machine foundation Structural Engineering Design Criteria

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APPENDIX B STRUCTURAL ENGINEERING DESIGN CRITERIA http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria

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San Gabriel Generating Station Application for Certification

Appendix B Table of Contents

TABLE OF CONTENTS Page 1.0

INTRODUCTION.......................................................................................................................... B-1

2.0

DESIGN CODES, STANDARDS, LAWS AND ORDINANCES................................................ B-1 2.1 FEDERAL............................................................................................................................ B-1 2.2 STATE ................................................................................................................................. B-1 2.3 COUNTY............................................................................................................................. B-2

3.0

2.4 INDUSTRY CODES AND STANDARDS......................................................................... B-2 STRUCTURAL DESIGN CRITERIA........................................................................................... B-5 3.1 NATURAL PHENOMENA................................................................................................. B-5 3.1.1 Rainfall.................................................................................................................... B-5 3.1.2 Wind Speed ............................................................................................................. B-5 3.1.3 Temperature ............................................................................................................ B-6 3.1.4 Seismicity................................................................................................................ B-6 3.1.5 Snow ....................................................................................................................... B-6 3.2

DESIGN LOADS, LOAD COMBINATIONS AND ALLOWABLE STRESSES............. B-6 3.2.1 Dead Loads ............................................................................................................. B-6 3.2.2 Live Loads .............................................................................................................. B-6 3.2.3 Wind Loads ............................................................................................................. B-7 3.2.4 Steel Stacks ............................................................................................................. B-7 3.2.5 Seismic Loads ......................................................................................................... B-8 3.2.6 Construction Loads ................................................................................................. B-8 3.2.7 Load Combinations................................................................................................. B-8 http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria 3.2.8 Allowable Stresses .................................................................................................. B-9

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4.1.2

4.1.3

4.2


4.1.1.3 Structural Design ................................................................................ B-14 4.1.1.4 Analysis .............................................................................................. B-14 HRSG Foundation................................................................................................. B-15 4.1.2.1 Loads................................................................................................... B-15 4.1.2.2 Anchor Bolts....................................................................................... B-15 4.1.2.3 Structural System................................................................................ B-15 4.1.2.4 Structural Design ................................................................................ B-15 4.1.2.5 Analysis .............................................................................................. B-16 Buildings and Non-Building Structures ................................................................ B-16 4.1.3.1 Loads................................................................................................... B-16

4.1.3.2 Anchor Bolts....................................................................................... 4.1.3.3 Structural System................................................................................ B-16 B-16 4.1.3.4 Structural Design ................................................................................ B-16 4.1.3.5 Analysis .............................................................................................. B-17 4.1.4 Air Cooled Condenser Foundation ....................................................................... B-17 4.1.4.1 Loads................................................................................................... B-17 4.1.4.2 Anchor Bolts....................................................................................... B-17 4.1.4.3 Structural System................................................................................ B-18 4.1.4.4 Structural Design ................................................................................ B-18 4.1.4.5 Analysis .............................................................................................. B-18 TANKS .............................................................................................................................. B-18 4.2.1 Vertical, Cylindrical Field Erected Storage Tanks ............................................... B-18 4.2.1.1 Loads................................................................................................... B-18 4.2.1.2 Anchor Bolts....................................................................................... B-19 4.2.1.3 Structural System................................................................................ B-19 4.2.1.4 Structural Design ................................................................................ B-19 4.2.1.5 Analysis .............................................................................................. B-19

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4.2.2

Horizontal, Cylindrical, Shop Fabricated Storage Tanks...................................... B-20

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4.4

5.0


4.3.3.5 Analysis .............................................................................................. B-24 PIPING............................................................................................................................... B-24 4.4.1 Loads..................................................................................................................... B-24 4.4.2 Anchorage ............................................................................................................. B-25 4.4.3 Structural Design .................................................................................................. B-25 4.4.4 Analysis................................................................................................................. B-25

HAZARD MITIGATION ............................................................................................................ B-25 5.1 SEISMIC HAZARD MITIGATION CRITERIA .............................................................. B-25 5.2 METEOROLOGICAL AND CLIMATIC HAZARD MITIGATION .............................. B-27

ATTACHMENT

Representative Drawings FIGURES

Figure B-1 Figure B-2

Typical Combustion Turbine Foundation Plan Typical Combustion Turbine Foundation Sections and Details

Figure Typical Area Foundation Embedments Figure B-3 B-4 Typical Combustion Combustion Turbine Turbine Generator Turbine Area Foundation Embedments Figure B-5 Typical Combustion Turbine Embedment Details Figure B-6 Typical Steam Turbine/Generator Foundation base Mat Plan Figure B-7 Typical Steam Turbine/Generator Sectional Plan El. 115’-1⅝” Figure B-8 Typical Steam Turbine/Generator Foundation Top Plan E. 120’-0⅝” Figure B-9 Typical Steam Turbine/Generator Foundation Sections Figure B-10 Typical Steam Turbine/Generator Foundation Sections Figure B-11 Typical Steam Turbine/Generator Foundation Sections http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria Figure B-12

Typical Steam Turbine/Generator Foundation Sections

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1.0

Appendix B Structural Engineering Design Criteria

INTRODUCTION

Control of the design, engineering, procurement, and construction activities on the project will be completed in accordance with various predetermined standard practices and project specific programs/practices. An orderly sequence of events for the implementation of the project is planned consisting of the following major activities: • • • • • • •

Conceptual design Licensing and permitting Detailed design Procurement Construction and construction management Start-up, testing, and checkout Project completion

The purpose of this appendix is to summarize the codes and standards and standard design criteria and practices that will be used during the project engineering, design and construction. These criteria form the basis of the design for the structural components and systems for the project. More specific design information will be developed during detailed design to support equipment procurement and construction specifications. Section 2.0 summarizes the applicable codes and standards and Section 3.0 includes the general criteria for natural phenomena, design loads, architectural features, concrete, steel, and seismic design. Section 4.0 describes the structural design methodology for structures and equipment. Section 5.0 describes the hazard mitigation for the project. The following Attachments are part of this design criteria: Attachment

Representative Drawings


20

DESIGN CODES STANDARDS LAWS AND ORDINANCES

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2.3

•

Title 24, California Administration Code (CAC) Section 2-111, et seq.; Section 3-100, et seq.; Section 4-106 et seq.; Section 5-102, et seq.; Section 6-T8-769, et seq.; Section 6-T8-3233, et seq.; Section ST8-3270, et seq.; Section 6-T8-5138, et seq.; Section 6-T8- 5465, et seq.; Section 6-T8-5531, et seq.; and Section 6-T8-5545, et seq. Adopts current edition of UBC as minimum legal building standards.

•

State of California Department of Transportation (Caltrans), Standard Specifications.

COUNTY •

2.4


Rancho Cucamonga City Building Code 2001.

INDUSTRY CODES AND STANDARDS

The following general design requirements and procedures will be followed in development of project specifications regarding the use of Codes and Industry Standards. •

Specifications for materials will generally follow the standard specifications of the American Society for Testing and Materials (ASTM) and the American National Standards Institute (ANSI).

•

Field and laboratory testing procedures for materials will follow standard ASTM specifications.

•

Design and placement of structural concrete will follow the recommended practices and the latest version of the American Concrete Institute (ACI), the International Conference of Building Officials, California Building Code (CBC), 2001 with Emergency Supplements and the Concrete Reinforcing Steel Institute (CRSI).


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Construction Manual and the International Conference of Building Officials, California Building Code, 2001 Edition (CBC). •

Plumbing will conform to the Uniform Plumbing Code (UPC).

•

Design will conform to the requirements of the Federal and California Occupational Safety and Health Administration (OSHA and CALOSHA).

•

Design of roof coverings will conform to the requirements of the National Fire Protection Association (NFPA) and Factory Mutual (FM).

The following Codes and Industry Standards shall be used: •

California Energy Commission (CEC), “Recommended Seismic Design Criteria for Non-Nuclear Power Generating Facilities in California.”

•

International Conference of Building Officials, “Uniform Building Code” (UBC), 1997 Edition.

•

•

California Building Code (CBC) 2001 Edition and Emergency Supplements. American Society of Civil Engineers (ASCE 7), Minimum Design Loads for Buildings and Other Structures.

•

American Institute of Steel Construction (AISC). –

§335 – “Specification for Structural Steel Buildings-Allowable Stress Design and Plastic Design, and Commentary.”


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ACI 349 “Code Requirements for Nuclear Safety Related Structures, Appendix D (Steel Embedments) (ACI 349) and Commentary (ACI 349R)”, except that anchor bolts will be embedded to develop their yield strength.

•

•

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ACI 530 “Building Code Requirements for Concrete Masonry Structures and Commentary (ASCE 5) (TMS 402).”

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ACI 212.3R “Chemical Admixtures for Concrete.”

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ACI 302.1R “Guide for Concrete Floor and Slab Construction.”

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ACI 350R “Environmental Engineering Concrete Structures.”

Structural and Miscellaneous Steel –

ASTM A569/A569M-Standard Specifications for Steel Carbon (0.15 maximum percent) Hot-Rolled Sheet and Strip, Commercial Quality.

–

ASME STS-1-Steel stacks, except that seismic design shall be in accordance with CBC 2001.

American Society for Testing and Materials (ASTM). The following codes and standards shall be included as a minimum. –

ASTM A36/A36M “Standard Specification for Structural Steel”

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ASTM A53 “Standard Specification for Pipe, Steel Black and Hot-Dipped, Zinc Coated, Welded and Seamless”


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ASTM A276 “Standard Specification for Stainless and Heat Resisting Steel Bars

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–

• •


ASTM A615/A615 “Standard Specification Deformed and Plain Billet-Steel Bars for Concrete Reinforcement”

Masonry Institute of America, “Reinforced Masonry Engineering.” American Water Works Association (AWWA). –

AWWA D100 - “Welded Steel Tanks for Water Storage, (AWS D5.2) “Addendum D100A - 1989 (AWS D5.2-84A)”

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AWWA C301 “Prestressed Concrete Pressure Pipe, Steel Cylinder Type for Water and Other Liquids”

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AWWA C302 “Standards for Reinforced Concrete Water Pipe Noncylinder Type, Not Prestressed”

•

American Association of State Highway and Transportation Officials (AASHTO) (GDHS-2), “A Policy on Geometric Design of Highways and Streets.”

•

Heating, Ventilating, and Air Conditioning Guide by American Society of Heating, Refrigeration, and Air Conditioning Engineers (ASHRAE).

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Uniform Plumbing Code (UPC).

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International Association of Plumbing and Mechanical Officials.

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National Fire Protection Association Standards (NFPA).

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Steel Structures Painting Council Standards (SSPC).


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responses. This design wind speed will be used to determine wind loads for all structures as discussed in Subsection 3.2.3, Wind Loads. 3.1.3

Temperature

Systems and system component design criteria which require ambient temperature extremes shall use the range from 18°F to 114°F for dry-bulb temperatures. 3.1.4

Seismicity

The plant site is located within 5 miles from a geological fault and in seismic Zone 4, as determined from Figure No. 16A-2 of CBC 2001. 3.1.5

Snow

The plant site is located in a zero ground snow load area. 3.2

DESIGN LOADS, LOAD COMBINATIONS AND ALLOWABLE STRESSES

Design loads for all structures will be determined according to the criteria described below, unless the applicable building code requires more severe design conditions. 3.2.1

Dead Loads

Dead loads will consist of the weights of the structure and all equipment of a permanent or semipermanent nature including tanks, bins, wall panels, partitions, roofing, piping, drains, electrical trays, bus ducts, and the contents of tanks and bins measured at full operating capacity. The contents of tanks and bins shall not be considered as effective in resisting column uplift due to wind forces, but shall http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria

be considered effective for seismic forces

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Specification Article K2. All roof areas will be designed for a minimum of 20 psf live load in addition to calculated dead loads. Pipe hanger loads for the major piping systems will be specifically determined and located. Piping expansion and dynamic loads will be considered on an individual basis for their effect on the structural systems. Loads imposed on perimeter beams around pipe chase areas will also be considered on an individual basis. Pipe loads for other areas will be treated as uniform loads per unit floor area, and will be carried to the columns and foundations as dead loads. Pipe loads will not be considered as reliable dead load for uplift. Equipment loads will be specifically determined and located. For major equipment, structural members and bases will be specifically located and designed to carry the equipment load into the structural system. For equipment weighing less than the uniform live load, the structural system will be designed for the live load. The combustion turbine support systems will be designed for the following loads: •

Dead loads

•

Live loads

•

Normal torque loads (turbine)

•

Temperature and pressure loads

•

Seismic loads

•


Emergency t d i loads th such as turbine accident loads and any temperature and pressure loads

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Vessel Code, Section VIII, Division 2, Part AM. Seismic loads shall be in accordance with CBC 2001. The maximum lateral displacement at the top of the stack due to design loads shall be 6 inches/100 ft, assuming a rigid base (normal industry accepted deflection). 3.2.5

Seismic Loads

Seismic loads will be determined in accordance with the requirements specified in Section 3.6, Seismic Design Criteria. 3.2.6

Construction Loads

The integrity of the structures will be maintained without use of temporary framing struts or ties and cable bracing insofar as possible. However, construction or crane access considerations may dictate the use of temporary structural systems. 3.2.7

Load Combinations

At a minimum, the following load combinations will be considered. Applicable code prescribed load combinations will also be considered. •

Dead load

•

Dead load plus live load plus all loads associated with normal operation of the equipment, e.g., temperature and pressure loads, piping loads, normal torque loads, impact loads, etc.

•

Dead load plus live load plus all loads associated with normal operation plus wind load

•


Dead load plus live load plus all loads associated with normal operation plus seismic load

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3.2.8


Allowable Stresses

Each load combination shall not exceed the allowable stress permitted by the appropriate code for that combination. 3.2.8.1 Concrete Structures

The required strength (U) shall be at least equal to the following:

• •

• • • • • •

U = 1.2 Dead + 1.6 Live U = 1.2 Dead + 1.6 Live + 0.8 Wind U = 0.9 Dead + 1.6 Wind + 1.6 Earth Pressure U = 1.2 Dead + 1.0 Live + 1.6 Wind U = 1.2 Dead + 1.0 Live + 1.0 Seismic U = 0.9 Dead + 1.0 Seismic U = 1.2 Dead + 1.6 Live + 1.6 Earth Pressure U = 0.9 Dead + 1.6 Earth Pressure + 1.0 Seismic

3.2.8.2 Steel Structures

The required strength (S) based on the elastic design methods and the allowable stresses (F s) defined in Part 1 of the AISC Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings is as follows. •

S = Dead = 1.0 F s

•

S = Dead + Wind = 1.0 F s

http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria •

S = Dead + 0 7 Seismic = 1 0 F ; frame members and connections will conform to the

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•


Exterior Walls. These will be metal wall panel systems of the factory assembled or field erected type with exposed fasteners and minimum thickness of exterior sheet of 24 gauge

galvanized steel. Installed walls will be watertight and will provide a “U” factor in accordance with the California Administrative Code, Title 24 and the ASHRAE Handbook. Added insulation will be provided for sound absorption on walls enclosing equipment generating excessive noise. •

Interior Walls. Where durability is required, interior walls may be constructed of concrete block masonry, structurally designed and reinforced as required. In offices, shops, etc., metal studs with gypsum board will usually be used to form interior partitions. Insulation for sound control will be used where required by design.

•

Fire Exits and Doors. Fire exits will be provided at outside walls as required by code. Exit signs will be provided. Fire doors will bear an Underwriters Laboratory (UL) certification level for class of opening and rating for door, frame, and hardware. Doors will conform to hollow metal door requirements and have fillers adequate to meet the fire rating.

•

Large Access Exterior Doors. Large access exterior doors will be rolling steel type

with weather seals and windlocks. Components will be formed from galvanized steel, factory assembled, and field painted. Doors will be motor-operated with override manual operation. •

Metal Roof Deck and Insulation System. Roof deck and insulation system will be fluted steel decking with minimum depth of 1 1/2 inches. The deck will have interlocking side laps.

–

The completed roof system shall carry an Underwriters Laboratory (UL) Class 90


rating in accordance with Underwriters Laboratory UL 580

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Structural Steel for Buildings” of American Institute of Steel Construction. Metal roof coverings will be of pre-finished standing seam panels of 24 gauge minimum. •

3.4

Steel. Cold-formed components will conform to ASTM A570, Grade E, 42,000 pounds per square inch (psi) minimum yield for material thickness equal to or less than 0.23 inch, or to ASTM A375, 50,000 psi minimum yield for high tensile strength purlin or girt sections with material thickness equal to or less than 0.23 inch. Roof covering and wall covering will conform to ASTM A446, Grade A, galvanized 33,000 psi minimum yield. All cold-formed components will be manufactured by precision roll or break forming.

CONCRETE STRUCTURES

Reinforced concrete structures will be designed in accordance with ACI 318-05, Building Code Requirements for Reinforced Concrete. 3.4.1

Materials

The materials described below will be specified and used as a basis for design. •

Reinforcing Steel. Grade 60.

•

Cement. Cement used in all concrete mixes will be portland cement meeting the requirements of ASTM C150, Type I or Type II, unless design requires a different type.

•

Aggregates. Fine aggregates will be clean natural sand. Coarse aggregates will be crushed gravel or stone. All aggregates shall meet the requirements of ASTM C33.

•

Reinforcing steel shall meet the requirements of ASTM A615,


Admixtures Plasticizers and retarders will be used to control setting time and to obtain

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3.5


STRUCTURAL STEEL

Steel framed structures will be designed in accordance with the CBC 2001 and the AISC Specification for the Structural Steel Building, Allowable Stress Design and Plastic Design. In addition, steel framed structures will be designed in accordance with the criteria discussed in the following subsections. 3.5.1

Materials

Structural steel shapes, plates, and appurtenances for general use will conform to ASTM A36. Structural steel required for heavy framing members may consider use of ASTM A572. Structural steel required for tube girts will conform to ASTM A500, Grade B. Connection bolts will conform to ASTM A325. Connections will conform to AISC Specification for Structural Joints. Welding electrodes will be as specified by the AWS. All structural steel will be shop primed after fabrication. 3.5.2

Design

All steel framed structures will be designed as “simple” space frames (AISC Specification Type 2), utilizing single span beam systems, vertical diagonal bracing at main column lines, and horizontal bracing at the roof and major floor levels. Suspended concrete slabs will be considered as horizontal diaphragms after setup and curing. Deflections of the support steel will be controlled to prohibit “ponding” of the fresh concrete as it is placed. Metal roof decks attached with welding washers or fasteners may be considered to provide a structure with lateral force diaphragm action. Connections will be in accordance with AISC standard connection design for field bolted connections. 3.6

SEISMIC DESIGN CRITERIA


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It should be also noted that additional provisions for torsional irregularity, overturning, discontinuous lateral load-resisting element, story drift limitation and P-Delta effects, etc., shall be considered in accordance with Section 1630A of the CBC 2001. 3.6.1

Buildings

The building structural system shall be constructed of steel framing supported on spread footings tied together by perimeter grade beams and floor slab. Lateral forces will be resisted by moment-frames in the short direction, braced-frames in the long direction, and by bracing in the roof steel. Seismic forces will be computed by the Static Force Procedure given by Chapter 16 of CBC 2001. The seismic dead load, W, will include the total dead load of the structural system, architectural enclosure, and the weight of any attached permanent equipment. 3.6.2

Non-Building Structures

Non-building structures such as tanks and equipment skids will be designed to resist seismic forces in accordance with Section 1634A of CBC 2001. Nonstructural components and equipment, including piping and cable tray and their supports, will be seismically designed in accordance with Sections 1632A and 1633A of CBC 2001. 4.0

STRUCTURAL DESIGN METHODOLOGY

This section describes the structural aspects of the design of the proposed facility. Each major structural component of the plant is addressed by defining the design criteria and analytical techniques that will be employed. 4.1

STRUCTURES


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4.1.1.2 Anchor Bolts

The turbines and associated equipment will be securely anchored to the foundation using cast-in-place steel anchor bolts designed to resist the equipment and seismic forces. 4.1.1.3 Structural Design

The foundations will be designed and constructed as monolithic reinforced concrete structures using the criteria from Section 3.1, Natural Phenomena and Section 3.4, Concrete Structures. The foundation system will be a rigid mat supported on soils. The foundation design will address the following considerations: • • • • • • • •

Soil bearings and earth pressures Soil liquefaction, if any Allowable settlements Equipment, structure, and environmental loads Natural frequencies of rotating equipment Access and maintenance

Equipment performance criteria Dynamic effects of the rotating machinery

Design loads will be determined in accordance with Section 3.1, Natural Phenomena. Seismic loads on foundation from the turbine will be calculated using equivalent lateral forces applied at the center-of-gravity of the equipment in accordance with the criteria specified in Section 3.6, Seismic Design Criteria. Load combinations and their respective strength factors for the foundation designs will be as indicated in Subsection 3 2 7 Load Combinations and Subsection 3 2 8 Allowable Stresses


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4.1.2


HRSG Foundation

The HRSG and its self-supported stacks will be installed on a reinforced concrete mat foundation. 4.1.2.1 Loads

The design of the HRSG and stack foundation will include the following loads.

• • •

• •

Dead loads Live loads Wind loads Seismic loads Temperature and pressure loads


The HRSG and its stack will be securely anchored to the foundation using cast-in-place steel anchor bolts. 4.1.2.3 Structural System

The HRSG stacks will resist lateral loading as a fixed base cantilevered structure. Lateral stability shall be provided for by integral structural steel columns inherent in the HRSG casing structure. 4.1.2.4 Structural Design

The predominant forces acting on the HRSG and its stack will result from wind or seismic loading. Wind loads will be determined from ASCE 7-05, American Society of Civil Engineers, Minimum Design L

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The foundation design will address the following considerations. •

• • •

Soil bearings and earth pressures Allowable settlements Structure and environmental loads Access and maintenance

Load combinations and allowable strengths will be as indicated in Subsection 3.2.7, Load Combinations and Subsection 3.2.8, Allowable Stresses. 4.1.2.5 Analysis

Moments, shears, and axial forces for the stack will be calculated using static analysis procedures on a cantilevered member. Longitudinal stresses resulting from axial loads and flexure will be combined and compared to a single allowable stress. The HRSG and stack foundation will be designed using static analysis techniques assuming a combined rigid mat. The mat will be sized such that the allowable settlement in the geotechnical investigation report is not exceeded. The mat will be proportioned to resist the vertical gravity loads concurrent with the controlling lateral loads. 4.1.3

Buildings and Non-Building Structures

4.1.3.1 Loads

Foundation loads will be determined from the analysis and design of the superstructure and from the support of the equipment contained within the structure. The following loads will be considered:

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Design loads will be determined in accordance with Section 3.1 Natural Phenomena. Seismic loading forthe theprocedures buildings will be calculated using16. equivalent lateral forces applied to the structure in accordance with of CBC 2001, Chapter The foundations will be designed and constructed using reinforced concrete according to the criteria set forth in Section 4.1.2, HRSG Foundation, and Section 3.4, Concrete Structures. The foundation systems will likely be comprised of shallow soil supported spread footings to resist the column loads and an isolated slab on grade floor system. The foundation design will consider the following: • • • • •

Soil bearing and earth pressures Allowable settlements Equipment, structure, and environmental loads Access and maintenance Equipment performance criteria

Load combinations and their respective allowable stresses will be as indicated in Subsection 3.2.7, Load Combinations and Subsection 3.2.8, Allowable Stresses. 4.1.3.5 Analysis

The steel frames will be analyzed using stiffness matrix-analysis techniques on a two- dimensional plane frame or a three-dimensional space frame model. All loads will be applied as static forces. The foundations will be designed using static analysis techniques assuming rigid spread footings. Spread footings will be sized such that the allowable settlement in the geotechnical investigation report is not exceeded. http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria

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4.1.4.3 Structural System

The structural will be determined by the air cooled condenser Subcontractor, and designed in accordance withsystem CBC provisions. 4.1.4.4 Structural Design

The predominant forces acting on the air cooled condenser will result from wind or seismic loading. Wind loads will be determined from ASCE 7-05, American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures. Consideration will be given to along wind and across-wind responses. Seismic loads will be determined in accordance with CBC 2001 Section 1634A - Non-building Structures. The foundation design will address the following consideration:

• • •

Soil bearing and earth pressures Allowable settlements Structure and environment loads

Load combinations and their respective strengths will be as indicated in Subsection 3.2.8.1 Concrete Structures. 4.1.4.5 Analysis

The air cooled condenser foundation will be analyzed using static analysis techniques assuming rigid mat. The mat will be sized in accordance with the requirements of the geotechnical report. The mat will be proportioned to resist the vertical gravity loads concurrent with the controlling lateral loads. 42

TANKS


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Allowable soil bearing and settlements values will not be exceeded. 4.2.1.2 Anchor Bolts

Storage tanks will be securely anchored to the foundation using cast-in-place steel anchor bolts designed to resist all induced forces in accordance with AWWA D100. 4.2.1.3 Structural System

Storage tanks will resist lateral loading through shear in the tank walls. Overturning will be resisted by anchor bolts connecting the tank wall to the foundation. 4.2.1.4 Structural Design

The foundation will be designed and constructed as a reinforced concrete ringwall using the criteria from Section 3.1, Natural Phenomena, and Section 3.4, Concrete Structures. The tank structures will be designed and constructed using the criteria established in AWWA D100. Design loads will be determined in accordance Section 3.1, Natural Phenomena. Wind loads will be determined using the velocity pressures specified in Subsection 3.2.3, Wind Loads, multiplied by the appropriate pressure coefficient from CBC Table No. 16-H. Seismic loads will be determined in accordance Section 3.6, Seismic Design Criteria and AWWA D100, Section 13. The seismic overturning moment will be determined from AWWA D100, Section 13.3.3.1 for Z = 0.4. The structure coefficient will be determined from AWWA Table 16. Th

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machinefoundation StructuralEngineeringDesign Criteria-slidepdf.com San Gabriel Generating Station Appendix B Application for Certification Structural Engineering Design Criteria

4.2.2

Horizontal, Cylindrical, Shop Fabricated Storage Tanks

4.2.2.1 Loads

Foundation loads will be furnished by the tank Supplier and will be superimposed with loads for the foundation itself. Typical loads supplied by the Supplier include the following: • • • • • •

Dead loads Live loads Wind loads Seismic loads Temperature loads Hydrodynamic loads


The tanks will be securely anchored to the foundation using cast-in-place steel anchor bolts designed to resist all induced forces. 4.2.2.3 Structural System The tanks will be supported by integral legs or saddle supports designed to resist gravity and environmental loadings. 4.2.2.4 Structural Design

The foundation will be designed and constructed as a monolithic reinforced concrete structure using the criteria from Section 3.1 Natural Phenomena and Section 3.4, Concrete Structures. The foundation will lik l

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machinefoundation StructuralEngineeringDesign Criteria-slidepdf.comAppendix B San Gabriel Generating Station Application for Certification Structural Engineering Design Criteria

4.3

EQUIPMENT

4.3.1

Turbine Accessories

The foundations for turbine accessories will be designed to resist the loads furnished by the Supplier, and will be constructed of reinforced concrete. 4.3.1.1 Equipment Loads

Equipment loads will be determined by the Supplier based on project design criteria. Typical loads used for design include the following: • • • • • • • •

Dead loads Live loads Operating loads Construction loads Wind loads Seismic loads Temperature loads

Emergency loads such as turbine accident loads

4.3.1.2 Anchorage

The turbine and associated equipment will utilize steel anchor bolts, fasteners, welds, and other equipment anchorage devices to resist equipment and seismic induced forces. 4.3.1.3 Structural Design

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ill b d i

d

i

j

ifi d i


l

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D i

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Lateral forces on elements of structural and nonstructural components will be determined in accordance with CBC 2001 Section 1632A with Ip equal to 1.50, and a p and Rp in accordance with CBC 2001 Table 16-0. These seismic forces will be combined with forces due to normal operating loads. Lateral forces on equipment will be determined in accordance with CBC 2001 Section 1632A with Ip to 1.50, and a p and Rp in accordance with CBC Table 16-0. Equipment bases, foundations, support frames, and structural members used to transfer the equipment seismic forces to the main lateral load resisting system will be designed for the same seismic load as the equipment. Load combinations will be as indicated in Subsection 3.2.7, Load Combinations. These load combinations are in addition to those normally used in design and those specified in applicable codes and standards. For all load combinations, including seismic, the stresses in the structural supporting members and connections will remain in the elastic range. 4.3.1.4 Analysis

The turbines and auxiliary equipment will be designed and constructed in accordance with applicable requirements of codes and standards. Stamps will be affixed to denote conformance to the appropriate codes. 4.3.2

Main and Auxiliary Transformers

The main and auxiliary power transformers, transformer equipment, material and accessories will conform to the applicable standards of ANSI C57.12, NEMA TR1, ANSI/IEEE C59.94 and 98, and project specific criteria. The power transformer will be designed, fabricated, and tested in accordance with ANSI C57.12 series, NEMA TR 1, and project specific criteria. The foundations will be designed to resist the loads furnished by the Supplier and will be constructed of reinforced concrete. http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria

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4.3.2.4 Structural Design

The be designed andand constructed as Concrete a reinforced concrete structure using thelikely criteria fromfoundations Section 3.1, will Natural Phenomena Section 3.4, Structure. The foundation will be a soil supported rigid mat. The foundation will incorporate an integral containment basin capable of holding 130 percent of the transformer coolant contents prior to passage through an oil-water separator. Design loads will be determined in accordance with Section 3.1, Natural Phenomena. Wind loads will be determined using the velocity pressures specified in Subsection 3.2.3, Wind Loads, multiplied by the appropriate pressure coefficients from CBC 2001 Table No. 16-H. The seismic loading and design of the power transformers, transformer equipment, accessories, and foundations will be in accordance with project specific criteria and CBC 2001 Chapter 16. Loading will be approximated using equivalent lateral forces applied to the center of gravity of the equipment or component using the criteria specified Section 3.6, Seismic Design Criteria. Lateral forces on equipment will be determined in accordance with CBC Section 1632A with Ip equal to 1.50, a p and Rp in accordance with CBC 2001 Table 16-0. Equipment bases, foundations, support frames, and structural members used to transfer the equipment seismic forces to the foundation system will be designed for the same seismic load as the equipment. Load combinations will be as indicated in Subsection 3.2.7, Load Combinations. These load combinations are in addition to those normally used in design and those specified in applicable codes and standards. For all load combinations, including seismic, the stresses in the structural members and connections will remain in the elastic range. Structural allowable strengths will be as indicated in Subsection 3.2.8, Allowable Stresses. 4.3.2.5 Analysis

The power transformer foundations will be designed using static analysis techniques assuming a rigid http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria

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San Gabriel Generating Station machinefoundation StructuralEngineeringDesign Criteria-slidepdf.comAppendix B Application for Certification Structural Engineering Design Criteria

4.3.3.3 Structural System

Each individual pieceto ofassure equipment will have its own unique structural system, and it is the responsibility of each manufacturer its adequacy. 4.3.3.4

Structural Design

All miscellaneous equipment will be designed to resist project specific and CBC 2001 specified loads where possible and loads from applicable codes and standards. Seismic loading and design of miscellaneous equipment will be in accordance with project specific criteria and CBC 2001 Chapter 16. The seismic loading will be calculated using equivalent lateral forces applied to the center of gravity of the equipment or component in accordance with the criteria specified Section 3.6, Seismic Design Criteria. Lateral forces on equipment will be determined in accordance with CBC Section 1632A with Ip equal to 1.50, and a p and Rp in accordance with UBC 2001 Table 16-0. Equipment bases, foundations, support frames, and structural members used to transfer the equipment seismic forces to the main lateral load resisting system will be designed for the same seismic load as the equipment. Load combinations will be as indicated in Subsection 3.2.7, Load Combinations. These load combinations are in addition to those normally used in design and those specified in applicable codes and standards. For all load combinations, including seismic, the stresses in the structural supporting members and connections shall remain in the elastic range. Structural allowable strengths will be as indicated in Subsection 3.2.8, Allowable Stresses. 4.3.3.5 Analysis

All miscellaneous equipment and accessories will be designed and constructed in accordance with http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria

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• • • •

4.4.2

Wind loads Seismic loads

Temperature and pressure loads Test loads

Anchorage

The design and configuration of all hangers and accessories will utilize steel anchor bolts, fasteners, welds, and other pipe anchorage devices. All pipe anchorages will be designed to resist induced forces. 4.4.3

Structural Design

All piping, pipe supports, and pipe accessories will be designed to resist project specific loads, CBC 2001 specified loads, and loads from applicable codes and standards. Environmental loading will be determined in accordance with Section 3.1, Natural Phenomena. Wind loads will be determined using the velocity pressures specified Subsection 3.2.3, Wind Loads, multiplied by the appropriate pressure coefficients from Table No. 6.7 of ASCE 7-05. The seismic loading and design of piping systems and pipe supports will be in accordance with project specific criteria. Seismic analysis of piping and components will be designed in accordance with Sections 1632A and 1633A of CBC 2001. Load combinations will be as indicated in Subsection 3.2.7, Load Combinations. These load combinations are in addition to those normally used in design and the applicable codes and standards specified in mechanical engineering design criteria. For all load combinations, including seismic, the stresses in the structural supporting members will remain in the elastic range. Structural allowable strengths will be as indicated in Subsection 3.2.8, Allowable Stresses. http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria

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• •

Financial impacts from seismic induced outages Seismic probability and magnitude

The project seismic design criteria will be developed to incorporate these considerations using a systematic approach to correlate performance criteria with assumed risk level. The following procedure will be used to establish the design criteria. The seismic hazards will be assessed by studying the geologic features of the surrounding area. Major faults will be identified and information collected regarding each fault's proximity, capability, recurrence, and magnitude.

The seismic risk associated with each source will be assessed considering historical magnitudes.

•

Acceleration levels for various structural frequencies will be based on CBC 2001 Figure No. 16A-3, Normalized Response Spectra Shapes.

•

Appropriate design criteria and analysis methods will be established for each major plant structure, equipment, and component consistent with the seismic performance criteria.

•

Specific design features that will be incorporated into the plant to mitigate the identified seismic hazards include the following: •

Appropriate analysis techniques will be employed to calculate structure specific seismic loads.

•

Plant structures, equipment, piping, and other components will be designed to resist the project specific seismic loads.


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San Gabriel Generating Station Appendix B machinefoundation StructuralEngineeringDesign Criteria-slidepdf.com Application for Certification Structural Engineering Design Criteria

•

•

•

5.2

Resist minor earthquakes without damage. Plant remains operational. Resist earthquakes without structural butfollowing with some nonstructural damage.moderate Plant remains operational or is returneddamage to service visual inspection and minor repairs. Resist major earthquakes without collapse but with some structural and nonstructural damage. Plant is returned to service following visual inspection and minor repairs.

METEOROLOGICAL AND CLIMATIC HAZARD MITIGATION

Meteorological and climatic data will form the design basis for the project. Portions of the data and the design bases that pertain to structural engineering have been provided in this Appendix. Specific design features that will be incorporated into the plant to mitigate meteorological and climatic hazards include the following: •

Structures and cladding will be designed to resist the wind forces.

•

Sensitive structures will be designed for wind induced vibrational excitation.

•

Roofs will be sloped and equipped with drains to prevent accumulation of rainfall.

•

Plant drainage systems will be designed to convey the runoff from a rainfall event in accordance with Civil Engineering Design Criteria.

•

Ground floor levels of structures will be placed above probable flood levels.

•

The plant site will be graded to convey runoff away from structures and equipment.


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ATTACHMENT



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Representative drawings of major equipment, structures and systems are listed in Table B-1 below. These drawings are for illustration purposes only, and are not to be used for design and construction. TABLE B-1 Item No.

Description

Figure No.

1

Typical CT Foundation Plan

B-1

2

Typical CT Foundation Sections & Details

B-2

3

Typical CT Generator Area Foundation Embedments

B-3

4

Typical CT Turbine Area Foundation Embedments

B-4

5

Typical CT Embedment Details

B-5

6

Typical ST/Generator Foundation Base Mat Plan

B-6

7

Typical ST/Generator Sectional Plan

B-7

8

Typical ST/Generator Foundation Top Plan

B-8

9

Typical ST/Generator Foundation Sections Sht. 1

B-9

10


B-10

11


B-11


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Item No.

Description

Figure No.

21

Typical ST Main & Aux. Transformer Foundation Plans and Sections

B-21

22

Typical Tank Foundations

B-22

23

Typical Air Cooled Condenser Foundation Plan

B-23

24

Typical Air Cooled Condenser Foundation Details

B-24

25

Typical Air Cooled Condenser Area Foundation Details

B-25

26

Typical Air Cooled Condenser

B-26

27

Typical Combustion Turbine

B-27

28

Typical ST Main & Aux. Transformer

B-28

29

Typical ST/Generator Plan View

B-29

30

Typical ST/Generator Sections

B-30

31 32

Typical Heat Recovery Steam Generator (HRSG) Typical HRSG Plan View

B-31 B-32

33

Typical HRSG Generator Elevation

B-33

34

Typical Tank

B-34


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7

6

5

L.P. TURBINE

4

G EN ERA TO R

3

2

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(N 5141.25) 2 9 ’-2 5 /1 6

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47’-8

F

4’-11

10’-3

56’-4

9 ’-9 3 /8

4’-2

12’-4

12’-11 3/8

13’-0

2

10’-0

12’-11 3/8

6’-6

3

4

5

6

#10 (SEE SECTS.)

E

PIER REINF. DET.-C

(S-048)

9

PIER REINF.

PIER REINF.

DET.-A

DET.-B

(S-048)

(S-048)

PIER REINF.

/

DET.-D

(S-048)

’ 6

48

2 #9@12(T & B) (E.W.) 48

1

8

#9@12(T & B)

S

S

#

#

(E.W.)

MS SUPPT. (002V)

4

B

B

1

S T/GENERATOR

N

(E 9832.25)

A 1 ( @ #

A ( 1 @ #

4

1 (S-048)

N

D

8

/

MS SUPPT. (001X)

’ 4 1

2 PIER REINF. PIER REINF.

DET.-B

DET.-A

9

(S-048)

(S-048)

PIER REINF.

/

PIER REINF.

DET.-C

DET.-D

(S-048)

M S S UP P ORTS

’ 6

(S-048)

C

#9@12

#10 (SEE SECTS.)

ADDNL.(BOTT.)

(SEE NOTE 9)

2 (S-049)

3

(S-049)

4

(S-050)

5

6 (S-051)

(S-050)

REFERENCE

N O TES 1.

ALL W ORK S HALL BE DONE IN ACCORD ANCE W ITH

DRAWINGS

ALS TOM P OW ERGENERATIONAG DRAW INGS

SPEC. B-4046 AND ALSTOM DOCUMENT GMC 1 128 084 #9@12

ADDNL.(BOTT.)

GMC 1 128 083

S T G F O U N D A T I O N M E T H O D S T A T E M E N T F O R

(SEE NOTE 9)

CONS TRUCTION.

GMC 1 128 083 2.

B

FOR GENERAL NOTES SEE S-002. FOR ANCHOR BOL T SCHEDULE & DETAI LS SEE S-004. FOR GROUNDING SEE E-002 SERIES DWGS.

5.

GMC 1 128 083

ORT

FOR ELECTR ICAL DUCT RUNS IN THIS ARE A, SEE

6.

DETAILS TURBINE FDN.BOTTOM VIEW; SECT.F

SHT.3 GMC 1 128 083

E-101 SERIES DRAWINGS.

TURBINE FDN.SECTS.A, D & E

SHT.4

FOR LOCATION &DETAILS OF EMB EDDED ITEMS

GMC 1 128 083

INCLUDING CONDUIT IN ST FOUNDATION, SEE

T/BASE MAT EL. 100’-6

TURBINE FDN.TOP DECK; SECTS.B & C;

SHT.2

3. 4.

STEAM TURBINE/GENERATOR FOUNDATION BASE MAT PLAN EL. 100’-6

TURBINE FDN.PERSPECTIVE VIEW

S HT. 1

TURBINE F DN. EM BEDDED P ARTS

SHT.5

ALS TOM P OW ERREF ERENCEDRAW INGS .

GMC 1 121 65 8

TURB INE FD N.EMB EDDE D PART S LIST

ALL EMBEDDED ITEMS EXCEPT ITEMS SPECIFICALLY G MC 1 028 331,

NOTED ON THE DESIGN DRAWINGS SHALL BE

332,335,336, FABRICATED & SUPPLIED BY ALSTOM POWER. 7.

FOR MAT FOUNDATION DETAILS SEE S-003.

8.

F OR DIM ENS ION TOLERANCES S EE ALS TOM P OW ER

FIXED POINTS

337,365,411 G MC 1 028 326,

327,328,370,

DRAWING GMC 1 128 083. 9. ALTERNATE ADDITIONAL BARS WITH MAIN REINF.AT

FIGURE B-6

EQUAL SP ACING.

10.

FOR WELDING OF ALSTOM’S STEEL LINER, FRAME &

BOTTOM P LATE, S EE ALS TOM P OW ER DRAW INGS

USE FOR ILLUSTRATION

A N CH O R BO X ES

372 G MC 1 028 347

X-FIXED POINT GENERATOR

G MC 1 028 349

Y-FIXED POINT GENERATOR

GMC 1 183 069

STGCHK’D.PLATES

HTGD 380 450

H T G D 380 450 S H T S .13- 18.

S TANDARD S TEEL LINING

SHTS.1-43

ALL W ELDING M ATERIAL REQUIRED S HALL BE

ONLY - NOT FOR DESIGN

G MC 1 028 330,

PROVIDEDBYSPEC.B-4046.

VALVE S UP P ORT P LATES

338,378 F ILE I.D . s 045 1.dgn D RA W I N G RE L E A S E RE CO RD RE V .

DATE

REL’D.

P RE PA RE D

REV IE WE D

D RA W I N G RE L E A S E RE CO RD U RP O S E

AP PRO VED

FIL M

RE V .

DATE

REL’D.

P REP A RE D

REV IEW ED

S CA L E U RP O S E

A PP ROV ED

F IL M

TYPIC AL

3/8 =1’-0

A A

2-08-2006

L. EIDUKAS

ISSUEDFORPLANNING

P RO J E CT

STEAM TURBINE/GENERATOR

N U M BE R

FOUNDATION BASE MAT PLAN 11962-003

D R AW I N G NO .

S-045

SHE E T

F 8

7

6

5

4

3


7

6

5

4

2

3

1

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1

BRU S H G EA R E AR I N G

BEA RIN G

B E A R IN G

L.P.TURBINE

B E A R IN G

G EN ERA TO R

BEA RIN G

B E AR I N G

REV .

A

1 2 ’-8 3 /4

35’-7

5/20/2018 F

1 4 ’-6 3 /1 6

1 0 ’-1 1 /8

3 ’-5 1 /8

1 1 ’-8 1 /1 6

8 ’-8 1 /8

1 7 ’-6 1 /4

1 7 ’-4 1 /4

4’-11

3 ’-6 3 /4

4 8 ’-6 1 /2

3 ’-5 1 /8

8 ’-8 1 /8

machinefoundation StructuralEngineeringDesign Criteria-slidepdf.com 39’-10

2

3

4

5

6

/ ’ 7

/

E

0 ’ 2

O P EN

OPE N

/ ’ 9 1

/ ’ 4 1

1 O P EN

EP-2

(S-052)

/

O P EN

’ 1

O P EN

O P EN

1

1

(S-048) D

S T/GENERATOR

O P EN

1 (REF.)

(TYP.3

/

SIDES)

’ 1 1

/

/

STL.LINER

’ 9 1

O P EN

’ 8 1

(S EE ALS TOM

/

DWG.HTGD 380 450)

’ 9 1

C

/

EP-2

(S-052)

’ 8

2

3

(S-049)

(S-049)

5

4

6

(S-050)

(S-050)

(S-051)

35’-8

B

STEAM TURBINE/GENERATOR FOUNDATION SECTIONAL PLAN AT EL.115’-1 5/8 ORT

F OR EM BEDDED ITEM S INCLUDING CONDUITS IN ST FOUNDATION SEE NOTE 6 (S-045)

ALL EMBEDDED PLATES SH OWN THUS

REFERENCE

N O TES

ARE LOCATED ON UNDERSIDE OF SL AB

.

ALL W ORK S HALL BE DONE IN ACCORDA NCE W ITH

DRAWINGS

FOR REFERENCE DRAWINGS SEE S-045

SPEC. B-4046 AND ALSTOM DOCUMENT GMC 1 128 084

S T G F O U N D A T I O N M E T H O D S T A T E M E N T F O R CONS TRUCTION.

FIGURE B-7

2.

FOR GENERAL NOTES SEE S-002.

3.

FOR ADDITIONAL NOTES SEE S-045.

4.

FOR COOR DINATE LO CATION SE E S-045.

USE FOR ILLUSTRATION ONLY - NOT FOR DESIGN F I LE I . D . S 0 4 6 1 . D G N D RA W I N G RE L E A S E RE CO RD RE V .

DATE

REL’D.

P RE PA RE D

REV IE WE D

AP PRO VED

D RA W I N G RE L E A S E RE CO RD FIL M

U RP O S E

RE V .

DATE

REL’D.

P REP A RE D

REV IEW ED

A PP ROV ED

S CA L E F IL M

U RP O S E

TYPIC AL

3/8 =1’-0

A A

2-08-2006

L. EIDUKAS

ISSUEDFORPLANNING

P RO J E CT


N U M BE R

SECTIONAL PLAN 11962-003

EL.115’-1

5/8 D R AW I N G NO .

REV .

S -046

A SHE E T

F 8

7

6

5

4


3

2

1

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7

6

5

ST / G E N E R A T O R

1 9 ’-8 1 /4

2 ’-6 7 /8

2 ’-7 1 /2

1 4 ’-9 1 /8

1 4 ’-5 7 /8

4

3

2

45/68 1

1 ’-9 5 / 8

3 ’-3 3 /8

1’-9 5/8

3 ’-3 3 /8

F

5/20/2018


#9@6 #9@12

#9@6

#9@12

#9@6

#9@12

T/CONC.

EL.120’-05/8

#6@12

#8@12

TIES B/TREN CH

EL.117’-51/8

#8@12

#9@12 #8@12 #8@12

4

#8@12 #8@12 #9@6

#9@6

#9@6

C.J.

E

#9@6

#9@6

C.J.

#9@12

/

#10 (SEE DET.D

S-048) TYP.

’ 4 1

6 ’-3 1 /8

8’-6

6 ’-3 1 /8

8’-6

#6 & #4 TIES (SEE DET.D

S-048) TYP.

T/CONC.

EL.100’-6

T/G RA D E

D

EL.100’-0

4

#8@12(TYP)

10 DWLS.

#9

(TYP)

20’-0

20’-0

SECTION - 6

C

NOTES 1.

A LL WO RK SH A LL BE D O N E IN A CCO RD A N CE WITH

SPEC. B-4046 AND ALSTOM DOCUMENT GMC 1 128 084 S T G F O U N D A T I O N M E T H O D S T A T E M E N T F O R CO N STRU CTIO N .

2.

FOR GENERAL NOTES SEE S-002.

3.

FOR ADDITIONAL NOTES SEE S-045.

4.

FOR EMBEDDED ITEMS IN ST FOUNDATION SEE ALSTOM REFERENCED DRAWINGS ON S-045.

B

REFERENCE

DRAWINGS

FIGURE B-12 USE FOR ILLUSTRATION ONLY - NOT FOR DESIGN F I LE I . D . S 0 5 1 1 . D G N DR AWING R E L E ASE R E C OR D REV.

DATE

REL’D.

P R E P A R E D

REV E I W E D

APPR OVE D

DR AWING R E L E ASE R E C OR D UR POSE

FIL M

REV.

DATE

REL’D.

P R EP A RE D

REV EW I E D

APPR OVE D

SC AL E UR POSE

FIL M

TYP IC AL

3/8 =1’-0

A A

2-08-2006

L.EIDUKAS

ISSUEDFORPLANNING

PR OJ E C T NUMBER

11962-003


FOUNDATION SEC TIONS SHEET

4

OF

4 DR AWING NO.

REV.

S -051

A SHE E T

F 8

7

6

5

4


3

2

1

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HRSG.

http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria F

T/CONC.

E L .1 0 0 ’-6

H.P.F.S.

E L .1 0 0 ’-0

3

#8@ 12

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SECTION - 1 SCALE: 1/4 = 1’-0

A N CH O R BO LT & CO LU MN PO CK ET SCH ED U LE POCKET DIMS.

COLUMN

DESIGNATION E

A

B

1 ’-1

1 ’-3

C-1 2 , C-1 8 , D -1 1 , D -1 9

ANCHOR BOLTS

B/POCKET ELEVATI ON

A -1 4 , A -1 6 , B-1 3 , B-1 7

100’-2

REMARKS C

MARK NO.

D

5

4

HGAB0 1

1 ’-1

1 ’-3

100’-4

5

4

HGAB0 1

1 ’-1

1 ’-5

100’-4

5

4

HGAB0 1

G-8 , G-2 2

1 ’-1

1 ’-6

100’-4

5

4

H-3, H-27, I-3, I-27

1 ’-2

2 ’-1

100’-2

6

1’-11

100’-2

5

8

HGAB04

HGAB04

E-10,

F-9,

E-20

F-21

J -2, J -28

1 ’-1

HGAB0 1

1 ’-0

HGAB03

K -1 , K -2 9 , L -1 , L -2 9

1 ’-2

2 ’-1

100’-1

5

8

M-6, M-24, N-6, N-24

1 ’-1

1’-11

100’-1

5

8

HGAB04

0’-10

1 ’-3

8

HGAB02

1 ’-2

2 ’-1

8

HGAB05

3

HGAB07

M-15, N-15

100’-4

3

O -4 , O -2 6 , P-5 , P-2 5

Q-7 , Q-2 3

R-0 . 1 , R-0 . 2 , S-0 . 1 , S-0 . 2

99’-11

11

1 ’-1

100’-2

5

6 1/ 4

D FOR ANCHOR BOLT DETAILS & SCHEDULE SEE S-004

COL. ROW (ALPHABETIC) (FOR COL.ORIENTATION SEE PLANS) A

A

B/POCKET EL.

(SEE SCHEDULE)

T/CONCRETE

EL.(VARIES) COL.ROW (NUMERIC)

SECTI ON FOR COL.,BASE PLATE &

SHEAR BARS SEE ALSTOM POWER DRAWI GS C

4- ANCHOR BOLTS /POCKET EL.

(MK-NO. SEE SCHEDULE)

(SEE SCHEDULE)

C

C

PLAN O R T

FOR REINF.AT COL.PKTS.

SE E DE T . 6 .1 -9 (S-0 0 3 )

NOTES 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH

SPE C. B-4 0 4 6 .

2. FOR GENERAL NOTES SEE S-002. 3. FOR ANCHOR BOLT SCHEDULE & DETAILS SEE S-004.

B

REFERENCE

DRAWINGS

FIGURE B-14 USE FOR ILLUSTRATION

ONLY - NOT FOR DESIGN F IL E I. D. s 036 1. dgn D RA WI N G RELEA S E RECO RD REV .

DATE REL’D.

P R EP A R ED

R E V IE W ED

A P PR O V E D

D RA WI N G RELEA S E RECO RD F I LM

URP OS E

REV .

DATE REL’D.

P R E PA R E D

RE V IE W ED

S CA LE

A P P RO V E D

F I LM

U RP O S E

3/ 16 = 1’ - 0

A A

2-08-2006

L. EIDUKAS

ISSUED FOR PLANNING

P RO JECT

TYPICAL

HEAT RECOVERY STEAM GEN.

NUMBER

OUNDATION SECTION & DETS. 11962-003

D RA W IN G N O .

S-036

S H EET

F 8

7

6

5

4

3


2

OF

1

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WALL & CURB WALL & CURB

F

MOUND GROUT 3/4

HORI ZONTAL

AT WALL CENTERLINE

JOINT REINFORCING

http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria T/ WALL

EL.111’-0

SEE MASONRY

CAP BLOCK DETAIL

8 x8 BOND

BEAM

WITH 2-#5 CONTINUOUS

WALL & CURB

T/TOTE EL.108’-6 (REF)

GROUT TOP CELL SOLID

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SOLID FULL

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HEIGHT OF WALL) 9

VERTICAL REINFORCING

P LAN

3

L N I M

(GROUT SOLID)

WALL END

MASONRY CAP BLOCK DETAIL

NTS

SCALE:1 1/2 =1’-0

T/ CURB

EL.101’-6

E

#4

MAS ONRY NOTES

H.P.F.S. EL.100’-0

1. ALL MASONRY WORK SHALL BE FURNISHED &

INSTALLED BY THE CONTRACTOR, & SHALL CONFORM

TO THE LATEST VERSION OF ACI 530.1.

2. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEI GHT,

#4

3

R L

TYPE I, CONFORMING TO ASTM C90.

3. GROUT SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH OF 2000psi AT 28 DAYS & CONFORM

1’-7

T O A ST M C476.

4. MORTAR SHALL BE TYPE S

WALL SECTION 3 (S -137)

S CA L E : 3/ 4 = 1’-0

OR M

PER ASTM

C2 7 0 .

5. THE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF THE

INSTALLED CON STRUCTION f’m SHA LL BE 1420psi.

6. ALL UNITS IN RUNNING BOND. 7. JOINT (HORIZONTAL) REINFORCEMENT: A. MATERIAL: ASTM A82. B. SIZE: STANDARD CONTINUOUS TRUSS TYPE

CONSISTING OF (2) 9 GAUGE DEFORMED

LONGITUDINAL WIRES WITH 9GAUGE PLAIN

D

CROSS TIES HOT DIP GALVANIZED AFTER FABRICATION.

C. SPACING 16 OC VERTICALLY. PLACE

ADDITIONAL JOINT REINF ORCEMENT AS

FOLLOWS: 1. CONTINUOUS IN FIRST & SECOND JOINT

BELOW TOP OF WALLS.

D. LAP JOINT REINFORCEMENT ENDS 6 MINIMUM. 8. CELL (VERTICAL) REINFORCEMENT: A. MATERIAL: DEFORMED BARS CONFORMING TO

ASTM A615 GRADE 60. B. REINFORCED CELL HORIZONTAL SPACING: 2’-0

MAXI MUM. C. LAP #5 REINFORCING BARS 3’-0 . D. REINFORCING SHALL EXTEND FULL HEIGHT OF

WALL.

E. EACH REINFORCED CELL SHALL BE GROUTED FULL

&

PROPERLY CONSOLIDATED.

9. BOND BEAM REINFORCEMENT: A. 2-#5 BARS UNLESS NOTED OTHERWISE. C

10. FOR EXPOSED MASONRY JOINTS, STRIKE OFF JOINTS FLUSH WITH WALL SURFACE. AFTER MORTAR IS

PARTIALLY STIFFENED, FIRMLY COMPACT THE JOINT

WITH A JOINT STRIKING TOOL & FINISH TO A

SLIGHTLY CONCAVESHAPE.

11.

WORK THIS DRAWING WITH S-137.

12. THE MASONRY WALL SHALL REQUIRE SPECIAL

INSPECTION REPORTS SUBMITTED TO THE BUILDING

OFFICIAL IN A CCORDANCE WITH THE 1997 UBC FOR

STRUCTURAL MASONRY.

ALL WORK DONE

BY CONTRACTOR/I NSTALLER PURSUANT TO

THIS DRAWING SHALL: ( A) CONFORM TO THE GOVERNING

CONTRACT DOCUMENTS; (B) BE PERFORMED EXCLUSIVELY BY ITS TRAINED, COMPETENT PERSONNEL OR, WHERE PERMITTED, THAT OF ITS SUBCONTRACTOR(S); AND (C) COMPLY WITH ALL APPLICABLE SAFETY LAWS,

REGULATIONS, PROGRAMS AND PRACTICES TO ENSURE THE SAFETY OF ALL PEOPLE LOCATED ON THE WORK SITE, INCLUDING THE CONTRACTOR’S/INSTALLER’S PERSONNEL (OR THAT OF ITS SUBCONTRACTOR(S))

PERFORMI NG THE WORK. B

U N D E R G R O U N D O R E M B E D D E D U T I L I T IE S M A Y BE LOCATED WITHIN OR ADJACENT TO THE AREA IN WHICH EXCAVATION, DEMOLITION, FOUNDATION, OR MODIFICATION WORK IS TO BE PERFORMED.

REFERENCES RELATI NG TO THE UNDERGROUND OR EMBEDDED UTILITIES ARE PROVIDED TO ASSIST THE CONTRACTOR/INSTALLER IN THE FIELD LOCATING

THOSE UTILITIES AND OTHER POSSIBLE UNDERGROU ND OR EMBEDDED I NTERFERENCES WI TH

THE WORK. THE CONTRACTOR/INSTALLER SHALL EXERCISE DUE CAUTION DURING ALL EXCAVATI ON / FOUNDATI ON/ DEMO LI TI ON WORK.

FIGURE B-16

CONTRACTOR/I NSTALLER SHALL TAKE ALL APPROPRI ATE

PRECAUTIONS TO ENSURE THE SAFETY OF ALL PEOPLE LOCATED ON THE WORK SITE, INCLUDING

CONTRACTOR’S/INSTALLER’S PERSONNEL


(OR THAT OF ITS SUBCONTRACTOR(S)) PERFORMING


THE WORK.

FILE I.D. S138 1.DGN D RA WI N G RELEA S E RECO RD REV .

DATE REL’D.

P R EP A R ED

R E V IE W ED

A P PR O V E D


URP OS E

REV .

DATE REL’D.

P R E PA R E D

RE V IE W ED

S CA LE

A P P RO V E D

F I LM

U RP O S E

T YPICAL

AS NOTED

A A

2-08-2006

L. EIDUKAS

ISSUED FOR PLANNING

P RO JECT

SULFURIC ACID & SODIUM

NUMBER

B IS U LF ITE TO TE F D N . 11962-003

MASONRY WALL DETAILS D RA W IN G N O .

R EV .

S-138

A S H EET

F 8

7

6

5

4

3


2

1

50/68

5/20/2018



51/68

5/20/2018


GENERAL NOTES 1.

ARCHITECTURAL NOTES (CONTINUED FROM BELOW, LEFT)

ALL WORK SHOWN ON THESE DRAWINGS SHALL BE FURNISHED AND INSTALLED IN ACCORDANCE WITH

2)

PROJECT SPECIFICATION B-4048, UNLESS OTHER-

20 YEAR WARRANTY FOR WEATHERTI GHTNESS OF

ROOFS, WALLS AND PENETRATION FLASHINGS.

WI SE NOTED. ALL DESIGN SHALL CONFORM TO THE LATEST

5.

SANITARY FACILITIES SHALL COMPLY WITH ACCES-

EDITIONS (INCLUDING AMENDMENTS AND

SIBILITY REQUIREMENTS OF ADA AND SATISFY

SUPPLEMENTS) OF STATE/LOCAL CODES AND THE

REQUIREMENTS OF STATE AND LOCAL ACCESSIBIL-

FOLLOWI NG NATI ONAL CODES: F

ITY CODES.

UNIFORM BUILDING CODE - UBC NATIONAL ELECTRICAL CODE - NEC


2

3

4

5 205’-8

6

7

8

9

PRE-ENGINEERED BUILDINGS OCCUPIED SPACES AND

6.

WALL ASSEMBLIES SHALL HAVE MINIMUM R-13 FIBERGLASS BATT INSULATION WITH UL25 VAPOR

UNIFORM PLUMBING CO DE - UPC

RETARDANT. U-VALUE SHALL NOT EXCEED 0.10 o

2.

52/68

UNIFORM MECHANICAL CODE - UMC

CODE ANALYSIS: THE CONTROL/ADMINISTRATION BUILDING HAS BEEN DESIGNED AS OCCUPANCY GROUP F2,

INDUSTRIAL, CONSTRUCTION TYPE II-N, NONCOMBUSTIBLE. ACTUAL FLOOR AREA IS 16605sf.

BTU/HR/SF/ F. ROOF ASSEMBLIES SHALL HAVE MINIMUM R-19 FIBERGLASS BATT INSULATION WITH UL25 VAPOR RETARDANT. U-VALUE SHALL o

NOT EXCEED 0.08 BTU/HR/SF/ F. WALL AND ROOF ASSEMBLIES SHALL SATISFY REQUIREMENTS OF

28’-0

1 ’-4

28’-0

24’-6

24’-6

24’-6

24’-6

24’-6

24’-6

MAXI MUM ALLOWABLE FLOOR AREA FOR

1 ’-4

STATE AND LOCAL ENERGY CODES.

THIS 7.

BUILDING IS 18000sf PER UBC SECTION 504.THE BUILDING IS SINGLE STORY, 28’-11 25’-0

E A V E H E IGH T

16’-7

E A V E H E IGH T

5/20/2018

MANUAL OF STEEL CONSTRUCTI ON AND MBMA LOW-

machinefoundation StructuralEngineeringDesign Criteria-slidepdf.com STORY, 55’-0

RISE BUILDING SYSTEMS MANUAL. ALL STRUCTUR-

HIGH, PER UBC SECTION 504.

AL STEEL MATERIALS SHALL BE APPROVED FOR

THE OCCUPANCY LOAD FOR THIS OCCUPANCY GROUP IS 150 PER UBC SECTION 1003, HOWEVER ACTUAL

USE AND AS LISTED IN THE LATEST AISC SPEC-

OCCUPANCY IS NOT EXPECTED TO EXCEED 50.

IFICATION FOR STRUCTURAL STEEL BUILDINGS

INDICATES

THE BUILDING CONTAINS EIGHT COMPARTMENTS

ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN.

ACCESS

SEPARATED FROM EACH OTHER AND ADJ ACENT

THE BUILDINGS SHALL BE DESIGNED FOR THE FOL-

FLOOR

AREAS BY 2HR FIRE RATED AREA SEPARATION

LOWI NG MI NI MUM LOADS:

PARTITIONS.

3.

A VESTI BULE VESTI BULE

E

STORAGE

OFFI CE

OFFI CE

OFFI CE

200sf

197sf

197sf

197sf

ELECTRONI CS

4.

615sf

RECEPTI ON

BASIC WIND SPEED (50 YR.MEAN RECURRENCE)=

ALL CONTRACTOR- PREPARED DRAW I NGS, I NCLUDI NG

75mph, IMPORTANCE FACTOR 1.0, EXPOSURE

ERECTION DRAWINGS FOR PRE-ENGINEERED BUILD-

T Y P E C.

INGS, SHALL BE SEALED AND DATED BY THE

GROUND SNOW LOAD (50 YR. MEAN RECURRENCE)

REGISTERED

0ps f.

PROFESSIONAL

ENGINEER,

CERTIFIED

IN THE STATE OF NEVADA, WHO SUPERVISED THE

SEISMIC: ZONE=2B, SOIL PROFILE=SD,

DESI GN.

SEISMIC IMPORTANCE FACTOR=1.0 MINIMUM ROOF LIVE LOAD: 20psf.

CONTRACTOR’ S DRAWI NGS SHALL BE COMPLETE AND

MINIMUM AUXILIARY DEAD LOAD: 10psf.

DETAILED AND SHALL MEET STATE AND LOCAL

260sf CONTROL ROOM

1752sf

W AREHOUS E

1730sf

BUILDING CODE REQUIREMENTS. SUBMITTALS SHALL

ROOF PURLINS AND ASSOCIATED FRAMING SHALL

INCLUDE ELEVATIONS, CROSS-SECTIONS, STRUCTURAL

ALSO BE DESIGNED FOR CONCENTRATED LOADS

STEEL FRAMING DETAILS,BOLTED CONNECTIONS,

IMPOSED BY CABLE TRAYS,SUSPENDED CEILING,

W E L D I N G D E T A I L S ,A N C H O R A G E R E Q U I R E M E N TS , W A L L

CONDUITS,PIP ING,HVAC DUCTS, & etc. THE

AND ROOF SYSTEM DIMENSIONS, PANEL LAYOUT,

STRUCTURAL SHAPE OF ROOF PURLINS AND

OPENI NGS FOR DOORS/WI NDOWS/LOUVERS,DOORS AND

ASSOCI ATED FRAMI NG SHALL ACCOMODATE DI RECT

F R A M E S , F I N IS H H A R D W A R E , W I N D O W S ,L O U V E R S ,

ATTACHMENT OF CABLE TRAY,HVAC DUCTWORK,AND

PLUMBING PLANS,ELECTRICAL PLANS AND SINGLE

OTHER UTILITY HANGER AND RELATED SUPPORT SYSTEMS.

LINE ELECTRICAL DIAGRAMS,MEC HANICAL PLANS,

& e tc . OFFI CE

OFFI CE

177sf

177sf

OPERATOR

FILES & COPY ROOM

228sf

OFFI CE

OFFI CE

195sf

195sf

5.

EQUI PMENT/ STORAGE

8.

TOI LET

MAY BE ADJ USTED TO ACCOMODATE CONTRACTOR’ S

STATIONS, POWER RECEPTACLES, TELEPHONE AND

STANDARD OFFERINGS,SUBJECT TO APPROVAL BY PURCHASER. BAY SPACING, VERTICAL BRACING

LOCATI ONS, ROOM LAYOUT AND NOMI NAL ROOM

ARRANGEMENT DRAWI NG ES- 27.

64sf

6.

DIMENSIONS SHALL BE MAINTAINED.

CONTRACTOR SHALL SUBMI T FOUNDATI ON OUTLI NE 9.

DIMENSIONS, ANCHOR BOLT LAYOUT, ANCHOR BOLT

VESTI BULE 7.

5 TON CRANE JANITOR/

LOADS WITHIN TWO WEEKS OF AWARD, FOR FOUNDA-

BE AT EL.100’-6 . BUILDING COLUMNS SHALL NOT

TION BY OTHERS.

BE RECESSED IN POCKETS.BASE PLATES SHALL NOT EXTEND BEYOND THE BUILDING GIRT LINES,AND

BIDDERS SHALL PROVIDE, AS AN OPTION, THE

SHALL BE DESIGNED TO BE SETON 1

OF GROUT.

CABLE

FOLLOWING UNIT PRICES FOR CHANGES IN BUILD-

ACCESS

ING SIZE AFTER BID AND AWARD:

CLOSET

UNIT PRIC E PER SQUARE FOOT INCREASE/DE-

THE CONTRACTOR TO SUIT THE BUILDING DESIGN.

PURCHASER WILL DETERMINE APPROPRIATE

STORAGE

D

BUILDING FOUNDATION WILL BE FURNISHED AND INSTALLED BY PURCHASER. TOP OF CONCRETE WILL

DIAMETER AND PROJECTION ABOVE CONCRETE, AND CORRI DOR

OVERALL BUILDING DIMENSIONS AND GIRT LINES

BUILDINGS SHALL BE PROVIDED WITH WELDING

COMMUNICATION CONNECTIONS AS SPECIFIED ON

250sf

PRE-ENGINEERED BUILDINGS SHALL BE DESIGNED IN ACCORDANCE WITH LATEST EDITIONS OF AISC

HIGH.THE

MAXIMUM ALLOWABLE BUILDING HEIGHT IS TWO

235sf

CREASE

OF BUILDING

10.

FOOTPRINT

ANCHOR BOLTS SHALL BE LOCATED AND SIZED BY

UNIT PRICE PER FOOT INCREASE/DECR EASE IN

EMBEDMENT LENGTHS BASED ON

BY CONTRACTOR. CONTRACTOR SHALL SPECIFY MIN-

BUILDING HEIGHT.

LOADS FURNI SHED

IMUM PROJECTION OF ANCHOR BOLTS ABOVE TOP

305sf

WOM

740sf

N

NISHED AND INSTALLED BY THE PURCHASER.

ARCHITECTURAL NOTES

M N

11.

280sf

580sf

MAI NTENANCE SHOP

OF ROUGH CONCRETE.ANCHOR BOLTS WILL BE FUR-

CONFERENCE ROOM

I & C SHOP

1.

2230sf

ELECTRI CAL

LUNCHROOM

EQUI PMENT

750sf

1300sf

WALLS INDICATED THUS (

FRAME TYPE SHALL BE CONTINUOUS, SUPPORTING

THE WIDTH OF THE BUILDING,CONSISTING OF

) ON FLOOR PLAN S

REPRESENT 2 HOUR FIRE RATED PARTITIONS,

RAFTERS RIGIDLY CONNECTED TO VERTICAL PIN

WHICH SHALL SPAN FROM TOP OF FLOOR TO

BASED COLUMNS,BOTH SERVING AS SUPPORT FOR

UNDERSIDE OF ROOF, UNLESS OTHERWISE NOTED.

SECONDARY FRAMI NG FOR ROOF AND WALL COVER,

AND SUPPORT OF STRUCTURE. 2. NOTE:

508sf

DOCUMENTATION FOR ALL HIGH STRENGTH BOLTING.

CMUA). FOR CORESPONDING PARTITION DETAILS

INDICATE TOOLS/STORAGE

CONFIGURATION OF DIAGONAL BRACING SHALL BE

REFER TO DRAWING A-008.

AND I&C SHOP INTERIOR

SUBJECT TO REVIEW BY PURCHASER. BRACING

FOR GYPSUM BOARD/METAL STUD PARTITION CODES

ROOFS ARE DESIGNED WELDI NG

VENDOR SHALL PROVIDE MATERIAL CERTIFICATION

SIGNATED BY A PARTITION CODE (i.e., GYPA,

BATTERY ROOM

SIGNAGE REQUIRED TO

INTERIOR PARTITIONS SHOWN IN PLAN ARE DE-

AREA

REDUCE THE USEABLE SPACE IN ANY

ROOM.

FOR GYPSUM BOARD/METAL STUD PARTITION CODES

COMMUNI CATI ONS

276sf

SHALLNOT OBSTRUCTWI NDOWS,NORUNREASONABLY

FOLLOWED BY A STAR ( ),REFER TO DET.A008-1.

TELEPHONE/ TOOLS/ STORAGE

FOR LIVE LOAD OF 100psf.

360sf

FOLLOWED BY A TRIANGLE ( ),REFER TO DET. 1 / 2 T O N B R I D G E MANUAL HOI ST

B

12.

A008-2. FOR GYPSUM BOARD/METAL STUD PAR-

SELECTION OF BUILDING EXTERIOR AND INTERIOR

TITION CODES FOLLOWED BY AN ASTERISK ( ),

COLOR SCHEMES, FOR APPROVAL BY PURCHASER.

REFER TO DET.A008-3.FOR ALL OTHER GYPSUM

13.

EL.101’-0

C

SURFACE PREPARATION PER SSPC-SP6 AND 2-3

DETS.A008-4 & A008-5.

MILS DFT OXIDE PRIMER. IN ADDITION, ALL

WINDOWS, SIZES AS INDICATED IN PLAN AND EL-

MISCELLANEOUS STEEL INCLUDING HANDRAILS,

EVATION, SHALL BE FIXED TYPE, WITH DARK

STAIRS,TOEPLATES AND LADDERS SHALL RECEIVE

BRONZE ANODI ZED EXTRUDED ALUMI NUM HEADS,

3-5 MILS DFT POLYURETHANE FINISH COAT. ALL

JAMBS AND SILLS. 1

BE TWO SHEETS 1/4

T/ CONCRETE

PLATFORM AND STAIR GRATING SHALL BE

INSULATED GLAZING SHALL

HOT-DIPPED GALVANIZED AND FINISH COATED

TEMPERED SAFETY GLASS,

WITH 3-5 MILS DFT POLYURETHANE.

SOLAR BRONZE TINTED (EXTERIOR), CLEAR (IN-

EL.100’-6

TERIOR) WITH 1/2 4.

ALL STRUCTURAL STEEL SHALL RECEIVE SHOP

BOARD/METAL STUD PARTITIONS, REFER TO

T/ CONCRETE 3.

CONTRACTOR SHALL SUBMI T COLOR CHARTS FOR

AIR SPACE, UN LESS NOTED .

14.

ALL WALL AND ROOF OPENINGS SHALL BE FLASHED AND SEALED AS REQUIRED TO MAINTAIN THE

INSULATED METAL SIDING WALL PANELS SHALL BE

WEATHERTIGHTNESS, FIRE RATING AND HVAC

FORMED FROM 26GA.(MIN.) SHEET STEEL.

BARRIER OF THE CONSTRUCTION.

INSULATED METAL STANDING SEAM ROOF PANELS SHALL BE FORMED FROM 24GA.(MIN.) SHEET

15.

STRUCTURAL STEEL FRAMI NG MEMBERS OVER THE

ST E E L . SH E E T ST E E L FO R M E T A L PA N E L S A N D

ELECTRICAL EQUIPMENT ROOM 19 AND TELEPHONE/

ACCESSORIES SHALL BE G-90 HOT-DIPPED

COMMUNICATIONS ROOM 15 SHALL BE DESIGNED

GALVANIZED CONFORMING TO BOTH ASTM A525 AND

AND FURNISHED BY CONTRACTOR FOR CABLE TRAY

A446, GRADE A.

SUPPORT IN ACCORDANCE WITH SPECIFICATION

WALL AND ROOF PANELS SHALL HAVE A PROTECTIVE

B-4048, ATTACHMENT 7.

COATING EQUIVALENT TO A FACTORY APPLIED OVEN BAKED FINISH.EXTERIOR SURFACES SHALL HAVE

CONTROL/ADMINISTRATION BUILDING FLOOR PLAN - EL. 100’-6 0

(U.N.)

A TWO COAT SYSTEM CONSISTING OF 0.2 MILS OF

NORTH

REF ERENCE DRAWINGS

A CORROSIVE INHIBITIVE PRIMER AND 0.8 MILS OF FLUOROCARBON TOPCOAT. FINISH SHALL BE A

16

8

A-002

CONTROL/ADMIN. BUILDING ELEVATIONS

A-003

CONTROL/ADMIN. BUILDING FLOOR PLAN-SOUTH

DISPERSION COATING BASED ON 70% KYNAR 500.

GRAPHIC SCALE (feet)

INSULATED METAL WALLS AT UNFINISHED AREAS

(DESIGNATED

MS

IN ROOM F INISHING SCHED-

ULE, DWG. A-007) SHALL BE SUPPLIED W/10’

56’-0

1 ’-4

1 ’-4

A-004

C O N T R O L / A D M I N . B U IL D I N G F L O O R

A-005

BULK STORAGE AND SAMPLE PANEL BUILDINGS

HIGH LINER PANELS,FORMED FROM 26GA.SHEET

SURFACES OF METAL SIDING WALL AND STANDING

A-006

PANELS SHALL HAVE 0.2 MILS OF CORROSION IN-

STORAGE BUILDING/VEHICLE SHED FLOOR

PLAN AND ELEVATI ONS

SEAM ROOF PANELS AND BOTH SIDES OF LINER

B

PLAN- NORTH

FLOOR PLANS AND ELEVATIONS

STEEL,G-90 HOT-DIPPED GALVANIZED.INTERIOR

A-007

ROOM FINISHING SCHEDULE

A-008

INTERIOR PARTITION DETAILS

A-009

MASONRY SECTIONS AND DETAILS

A-010

MISCELLANEOUS SECTIONS AND DETAILS

A-011

DOOR AND HARDWARE SCHEDULE

HIBITIVE PRIMER AND A BACKER COAT.

METAL FLASHING, GUTTERS AND DOWNSPOUTS SHALL BE FORMED FROM THE SAME MATERIAL AND FINISHED IN THE SAME MANNER AS THE WALL AND

ROOF PANELS. METAL AND PREMOLDED NEOPRENE CLOSURES SHALL BE THE MANUFACTURERS STANDARD PRODUCT.

-012

SEALANTS AND SEALING TAPE SHALL BE THE MANU-

A-016

FACTURERSSTANDARDMATERI ALS.

DOOR HEAD AND JAMB DETAILS CONTROL/ADMINISTRATION PLUMBING PLAN -

SOUTH AREA

FASTENERS SHALL BE TYPE 305 STAINLESS STEEL

WITH CADMIUM PLATED FINISH AND COMBINATION

A-017

EXPOSED FASTENER HEADS AND WASHERS SHALL

A-018

HAVE A COLOR COATING TO MATCH EXTERIOR WA LL AND ROOF PANELS.

FIGURE B-19

CONTROL/ADMINISTRATION SANITARY DRAIN, WASTE & VENT DIAGRAM

FOR EXTERI OR

PREFINISHED SURFACE AGAINST CHIPPING,

A-020

CHALKING OR FADING. 1b) RESISTANCE TO EXCESSIVE COLOR CHANGE

SAMPLE PANEL BUILDING PLUMBING PLAN AND DI AGRAMS

CRACKING,CRAZING,BLISTERING,PEELING,


C O N T R O L / A D M I NI S T R A T IO N P O T A B L E W A T E R SUPPLY DI AGRAM

A-019

WARRANTIES SHALL BE PROVIDED AS FOLLOWS: 1a) S T A N D A R D 1 0 Y E A R W A R R A N T Y

CONTROL/ADMINISTRATION PLUMBING PLAN -

NORTH AREA

STAINLESS STEEL/NEOPRENE WASHERS.EXTERIOR

ES-27

RECEPTACLE AND COMMUNI CATI ON LAYOUT

E-301

CABLE TRAYS

ES-38

CABLE TRAYS - TYPICAL DETAILS

BASED ON NOT MORE THAN 5 NBS UNITS PER


ASTM D2244. (CONTINUED ABOVE, RIGHT)

D RA WI N G RELEA S E RECO RD REV .

DATE REL’D.

PR E P A R E D

RE V I EW E D


URP OS E

A PP RO V ED

REV .

DATE REL’D.

P RE P A RE D

2-08-2006

L. EIDUKAS

R EV IEW E D

S CA LE F I LM

U RP O S E

A PP RO V ED

1/8

TYPICAL

=1’-0

A A

ISSUED FOR PLANNING

P RO JECT

CONTROL/ADMINISTRATION

NUMBER

BUILDING FLOOR PLAN 11962-003

D RA W IN G N O .

8

7

6

5

4

3

A-001 S H EET

2

O

1

RI DGE E L .1 2 8 ’-1 1

RI DGE I NS UL AT E D ME T AL

E L .1 2 0 ’-6

S T ANDI NG S E AM ROOF F

E AVE

E AVE

E L .1 2 5 ’-6

E L .1 1 7 ’-1

http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria DOOR/

WI NDOW HE AD

DOOR HE AD E L .1 0 9 ’-0

E L .1 0 7 ’-6 I NS UL AT E D

GUT T E R & DOWNS P OUT ( T YP .)

53/68

R EV .

A

ME T AL S IDING COL UMN ROW A

T / F L OOR E L .1 0 0 ’-6

WI NDOW S I L L

5/20/2018


E L .1 0 3 ’-6 D-10

D- 0 1

D-53

24’-6

1’-4

24’-6

24’-6

24’-6

24’-6

24’-6

28’-0

28’-0

GRADE

1’-4

E L .1 0 0 ’-0 2 0 5 ’-8

9

8

7

6

5

4

3

2

1

WEST ELEVATION

E

RI DGE E L .1 2 8 ’-1 1 E AVE

OOR HE AD

E L .1 2 5 ’-6 H.P.SHED

E L .1 1 6 ’-6

E L .1 1 7 ’-1

I NS UL AT E D DOOR/

ME T AL S IDING

WI NDOW HE AD

COL UMN ROW 1

E AVE

E L .1 0 7 ’-6

E L .1 1 5 ’-0

CANOPY (TYP.)

T / F L OOR E L .1 0 0 ’-6

D-02

D-03

D-04

D-05 GRADE

E L .1 0 0 ’-0 D

81’-8

25’-0

B

A

RI DGE

C

SOUTH ELEVATION

E L .1 2 8 ’-1 1 E AVE

E L .1 2 5 ’-6

I NS UL AT E D ME T AL RI DGE

S T ANDI NG S E AM ROOF

H.P.SHED

E L .1 2 0 ’-6

E L .1 1 7 ’-1

E AVE E AVE

E L .1 1 7 ’-1

E L .1 1 5 ’-0

DOOR/

DOOR HE AD

WI NDOW HE AD

E L .1 0 8 ’-0

F RAME D OP E NING F OR CABL E TRAYS - SEE DWG. E-301

E L .1 0 7 ’-6

UNI NS UL AT E D ME T AL

B/HEAD EL. 112’-6

I NS UL AT E D

S T ANDI NG S E AM ROOF

T /SIL L E L .1 0 8 ’-9

ME T AL S IDING COL UMN ROW B WI NDOW S I L L

C

DOOR S IL L

C

E L .1 0 1 ’-0

T / F L OOR

E L .1 0 1 ’-0

E L .1 0 0 ’-6

D-06

8’-0

’-4

8’-0

4’-6

4’-6

4’-6

D-07

4’-6

4’-6

4’-6

GRADE

1’-4

E L .1 0 0 ’-0 2 0 5 ’-8

1

2

3

4

5

6

7

8

9

EAST ELEVATION

NOTES 1.

F OR GE NE RAL AND ARCHIT E CT URAL NOT E S S E E DRAWING A-001.

I NS UL AT E D

RI DGE

ME T AL S IDING

E L .1 2 8 ’-1 1

COL UMN ROW 3

H.P.SHED

E AVE

E L .1 1 7 ’-1

E L .1 2 5 ’-6 E AVE

E L .1 1 5 ’-0

RI DGE E L .1 2 0 ’-6

B

I NS UL AT E D

DOOR/

E AVE

ME T AL S IDING

WI NDOW HE AD

COL UMN

E L .1 0 7 ’-6

ROW

E L .1 1 7 ’-1

9

WI NDOW S I L L

DOOR HE AD

GUT T E R &

E L .1 0 3 ’-6

E L .1 0 9 ’-0

DOWNS P OUT ( T YP .) T / F L OOR

C

E L .1 0 0 ’-6

D-08

REFERENCE DRAWINGS

D-09

A-001

C O N T R O L / A D M I N I ST R A T I O N B U I L D I N G E L E VAT I ONS

GRADE

E L .1 0 0 ’-0

A-003

C O N T R O L / A D M I N I S T R A T IO N B U I L D I N G F L O O R PLAN - SOUTH AREA

5’-0

81’-8 A-004

FIGURE B-20 C

B


DATE REL’D.

PR E P AR E D

RE VI EW E D

APP RO VED

A-007

ROOM F INIS HING S CHE DUL E

A-011

DOOR AND HARDWARE S CHE DUL E


NORTH ELEVATION

DRAWI NG RE L E AS E RE CORD RE V.

C O N T R O L / A D M I N I S T R A T IO N B U I L D I N G F L O O R PLAN - NORTH AREA

A

DRAWI NG RE L E AS E RE CORD F IL M

URP OS E

RE V.

DATE REL’D.

P RE P A RE D

2-08-2006

L .E IDUKAS

R EV IEW E D

S CAL E

APP RO VED

1/8

F IL M

URP OS E

TYPICAL

=1’-0

A A

ISSUED FOR PLANNING

P ROJE CT

CONTROL/ADMINISTRATION

N U M BE R

BUILDING ELEVATIONS 11962-003

D RA W IN G N O .

8

7

6

5

4

3


R EV .

A-002

A S HE E T

2

1

54/68

5/20/2018


T ANK

6 36 36^

TYP F


R

=

-0

55/68

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2

5/20/2018

2

0’ O -3 L 3 T /1 C 6 IR C L E )

R

=

1

8

-

1

1

machinefoundation StructuralEngineeringDesign Criteria-slidepdf.com (N 5016.0)

T ANK

5 22-A.B.

1 E

E

M K-DW T R1

DEMIN.WATER TANK FOUNDATION SCALE:

1/8

=1’-0

DEF ERRAL:S UP ERS TRUCTURE DES I GN OF DEMI N.WATER TANK. SOIL UNIT WEIGHT FOR DESIGN = 120 PCF MAX.OVERTURNIN G MOMENT = 4202 KIP-FT (SEISMIC)

MAX.SLIDING FORCE = 307 KIPS (SEISMIC) MAX.BEARING PRESSURE = 2.0 KSF 4.5 KSF (NORMAL/OPERATING)

MAX.BEARING PRESSURE = 3.3 KSF 4.5 KSFX1.33 (SEISMIC) MIN.BEARING PRESSURE (EXTREME FIBER) = 0 KSF (SEISMIC)

T ANK

D

8

5

8

8^

8 8^

TY P

4 0 ’-0 I.D.(RE F) FOR SE CT .2 7 0 ’-0 I.D.(RE F) FOR SE CT .3

1/2

NOTES

4

WALL P L

EXP.JT.MATERIAL

1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH

( BY TANK VENDOR)

2

T/CONC.

X2

2. FOR GENERAL NOTES SEE S-002.

BOTTOM P L

CHAM F E R

E L .1 0 0 ’-6

10’-0

3. FOR EQUIPMENT ANCHOR BOLT DETAILS & SCHEDULE

1

(SEE NOTE 8)

H.P.F.S.

SPEC. B-4046.

6 SAND FILL

2

E L .1 0 0 ’-0

-

0

SEE

S-004.

4. FOR GROUNDING SEE E-002 SERIES DRAWINGS. 5. FOR ELECTRICAL DUCT RUNS IN THIS AREA SEE

1 X4

6. FOR UNDERGROUND PIPING SEE M-206, M-210,

CHAM F E R

C O M P A C T E DG R A N U L A R C

#4@12 TIES

BACKFILL (95% DRY DENSITY

(SETS OF 3)

PER ASTM D1557)

(B

6-#6(FOR SECT.2)

R

O

L

=

T

35

C

’-

3 5/

IR

8-#8(FOR SECT.3) EA.FACE (STAGGER

B/CONC.

E-101 SER IES DRAWINGS.

C

L

3

8

E

4

-

1

M-211, M-212, & M-213 SERIES DWGS.

7. FOR TYP.MAT FOUNDATION DETAILS SEE S-003. 8.

TOP OF CONCRETE RING WALL SHALL BE LEVEL WITHIN

1/8

IN ANY 30’-0

SECTION

OF

CI RCUMF ERENCE UNDER THE S HELL & THE OVERALL

)

LEVELNES S S HALL NOT VARY BY MORE THAN

LAP SPLICE)

1/4

F ROM AN ES TABLI S HED P LANE.

E L .9 4 ’-9 (SE CT .2 )

3

E L .9 3 ’-0 (SE CT .3 )

3

9.

THE F OLLOWI NG DES I GN S TANDARDS WERE US ED

(N 5006.0)

IN THE TANK FOUNDATION CALCULATIONS: T ANK

1 9 9 7 UBC WI TH S OUTHERN NEVADA AMENDMENTS

P ROOF ROLL EXP OS ED

ACI 318-99

S UBGRADE

AWWA D100-1996 STEEL TANK DESIGN IS BY SCHUFF STEEL.

2’-0

10.

SOIL REPORT USED IN TH E TANK FOUND ATION CALCULATIONS IS URS GEOTECHNICAL ENGR. REPORT FOR BIGHORN POWER PLANT(URS JOB

NO.48085-00 2

-169) DATED 05-30-2001. 44-A.B.

SECTION - 2

SOIL PROPERTIES USED IN TANK FOUNDATION

M K-S W T R1

C A L C U L A T I O NS W E R E A M M E N D E D B Y

SECTION - 3

AS NOTED INTHE

P ARAMETER

SCAL E : 1 /2 =1 ’-0

5

GEOTECHNICAL DESIGN

DOCUMENT I N S ARGENT & LUNDY

CALCULATION GD083001. ALLOWABLE SOIL PRESSURE FOR DESIGN IS 4.5 KSF. 11.

FIRE/SERVICE WATER & DEMIN.WATER TANK FDNS. SHALL REQUIRE SPECIAL INSPECTION REPORTS

1 E

B

S ARGENT & LUNDY

SUBMITTED TO THE BUILDING OFFICIAL IN

ACCORDANCE WI TH THE 1 9 9 7 UBC F OR EARTHWORK, CONCRETE, REI NF ORCI NG & ANCHOR BOLT P LACEMENT.

REFERENCE

FIRE/SERVICE WATER

TANK FOUNDATION SCALE:

1/8

DRAWINGS

FIRE WATER PUMPING SYS.FLO-PAK DWGS.

=1’-0

0123150

AP EX

P UMP I NG

EQUI P MENT

DEFERRAL:SUPERSTR UCTURE DESIGN OF FIRE/SERVICE WATER TANK. SCHUFF STEEL CO.DWGS. SOIL UNIT WEIGHT FOR DESIGN = 120 PCF

FIGURE B-22

MAX.OVERTURNING MOMENT = 16803 KIP-FT (SEISMIC)

SHT.100-112

MAX.SLIDING FORCE = 997 KIPS (SEISMIC)

SHT.200-209

MAX.BEARING PRESSURE = 2.5 KSF 4.5 KSF (NORMAL/OPERATING)

MAX.BEARING PRESSURE = 4.2 KSF 4.5 KSFX1.33 (SEISMIC)

FIRE/SERVICE WATER TANK 250,000 GAL.TANK OOWMOO1T


MIN.BEARING PRESSURE (EXTREME FIBER) = 0 KSF (SEISMIC)

ONLY - NOT FOR DESIGN FILE I.D. S131 1.DGN DRAWI NG RE L E AS E RE CORD RE V.

DATE REL’D.

P R EP A R ED

R E VIE W ED

DRAWI NG RE L E AS E RE CORD

AP PR OVE D

F IL M

URP OS E

RE V.

DATE REL’D.

P R E PA R E D

RE VIE W ED

S CAL E

AP P ROVE D

T YPICAL

AS NOTED

F IL M

URP OS E

A A

2-08-2006

L.EI DUKAS

ISSUED FOR PLANNING

P ROJE CT

TANK FOUNDATIONS

N U M BE R

11962-003

D RA W IN G N O .

R EV .

S-131

A S HE E T

F 8

7

L

6

I

J

K

5

H

4

3

F

G

E

2

C

D

1

B

A

F

503’-9

45’-5 1/2

45’-5 1/2

45’-5 1/2

45’-5 1/2

45’-5 1/2

45’-5 1/2

49’-2

45’-5 1/2

http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria L .c

L .b

45’-5 1/2

45’-5 1/2

45’-5 1/2

A .a

L.a

A .b

F.a

12’-0

12’-0

’-0

6 ’-0

24’-7

24’-7

2’-0

56/68 A .c

12’-0

TYPE- A

5.a

TYPE- A

TYPE- A

TYPE- B

TYPE- A

TYPE- B

TYPE- A

TYPE- A

TYPE-2

TYPE-2

TYPE- 1

5.a

TYPE- 1

5

5/20/2018


TYPE- H

TYPE- H1

TYPE-J

4.a

4.a

TYPE- A

TYPE- B

TYPE- B

TYPE- B

TYPE- D

TYPE- D

TYPE- B

TYPE- B

TYPE- B

TYPE- B

TYPE- A

TYPE- B

TYPE-J E

4

TYPE- G

TYPE- C

T Y PE-G

TYPE- G

T YP E-G

TYPE- E

TYPE- E

TYPE- G

TYPE- G

TYPE- G

TYPE- G

TYPE- B

TYPE- B

TYPE- C

TYPE-J1

3

MCC 1& 2

MCC 3 FDN. T/18 SLAB

(S-0 7 8 )

FOUNDATI ON

E L .1 0 0 ’-0

(S-0 7 8 )

W ATER W ASH

SEE SECT.7

SKID(S-081)

(S-0 7 7 )

TYPE- A

TYPE- B

T Y PE -F

TYPE- B

TYPE- D

T Y PE -F

1 EXP.JT.

PUMP

D

2

T Y PE -F

TYPE- B

TYPE- A

T Y PE -F

TYPE- A

PUMP

PUMP

(E

TYPE- D

TYPE-J2

(2-SIDES)

9739.0)

7

SU C T IO N & D ISC H .

(S-077)

7 (TYP)

(E

9746.5) AIR EJECTOR

FDN.(S-081) CONDENSATE PUM PS

(SEE TYPE- A

S-077)

TYPE- A

TYPE- A

TYPE- A

TYPE-2

TYPE- 1

TYPE- 1

TYPE- A

(E 9772.3073)

1 1.a

TYPE-2

1.a

TYPE- B

PIPE RACK FDN.

TYPE-3

(SEE

TYPE- 3A

D R A IN PO T FD N .

S-086)

SEE (S-077)

3’-5

13’-5 50’-0

C

L

A.1

AIR COOLED CONDENSER FOUNDATION PLAN

NOTES 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH

SPE C. B-4 0 4 6 .

2. FOR GENERAL NOTES SEE S-002. 3. FOR EQUIPMENT ANCHOR BOLT DETAILS & SCHEDULE

SE E S-0 0 4 .

4. FOR GROUNDING SEE E-002 SERIES DRAWINGS. 5. FOR ELECTRICAL DUCT RUNS IN THIS AREA SEE

E-101 SER IES DRAWINGS.

6. FOR UNDERGROUND PIPING SEE M-211 SHT.2,

M -2 1 2 SHT .3 , M -2 1 3 SHT S.1 & 6 .

B

7. FOR TYP.MAT FOUNDATION DETAILS SEE S-003. 8. FOR FOUNDATION TYPES SEE DETAILS S-076.

REFERENCE

DRAWINGS

HAMON DRY COOLI NG

DW G 101

A IR C O O L E D C O N D E N SE R FD N . L O A D IN G

FIGURE B-23 USE FOR ILLUSTRATION

ONLY - NOT FOR DESIGN F IL E I. D. s 075 1. dgn D R A WI N G R ELEA SE R EC O R D R EV .

DATE REL’D.

PR EPA R ED

D R A WI N G

A PPR O V E D

R EVIEWED

FI LM

U R PO SE

R EV .

DATE REL’D.

PR EPA R ED

REVIEWED

SC A LE

R ELEA SE R EC O R D

A PPR O V E D

FI LM

U R PO SE

1/ 16

TYP ICAL

= 1’ - 0

A A

2-08-2006

ISSUED FOR PLANNING

L . E ID U K A S

PR O J EC T

AIR COOLED CONDENSER

NUMBER

F OUNDAT I ON P L AN

11962-003

D R A WI N G N O .

8

7

6

5

4

3

S-075 SH EET

2

OF

1

FOOTING AND PIER SCHEDULE COL.ROW & FDN.

I MENSI ONS

REI NFORCI NG

FDN./COL. PIER

FOOTING

C

D /BASE PL

ELEV. F G

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H.P.CRUSHED STONE

E L .1 0 0 ’-0 A

K N I R S N O

T U O R G

THICK-

REQD. A

B

C

D

NESS

ELEV. B/ FOOTI NG

E

2

T/PIER EL.

DETAIL - R1

1

4

3 ’-0

3 ’-0

2

4

4 ’-0

4 ’-0

3 ’-0 4 ’-0

3 ’-0 4 ’-0

TOP REINF.

ELEV. B/

T/ GRADE

J

E L .9 9 ’-6

EQUIPMT. OR

H

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M

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2 ’-0

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# 6@ 9

# 6@ 9

#4@ 9

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VERTI CAL

TYPE

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AND SIZE OF BAR)

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6 ’-0

6 ’-0

6 ’-0

6 ’-0

1 ’-9

93’-0

100’-7

B

16

6 ’-0

6 ’-0

7 ’-0

7 ’-0

2 ’-0

93’-0

100’-7

6 ’-0

6 ’-0

’-0

7 ’-0

2 ’-0

93’-0

100’-7

1 ’-8 ’-8

1 ’-8 ’-8

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57/68

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#4@ 12

#4@ 12

# 8 @ 12

# 8 @1 2

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20-#8

#4@16

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1 ’-8

100’-6

#4@ 12

#4@ 12

#8@ 8

#8@ 8

R1

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2 ’-0

100’-6

#4@ 12

#4@ 12

#8@ 8

#8@ 8

R2

24-#9

#4@16

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1 ’-8

TIES(SEE SCHEDULE FOR SIZE AND SPACING)

8

K

(PIERREINF.ARRANGMT.)

(SEE SCH. FOR NO.

& FDN.

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VERT. BARS EQUALLY

SPACED AROUND PIER

COL.ROW

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http://slidepdf.com/reader/full/machine-foundation-structural-engineering-design-criteria 8 8

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FOOTI NG

NO. TYPE

TOP BAR(X)

C

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93’-0

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1 ’-8

1 ’-8

7 ’-0

7 ’-0

7 ’-0

7 ’-0

1 ’-9

93’-0

100’-7

’-0

’-0

’-0

7 ’-0

7’-0

2 ’-0

93’-0

100’-7

’-8

’-8

’-0

7 ’-0

1 ’-8

#8@ 8

#8@ 8

R1

20-#8

#4@16

100’-6

#4@ 8

#4@ 8

#8@ 8

#8@ 8

R2

24-#9

#4@16

100’-6

#4@ 12

#4@ 12

#8@ 8

#8@ 8

R1

20-#8

#4@16

R2

24-#9

#4@16

#4@ 8

100’-6

1 ’-8

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2 ’-0

’-8

1 ’-8


8 1/ 2

1’-2

4

E

BOTT.

BAR(Y)

DEEP

SHEARPOCKET

BOTT. OF FOOTING

BAR(Z)

G

8

7 ’-0

7 ’-0

8 ’-6

8 ’-6

2 ’-0

92’-0

100’-7

8 ’-0

1 ’-9

96’-0

2 ’-0

2 ’-0

2 ’-0

2 ’-0

100’-6

#6@ 12

#6@ 12

# 8@ 6

# 8@ 6

5 ’-6

1 ’-6

1 ’-6

3’ - 5 1/ 2

1 0 3 ’-1 1

#6@ 12

#6@ 12

# 6@ 1 2

# 6@ 1 2 S E C T - S 2

8 ’-0

1 ’-6

1 ’-6

4’-11

1 0 3 ’-1 1

#6@ 12

#6@ 12

#6@ 12

#6@ 12

8 ’-0

1 ’-6

1 ’-6

5’ - 11 1/ 4

1 0 3 ’-1 1

#6@ 12

#6@ 12

#6@ 12

#6@ 12

J

2

3 ’-0

8 ’-0

104’-0

5 ’-6

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1

3 ’-0

3 ’-0

9 ’-0

9 ’-0

1 ’-9

96’-0

104’-0

8 ’-0

J2

1

’-0

3 ’-0

’-0

9 ’-0

1 ’-9

96’-0

104’-0

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SEE

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SECTI ON PLAN

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SEE S ECT-S 2 SEE S ECT-S 2

32-#8

#6@10

44-#8

#6@10

44-#8

#6@10

DETAIL - R2

FOUNDATION TYPE - A, B, C, D, E, F, & G

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COL.ROW

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A.c

& FDN.

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D

(TYPE-H

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L.a

L.b 12’-0

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(TYP)

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8

PL ELEV.

BOTT/FTG. ELEV. AS PER

B

SCHEDULE

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T/ GRADE

5

8

& FDN.

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FOR SIZE AND

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VERT. BARS EQUALLY

E L .1 0 0 ’-0

SPACED AROUND PIER (SEE SCH. FOR NO.

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(TYP)

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2

AND SIZE OF BAR)

T/ GRADE

(TYP)

A

7

3

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(TYP)

FOUNDATION TYPE - 3 & 3A

S1

O R T

BOTT.

BOTT.

BAR(Y)

BAR(Z)

B

(2-REQUIRED) BOTT. OF FOOTING

SCALE: NONE

ELEV. AS PER SCHEDULE

M

M

TIES(SETS

SECTI ON- S1

OF 5)SEE SCH.

PLAN

FOR SIZE &

SPACI NG

2 ( VERT.BARS

S L

EQ.SPA.(SEE

REFERENCE

NOTES

SCH.FOR SIZE

(

DRAWINGS

& QUANTITY) 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH

SPE C. B-4 0 4 6 .

2. WORK THIS DRAWING WITH S-075.

SECTION-S2

3. FOR NOTES & REFERENCES SEE S-075.

FIGURE B-24

FOUNDATION TYPE - J, J1 & J2 O R T


SCALE: NONE

ONLY - NOT FOR DESIGN F IL E I. D. s 076 1. dgn D RA WI N G RELEA S E RECO RD REV .

DATE REL’D.

P R EP A R ED

R E V IE W ED


URP OS E

A P PR O V E D

REV .

DATE REL’D.

P R E PA R E D

RE V IE W ED

S CA LE F I LM

U RP O S E

A P P RO V E D

T Y P I CA L

NONE

A A

2-08-2006

ISSUED FOR PLANNING

L. EIDUKAS

P RO JECT


NUMBER

11962-0031

FOUNDATION DETAILS

D RA W IN G N O .

S-076

S H EET

F 8

7

6

5

4

3


2

OF

1

58/68

R EV .

A

5/20/2018


COMP RES S OR

S UP P ORT

F


59/68

5/20/2018


E

D

C

B

FIGURE B- 26

USE FOR ILLUSTRATION ONLY - NOT FOR DESIGN

FILE

D R A WI N G R ELEA SE R EC O R D R EV .

DATE REL’D.

PR EPA R ED

R E V IE W E D

A P PR O V E D

D R A WI N G FI LM

U R PO SE

R EV .

DATE REL’D.

R E V IE W E D

PR EPA R ED

I

D SK-1.DGN

SC A LE


AP P ROVE D

FI LM

U R PO SE

1/4 =1’-0

TYPICAL

A A

2 08 2006

L . E ID U K A S

ISSUED FOR PLANNING

PR O J EC T


NUMBER

11962-003

D R A WI N G N O .

SK

R EV .

1 A

SH EET

F 8

7

6

5

4

3

2

1

C OMP R E S S OR S UP P OR T

F


60/68

5/20/2018


E

D

C

B

FIGURE B-27


FILE

D RA W I N G RELEA S E RECO RD REV

DATE REL’D.

P R EP A R ED

R E V IE W E D

A P PR O V E D

F I LM

REV

DATE REL’D.

P R E PA R E D

R E V IE W E D

I

D

SC A LE

D RA W I N G RELEA S E RECO RD U RP O S E

AP P ROVE D

URPOSE

F I LM

1/4 =1’-0

TYPICAL

A 2-08-2006

ISSUED FOR PLANNING

L E ID U K A S

P RO J ECT

CO MBU STIO N TU RBIN E

NUMBER

11962-003

D RA W I N G N O

SK

REV

2 A

SH EET

F 8

7

6

5

4

3

2

1

F


61/68

5/20/2018


E

D

C

B

FIGURE B-28


FILE


DATE REL’D.

PR EPA R ED

R E V IE W E D

A P PR O V E D

D R A WI N G FI LM

U R PO SE

R EV .

DATE REL’D.

R E V IE W E D

PR EPA R ED

I

D

SC A LE


AP P ROVE D

FI LM

U R PO SE

1/4 =1’-0

TYPICAL

A A

2 08 2006

ISSUED FOR PLANNING

L . E ID U K A S

PR O J EC T

ST MA IN & A U X . TRA N SF.

NUMBER

11962-003

D R A WI N G N O .

SK

R EV .

3 A

SH EET

F 8

8

7

7

6

6

5

5

4

4

3

2

3

COMP RES S OR

2

1

1

S UP P ORT

F


F

62/68

5/20/2018


E

E

D

D

C

C

PLAN VIEW

B

B

FIGURE B-29


FILE

D R A WI N G R EV .

DATE REL’D.

PR EPA R ED

R E V IE W E D


AP P ROVE D

D R A WI N G FI LM

U R PO SE

R EV .

DATE REL’D.

R E V IE W E D

PR EPA R ED

I

D

SC A LE


AP P ROVE D

FI LM

U R PO SE

1/4 =1’-0

TYPICAL

STEAM

TURBINE/GENERATO R

A

A A

2 08 2006

ISSUED FOR PLANNING

L . E ID U K A S

PR O J EC T NUMBER

PLAN VIEW

11962-003

D R A WI N G NO .

SK

R EV .

4 A

SH EET

F 8

7

6

5

4

3

COMP RES S OR

2

1

S UP P ORT

F


63/68

5/20/2018


E

LONGITUDINAL SECTION

D

C

B

39. 9998

FIGURE B-30

END VIEW


FILE


DATE REL’D.

PR EPA R ED

R E V IE W E D

A P PR O V E D

D R A WI N G FI LM

U R PO SE

R EV .

DATE REL’D.

R E V IE W E D

PR EPA R ED

I

D

SC A LE


AP P ROVE D

FI LM

U R PO SE

TYP ICAL

1/4 =1’-0

A A

2 08 2006

L . E ID U K A S

ISSUED FOR PLANNING

PR O J EC T

STEAM

TURBINE/GENERATO R

NUMBER

SECTIONS

11962-003

D R A WI N G N O .

SK

R EV .

5 A

SH EET

F 8

7

6

5

4

3

2

1

F


64/68

5/20/2018


E

D

C

B

FIGURE B-31


FILE


DATE REL’D.

PR EPA R ED

R E V IE W E D

A P PR O V E D

D R A WI N G FI LM

U R PO SE

R EV .

DATE REL’D.

R E V IE W E D

PR EPA R ED

I

D

SC A LE


AP P ROVE D

FI LM

U R PO SE

1/4 =1’-0

TYPICAL

A A

2 08 2006

L . E ID U K A S

ISSUED FOR PLANNING

PR O J EC T

HEAT RECOVERY STEAM GEN

NUMBER

11962-003

D R A WI N G N O .

SK

R EV .

6 A

SH EET

F 8

8

7

7

6

6

5

5

4

4

3

3

2

2

1

1

C OMP R E S S OR S UP P OR T

F


F

65/68

5/20/2018


E

E

D

D

C

C

PLAN VIEW

B

B

FIGURE B-32


FILE

D RA W I N G RELEA S E RECO RD REV

DATE REL’D.

P R EP A R ED

R E V IE W E D

AP P ROVE D

REV

DATE REL’D.

P R E PA R E D

R E V IE W E D

I

D

SC A LE

D RA W I N G RELEA S E RECO RD F I LM

URPOSE

AP P ROVE D

F I LM

URPOSE

1/4 =1’-0

TYPICAL

A

A A

2-08-2006

ISSUED FOR PLANNING

L E ID U K A S

P RO J ECT

HEAT RECOVERY STEAM GEN

NUMBER

PLAN VIEW

11962-003

REV

D RA W I N G N O

SK

7 A

SH EET

F 8

7

6

5

4

3

2

1

8

7

6

5

4

3

2

1

F


F

66/68

5/20/2018


E

E

D

D

C

C

B

B

ELEVATION

FIGURE B-33


FILE

D R A WI N G R EV .

DATE REL’D.

PR EPA R ED

R E V IE W E D


AP P ROVE D

D R A WI N G FI LM

U R PO SE

R EV .

DATE REL’D.

R E V IE W E D

PR EPA R ED

I

D

SC A LE


AP P ROVE D

FI LM

U R PO SE

1/4 =1’-0

TYPICAL

A

A A

2 08 2006

L . E ID U K A S

ISSUED FOR PLANNING

HEAT RECOVERY STEAM GEN.

PR O J EC T NUMBER

11962-003

ELEVATION

D R A WI N G NO .

SK

R EV .

8 A

SH EET

F 8

7

6

5

4

3

2

1

F


67/68

5/20/2018


E

D

C

B

FIGURE B-34


FILE


DATE REL’D.

PR EPA R ED

R E V IE W E D

A P PR O V E D

D R A WI N G FI LM

U R PO SE

R EV .

DATE REL’D.

R E V IE W E D

PR EPA R ED

I

D

SC A LE


AP P ROVE D

FI LM

U R PO SE

1/4 =1’-0

TYPICAL

TANK

A A

2 08 2006

ISSUED FOR PLANNING

L . E ID U K A S

PR O J EC T NUMBER

11962-003

D R A WI N G N O .

SK

R EV .

9 A

SH EET

F 8

7

6

5

4

3


2

1

68/68

machine foundation Structural Engineering Design Criteria

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