rmp2g 0007 sp 001 structural design criteria rev a 20110412

8/11/2019 RMP2G 0007 SP 001 Structural Design Criteria Rev a 20110412

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PETRON BATAAN REFINERY

PROCESS INTEGRATION SERVICE FOR REFINERY MASTER PLAN 2 (RMP-2)

Job Number 04770H45

PROJECT DOCUMENT NUMBER

RMP2G_0007_SP_001

DOCUMENT TITLE: STRUCTURAL DESIGN CRITERIA 1 of 30

This document contains con fidential proprietary material belonging to Axens and Daelim Consortium which

may only be made available to personnel or organizations who have signed appropriate secrecy agreements.

Petron Bataan Refinery

Process Integration Service for Refinery MasterPlan 2 (RMP-2)

Structural Design Criteria

For Review A.R.Cortuna S.S.Chang I.S.Yoo K.M.Leem 12-Apr-2011 A

For Review A.R.Cortuna S.S.Chang I.S.Yoo K.M.Leem 24-Mar-2011 AA

Description Prepared Checked Approved Authorized Date Revision


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Table of contents

1 SCOPE................................................................................................................................. 4

2 CONFLICTS, DEVIATIONS AND CLARIFICATIONS................................................. 5

3 REFERENCES.................................................................................................................... 6

4 DEFINITIONS...................................................................................................................... 8

5 DESIGN LOADS ................................................................................................................. 9

6

LOAD COMBINATIONS .................................................................................................. 15

7 STRUCTURAL DESIGN .................................................................................................. 20

8 AUXILIARY STRUCTURES FOR OPERATION AND MAINTENANCE................. 28

9 PLANT BUILDING FOR OPERATION AND STORAGE.......................................... 29

10 BLAST RESISTANT BUILDINGS................................................................................. 30


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1 SCOPE

This document establishes the mandatory minimum requirements governing the structuraldesign of concrete and steel structures for Petron Bataan Refinery Master Plan-2(RMP-2) Project located at the existing Petron Bataan Refinery site, west shore of ManilaBay in Limay, Bataan, Philippines.

These structures include but are not limited to structures associated with elevated tanks,vessels, and piperacks. This document contains material, design loads, load combinations,and design basis as well as codes, standards and specifications. For items not covered in

this document, technical specification, code and standard specified herein shall befollowed.


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2 CONFLICTS, DEVIATIONS AND CLARIFICATIONS

Any conflicts between this standard and other applicable Company EngineeringStandards, Material Specifications, Standard Drawings, Engineering Procedures,Company Forms or Industry standards, specifications, Codes and forms shall be broughtto the attention of Company Representative by the Contractor for resolution.

Until the resolution is officially made by the Company Representative, the most stringentrequirement shall govern.

Where a licensor specification is more stringent than those of this standard, the Licensorsspecific requirement shall apply.

Where applicable Codes or Standards are not called by this standard or its requirementsare not clear, it shall be brought to attention of Company Representative by Contractor forresolution.

Direct all requests for deviations or clarifications in writing to the Company or itsRepresentative who shall follow internal Company procedure and provide final resolution.


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3 REFERENCES

The selection of material and the design of structures and facilities covered by thisstandard shall comply with the latest edition of the references listed below as of theCUT-OFF DATE as specified in the Contract unless otherwise noted.

Company References

GP 04-01-01 - Concrete Design and Construction

GP 04-01-02 - Structural Steel Design GP 04-01-03 - Design Loads for structures GP 04-01-04 - Surge Vibration Design Loads GP 04-02-01 - Auxiliary Structures for Operation and Maintenance GP 04-02-02 - Pipe Supports GP 04-03-01 - Plant Buildings for Operation and Storage GP 04-03-02 - Blast Resistant Buildings GP 04-03-03 - Shelters for Process Analyzers GP 04-03-04 - Special Category 3 Blast Resistant Buildings GP 04-06-01 - Reinforced Concrete Foundations, Anchor Bolts and Grout GP 04-06-01 - Supporting Structures and Foundations for Heavy Machinery GP 14-03-01 - Fireproofing

GP 18-07-01 - Welding Procedures GP 19-01-01 - Paint and Protective Coatings

Industry Codes and Standards

American Association of State Highway & Transportation Officials (AASHTO)

AASHTO HB16 - Standard Specifications for Highway Bridges

American Concrete Institute (ACI)

ACI 318/318R - Building Code Requirements for Structural Concrete andCommentary

ACI 349 - Code Requirements for Nuclear Safety Related Concrete Structures ACI 207.1R Mass Concrete

American Institute of Steel Construction (AISC)

AISC S335 - Specification for Structural Steel Buildings Allowable Stress Designand Plastic Design with Commentary

AISC M020L - LRFD Manual of Steel Construction AISC S335 - ASD Manual of Steel Construction


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AISC 335-89s1 - Supplement No. 1 to the Specification for Structural SteelBuildings, Allowable Stress Design and Plastic Design

AISC S342L - Load and Resistance Factor Design Specification for Structural SteelBuildings

American Society of Civil Engineers (ASCE)

ASCE 7 - Minimum Design Loads for Buildings and Other Structures"Wind Loads and Anchor Bolt Design for Petrochemical Facilities." 2002.

American Society for Testing and Materials (ASTM)

ASTM A 36/A 36M - Standard Specification for Carbon Structural Steel ASTM A 193/A 193M - Standard Specification for Alloy-Steel and Stainless Steel

Bolting Materials for High-Temperature Service ASTM A 194/A 194M - Standard Specification for Carbon and Alloy Steel Nuts for

Bolts for High Pressure or High Temperature Service, or Both ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs, 60 000 psi

Tensile Strength ASTM A 325 - Standard Specification for Structural Bolts, Steel, Heat Treated,

120/105 ksi Minimum Tensile Strength ASTM A 563 - Standard Specification for Carbon and Alloy Steel Nuts ASTM A 1011/A 1011M - Standard Specification for Steel, Sheet and Strip, Hot-

Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloywith Improved Formability

Local Codes and Standards

Local codes and standards may be substituted for the ones referenced herein providedthat the resultant design meets the safety and serviceability criteria attained throughthe references above and substitution is accepted by the authorities where the facilityis to be located and by Owners Engineer.


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4 DEFINITIONS

Definitions presented in this document have precedence over other definitions. Conflictsbetween various definitions shall be brought to the attention of Company Representativeby the Contractor for resolution.

Company : Petron Bataan Refinery.Company Representative : A designated person from the Company or an assigned

third party representative.Company Inspector : A designated person or an agency responsible for conducting

inspection activities on behalf of the Company.


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5 DESIGN LOADS

General

5.1.1 The following basic loads that shall be considered in the structural design include :

5.1.2 Dead Loads

5.1.3 Live loads

5.1.4 Operating loads including fluid, impact, piping restraint, surge vibration, thermal, andvibration loads

5.1.5 Maintenance loads including bundle pull loads

5.1.6 Environmental loads including earthquake, snow, ice, rain, and wind loads

5.1.7 Construction loads including erection forces and transportation loads

5.1.8 Basic loads shall be as defined in ASCE 7 except as clarified and supplementedbelow:

5.1.9 Live loads include personnel, portable machinery, tools, and equipment; material to betemporarily stored during maintenance, such as exchanger parts, pipe and fittings,valves; material normally stored during operation such as tool, maintenance equipment,catalyst, and chemicals.

5.1.10 Fluid loads are the gravity loads resulting from liquid, solids such as packing, catalystor inerts, or fluidized solid materials in equipment and piping during operation orhydrotest.

5.1.11 Piping restraint loads are forces on pipe anchors and guides resulting from thermalexpansion, surge, or internal pressure of the piping.

5.1.12 Impact loads are loads that account for the dynamic effects from moving equipmentsuch as traveling cranes, elevators, hoists, and vehicular traffic.

5.1.13 Bundle pull load is force resulting from the removal of a tube bundle from a heatexchanger.

5.1.14 Surge vibration loads are lateral inertia forces caused by the surging action of fluidizedsolids.

5.1.15 Construction loads are temporary loads caused by the erection and construction ofstructures and equipment, such as loading from guy rigging, shoring, etc.


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5.1.16 Transportation loads are inertial loads caused by the movement of structures andequipment from a fabrication site to the installation site.

5.1.17 Basic loads shall be determined according to the applicable codes and standards listedin Sections 5.1.1 and 5.1.2 as modified or supplemented herein.

5.1.18

Live Loads

5.1.19 Minimum live loads which shall be used to design structural elements andappurtenances shall be per ASCE 7 except as modified below:

Minimum Live Loads

Component Design Loaded Area Minimum Live Load

Floor Plate, Grating, and Slabs1. Walkways and Access Platforms 100 psf (4.8 kN/m2)

2. Platforms for Operating Storage orMaintenance Storage Loads

125 psf (6.0 kN/m2)

Floor Framing and Bracing

1. Walkways and Access Platforms

60 psf (2.9 kN/m2) or a

Moving ConcentratedLoad of 1000 lb (4.4kN)


125 psf (6.0 kN/m2)

Columns and Brackets

1. Walkways and Access Platforms

60 psf (2.9 kN/m2) or aMoving ConcentratedLoad of 1000 lb (4.4kN)


125 psf (6.0 kN/m2)

Roofs (Sloped or Flat) -- 20 psf (1.0 kN/m2)

Control Room, HVAC Room, ElectricalPanel Room, Battery Room

-- 100 psf (4.8 kN/m2)

Note (1): May be reduced based on influence area per ASCE-7.


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Process Loads

5.1.30 The operating contents of vessels including liquid, catalyst, inert balls, packing, etc.shall be treated as Fluid loads per ASCE 7 and shall be based on the maximum levelthat may occur during operation.

5.1.31 Vibration loads shall be based on process design or equipment specifications, ormanufacturer data, whichever is governing. They shall be considered as live loads inthe selection of load factors or safety factors in the applicable load combinations.

5.1.32 Surge forces vibration loads for support structures and vessels for fluid-solids shall beper GP 04-01-04. Load factors and combinations shall be subject to Owner's approval.

5.1.33 Impact loads for hoist and equipment handling facilities shall be as follows:

5.1.34 Impact load shall be considered a variable load, similar to live load in the selection ofload factors, safety factors, and load reduction factors in the applicable loadcombinations.

5.1.35 Vertical, lateral, and longitudinal impact loads on the supports for moving bridge cranes,trolleys and davits, and monorail cranes shall be per ASCE 7 or the AISC specification,as applicable.

5.1.36 Davits (exclusive of manhole davits) shall be designed for the weight (mass) of theheaviest piece of equipment that they may be required to lift, plus the weight of riggingequipment, plus the impact load, but not less than a total load of 1000 lb (4.4 kN).Design shall be based on use of a single sheave pulley block. All davits shall belegibly marked with the safe working load (SWL).

5.1.37 Impact loads for other moving equipment shall be determined in conjunction with theequipment manufacturer.

5.1.38 Thermal loads shall be considered for support structures, foundations, and elements

thereof based on the effects of differential temperature, and shall reflect the following:

5.1.39 Thermal loads shall be considered as a self-straining force per ASCE 7 in the selectionof load factors or safety factors in the applicable load combinations.

5.1.40 Thermal effects shall be based on the difference between ambient or equipmentdesign temperature and the installed temperature, whichever is more severe.


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5.1.41 Forces due to sliding friction shall be considered as a self-straining force per ASCE 7and shall be based on the following coefficients of static friction:

5.1.42 Teflon on Teflon: 0.10

5.1.43 Steel on Steel: 0.40

5.1.44 Steel on Concrete: 0.45

5.1.45 Concrete on Soil: 0.50

5.1.46 The coefficient of static friction for use on proprietary sliding surfaces and coatingsshall be per the manufacturer's specification and is subject to Owner's approval.

5.1.47 Pipe anchor and guide loads produced from thermal movement, internal pressure, andsurge shall be considered as a self-straining force per ASCE 7 for determiningapplicable load combinations and allowable stresses or load factors, as appropriate.

5.1.48

Maintenance Loads

5.1.49 Bundle pull loads shall be considered for structures and foundations supporting heatexchangers subjected to bundle pulling during maintenance based on the following:

5.1.50 Bundle pull load shall be a longitudinal force equal to 100 percent of the tube bundleweight, but not less than 2000 lb (8.9 kN), applied at the centroid of the tube bundle.

5.1.51 Bundle pull load shall be considered as a live load.

5.1.52 Bundle pull force (shear) shall be assumed transmitted by only one (either) shellsupport, unless specified otherwise.

5.1.53

Construction Loads

5.1.54 Construction loads shall be determined in conjunction with the erection contractor andequipment manufacturer

5.1.55 Transportation loads for structures and equipment shall be as follows:

5.1.56 Transportation loads for sea going transport shall be based on the most extremeconditions from a minimum 10-year seasonal storm for the worst part of the route. Roll,pitch, and heave motion response of the barge/ship shall be developed in conjunction


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with the transportation contractor.

5.1.57 Transportation loads shall be considered as a variable load per ASCE 7 for theselection of load factors or safety factors in the applicable load combinations.

5.1.58

Other Loads

5.1.59 Vehicular loads shall be determined as follows:

5.1.60 For tired-vehicles (moving equipment) that operate on paved areas according to theAASHTO specification.

5.1.61 For railway equipment that operates on tracks-according to the applicable industrystandards.

5.1.62 Hydrostatic Loads and Buoyancy shall be considered when a structure or equipmentextends below water level, either temporarily or long-term as follows:

5.1.63 Structure or equipment shall be considered as empty when evaluating impact ofbuoyancy.

5.1.64 Water table level shall be assumed to be at grade unless otherwise approved by theOwner's Engineer.

5.1.65 Treatment of external hydrostatic pressure and buoyancy loads shall be the same asground water load in ASCE 7.


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6 LOAD COMBINATIONS

Loading conditions for buildings, structures, equipment, and foundations shall beaccording to ASCE 7, qualified local/national codes, and standards plus the loadcombinations shown in Table 2.

Applicable Loads for Loading Conditions

LoadsErection Testing Empty

(Shutdown)

Operation

NormalAbnormal

(Upset)

Dead (Fixed) Loads

Dead Load of Structure X X X X X

plus fireproofing X X X X

Dead Load of Equipment X X X X X

plus internals, insulation X X X X

Dead Load of Piping plus insulation X X X X

Construction Loads

Forces caused by erection X

Live (Moveable) Loads

Platform and walkway loads X X X X

Material storage X X X X

Process Loads

Normal fluid loads X

Shutdown fluid loads X

Thermal forces X X

Vibrating equipment forces X X

Impact forces X X

Normal surge forces X(4)

Abnormal surge forces X(4)


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Maintenance Loads

Test fluid loads X

Bundle pull force X(3)

Environmental Loads

Snow, ice or rain X X X X X

Earthquake (1) X X

Wind, 3 second gust (1)80% of full

wind

X(2)X X X(2)

Notes:

(1) Wind and Earthquake are not considered to act simultaneously.(2) 1/3 full wind load or wind at 20 m/s, whichever is greater.(3) Bundle Pull shall not be combined with Wind or Earthquake.(4) Normal and abnormal surge loads shall be treated as variable loads. Load factors andcombinations shall be subject to Owner's approval.

Design should be based on the load combination causing the most unfavorable effect.When excluding loads other than dead loads results in a more critical loading condition,then such exclusion shall be considered. Loads Factors and load combinations belowshall be used for design of all structures and buildings:


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For Allowable Stress Design (Unfactored Combination)

Case Load Combinations

Erection DLS+ EQEP+ CL+ 0.8WL

NormalOperation

Normal DLSF+ EQOP+ PLOP+ LL + FF+ TF+ AF

Wind DLSF+ EQOP+ PLOP+ 0.75LL + FF+ TF+ AF + 0.75WL

Earthquake DLSF+ EQOP+ PLOP+ 0.75LL + FF+ TF+ AF + 0.75(0.7EL)

AbnormalOepration

Abnormal (DLSF+ EQOP+ PLOP+ LL + FF+ TF+ SF) /1.2

Wind (DLSF+ EQOP+ PLOP+ 0.75LL + FF+ TF+ SF+ 0.75WL) / 1.2

EmptyShutdown

Bundle DLSF+ EQEP+ PLEP+ LL + BF

Wind DLSF+ EQEP+ PLEP+ 0.75LL + 0.75WL

Earthquake DLSF+ EQEP+ PLEP+ 0.75LL + 0.75(0.7EL)

Test

Normal (DLSF+ EQTL+ PLTL+ LL) / 1.2

Wind (Note1) [DLSF+ EQTL+ PLTL+ 0.75LL + 0.75(WL/3)] / 1.2

DLS : Dead Load of StructrureDLSF : Dead Load of Structure plus fireproofingEQEP : Equipment Empty WeightEQOP : Equipment Operating WeightEQTL : Equipment Test Weight (If equipment test is done at shop, it can be ignored.)PLEP : Piping Empty Weight (Note2)PLOP : Piping Operating WeightPLTL : Piping Test WeightCL : Construction LoadLL : Live LoadFF : Friction ForceTF : Thermal ForceAF : Anchor ForceSF : Surge ForceBF : Bundle ForceWL : Wind LoadEL : Earthquake Load

Notes(1) (WL/3) shall be1/3 full wind load or wind at 20m/s, whichever is greater.(2) 0.6 PLOP is used as a good approximation of the empty pipe.


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For Strength Design (Factored Combination)

Case Load Combinations

Erection 0.9(DLS+ EQEP+ CL) + 1.6(0.8WL)

NormalOperation

Normal1.4(DLSF+ EQOP+ PLOP+ FF+ TF+ AF)

1.2(DLSF+ EQOP+ PLOP+ FF+ TF+ AF) + 1.6LL

Wind 1.2(DLSF+ EQOP+ PLOP + FF+ TF+ AF) + LL + 1.6WL

Earthquake 1.2(DLSF+ EQOP+ PLOP+ FF+ TF+ AF ) + LL + EL

AbnormalOepration

Abnormal [1.2(DLSF+ EQOP+ PLOP+ FF+ TF+ SF) + 1.6LL] / 1.2

Wind [1.2(DLSF+ EQOP+ PLOP+ FF+ TF+ SF) + LL+ 1.6WL] / 1.2

EmptyShutdown

Bundle 1.2(DLSF+ EQEP+ PLEP) + 1.6LL + 1.6BF

Wind 0.9(DLSF+ EQEP+ PLEP+ LL) + 1.6WL

Earthquake 0.9(DLSF+ EQEP+ PLEP+ LL) + EL

Test

Normal [1.2(DLSF+ EQTL+ PLTL) + 1.6LL] / 1.2

Wind (Note1) [1.2(DLSF+ EQTL+ PLTL) + LL + 1.6(WL/3)] / 1.2

DLS : Dead Load of StructrureDLSF : Dead Load of Structure plus fireproofingEQEP : Equipment Empty WeightEQOP : Equipment Operating WeightEQTL : Equipment Test Weight (If equipment test is done at shop, it can be ignored.)PLEP : Piping Empty Weight (Note2)PLOP : Piping Operating WeightPLTL : Piping Test WeightCL : Construction LoadLL : Live Load

FF : Friction ForceTF : Thermal ForceAF : Anchor ForceSF : Surge ForceBF : Bundle ForceWL : Wind LoadEL : Earthquake Load

Notes(1) (WL/3) shall be1/3 full wind load or wind at 20m/s, whichever is greater.(2) 0.6 PLOP is used as a good approximation of the empty pipe.


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For modifications or additions to existing structures, reduced load factors or higherallowable stresses may be used with the approval of the Owner.


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7 STRUCTURAL DESIGN

Steel

7.1.1 Material

7.1.2 Structural steel shall be of grades 36, 50, dual certified, and/or equivalent materials.Grade substitutions shall not be made without approval from the Owner's Engineer.Structural steel for roll shape and plate shall be in accordance with ASTM A36/A36M,ASTM A992/A992M, JIS SM490YA, JIS SM490A, JIS SS400, KS SS400 or equivalent.

7.1.3 Special materials, coating protection or increased material thickness shall be usedwhere structural elements are subject to severe corrosion or wear. Corrosionprotection shall be in accordance with GP 19-01-01, except that galvanizing isacceptable for both Category I and II exposures.

7.1.4 All field connections to coated or galvanized structural steel shall be bolted. However,field welding may be allowed with approval from the Owner's Engineer.

7.1.5 Where connecting dissimilar metals will cause galvanic corrosion, a suitable insulationmaterial shall be provided between the metals.

7.1.6 Use of high-strength and micro-alloy steel for structures at service temperatures lessthan 32 F (0 C) shall be approved by Owner.

7.1.7 Only galvanized fasteners shall be used to connect galvanized structural members.

7.1.8 Coated fasteners shall be used for painted structural members.

7.1.9 Where structural members, having a thickness > 1/2 in. (12 mm), are subjected totensile stresses from dynamic or impact operating loads, the material impact propertyrequirements shall be reviewed and approved by the Owner's Engineer, when theminimum service temperature can reach below 0 F (-18 C).

7.1.10 High strength bolt material shall be ASTM A325/A325M Type-1 or ASTM A490/A490MType-1, painted or galvanized. Washer material shall be ASTM F436/F436M. HeavyHex Nut material shall be ASTM A563 Grade DH or ASTM A563M Grade 10s.

7.1.11 Common bolt material shall be ASTM A307/A307M Grade A, painted or galvanized.Washer material shall be ASTM F436/F436M. Heavy Hex Nut material shall be ASTMA563/A563M Grade A.

7.1.12Anchor Bolt shall be referred to Section 7.3.1 in this specification.


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7.1.13 Design

7.1.14 Certain structures are subject to sustained vibration or stress reversal caused byoperating equipment. The plastic design method shall not be used in the design ofsuch structures, unless approved by the Owner's Engineer.

7.1.15 For structural elements subject to prolonged exposure to heat above 200 F (93 C),allowable design stress shall be reduced in proportion to reductions in yield strength ofthe steel at the design temperature. The modulus of elasticity shall also be reduced toaccount for the effect of elevated temperature.

7.1.16 Bolts shall be designed on the basis that the threads will be included in the shear plane.That is, type N bolts per AISC shall be used for bearing connections.

7.1.17 Pipe Supports shall be designed for piping loads resulting from changes in linetemperature due to normal and abnormal conditions.

7.1.18 Top of concrete piers for pipe supports shall be a minimum of 8 in. (200 mm) abovefinished grade or high point of paving.

7.1.19 Piping anchor structures (or supports) shall be designed for the forces developedunder normal and abnormal conditions. The design of structures anchoring more thanone line shall accommodate the most stringent combination of forces due to abnormalconditions on the following basis:

7.1.20

Total No. of Lines resisted by the structurethat could have abnormal conditions

Percent of lines underabnormal conditions to beused in design (1)

1 100%

2-4 50%

Over 4 25%

Note (1): Round up fractions of lines to the next whole number of lines.Generally select largest lines, providing thrust loads are in the samedirection.

7.1.21 Longitudinal struts and bracing members shall be designed to resist the cumulativefriction forces from piping thermal growth, equal to 2.5 percent of the total pipe weightplus the load from any pipe anchors. For the purpose of design of individual pipingsupports, longitudinal forces due to thermal growth shall be equal to 7.5 percent of theweight of the supported pipe and are additive to piping anchor forces.


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7.1.22 The minimum vertical clearances between finished grade, paving or top of floor plate,and the bottom of the piping, insulation or support beam (whichever controls) areshown below:

7.1.23 Minimum Vertical Clearances

Location

Minimum Clearance, See Note 1

Ft mm

a. Above major roads open to unrestricted traffic (such asperiphery of process unit area limits) 20 6100

b. Within process unit areas:Above internal roadways provided for access of maintenanceand fire fighting equipment

16 4880

Under pipeways where access is:1. Required for vehicular equipment2. Required only for portable (temporary service

equipment)

1210

36603050

c. Above walkways and elevated platforms 6 ft 9 in 2060

d. Under any low level piping in paved or unpaved areas 1 ft (1) 305

Note (1): Measured to bottom of pipe disregarding flanges and insulation.

7.1.24A fireproofed "catch" beam shall be installed beneath the piping containing flammablematerial where such piping is hung by rods or spring type supports from a fireproofedpipe support cross beam.

7.1.25 Fabrication

7.1.26 For structural members with full penetration corner or T-joints between plates boththicker than 3/4 in. (18 mm), procedures to minimize the risk of lamellar tearing shall beprovided for approval by the Owner's Engineer.

7.1.27 Fabrication requiring welding of structural steel shall be in accordance with WeldingProcedures GP 18-07-01.

7.1.28 Closed structural shapes, such as tubes, pipes and box members, are not permittedunless otherwise approved by the Owner's Engineer. When such shapes are approvedfor use, special precautions to prevent internal corrosion shall be taken.


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7.1.29 Selection and application of exterior paint and protective coating systems for structuresshall be in accordance with Paint and Protective Coating GP 19-01-01.

7.1.30 Fireproofing of structural support members installation shall be in accordance withFireproofing GP 14-03-01.

Concrete

7.1.31 Material

7.1.32 Concrete shall be per RMP2G-0006-SP-002 Civil Design Criteria

7.1.33All reinforcing bars shall be as per RMP2G-0006-SP-002 Civil Design Criteria.

7.1.34 Concrete cover for cast-in-situ shall be referred to RMP2G-0006-SP-002 Civil DesignCriteria.

7.1.35 Design

7.1.36 Concrete design shall be as per RMP2G-0006-SP-002 Civil Design Criteria.

7.1.37 Safety factor flotation shall be as per RMP2G-0006-SP-002 Civil Design Criteria.

7.1.38 Construction

7.1.39 Concrete construction shall be per ACI 301 and ACI 318M/318RM.

7.1.40

Foundation

7.1.41 Material

Foundations shall be of reinforced concrete with a 28-day compressive strength of notless than 3000 psi.

Concrete and steel reinforcement materials shall be per ACI 318/318R.

Anchor bolt materials shall be as follows:

Material for carbon steel anchor bolts shall be per ASTM A36/A36M or ASTM A 307,unless otherwise specified. The nuts for carbon steel anchor bolts and headed bolts shallbe per ASTM A 563, Grade A, heavy hex. ASTM A 36/A 36M or ASTM A 307 anchorbolts can be hot dip galvanized.


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Material for alloy steel anchor bolts shall be per ASTM A 354, Grade BC, unless otherwisespecified. The nuts for A354 bolts shall be per ASTM A 563, Grade DH, heavy hex.ASTM A 354 Grade BC anchor bolts can be hot dip galvanized.

When anchor bolts will be subjected to elevated temperatures significantly above normalatmospheric temperatures, the alloy bolting material shall be per ASTM A 193/A 193M,Grade B7, and the nuts shall be per ASTM A 194/A 194M, Grade 2H, heavy hex. ASTMA 193/A 193M Grade B7 anchor bolts cannot be hot dip galvanized.

Anchor bolts for heavy machinery that are pre-tensioned shall conform to ASTM A 193/A193M, Grade B7, unless otherwise specified.

Grout for the base of static structures, vessels and equipment shall be cementitious typecomprised of 1 part water to 2 parts sand with minimum amount of ware to produce aworkable mix.

7.1.42 Design

7.1.43 Footings

7.1.44 Footing design shall be as per RMP2G-0006-SP-002 Civil Design Criteria.

7.1.45 Piers and Pedestals

7.1.46 Pedestals are supports having a ratio of height to least width dimension of not morethan three (3). Piers are supports with a ratio of height to least width dimension ofthree (3) or more.

7.1.47 The top of concrete shall be a minimum of 8 in. (200 mm) above finished grade or highpoint of paving for foundations under the following equipment:

7.1.48 Steel column bases of open structural framing

7.1.49 Pipe supports

7.1.50 Pumps, fans, compressors, and legs or skirts of towers, drums, and exchangers

7.1.51 Piers under base plates and pedestals supporting vessels with skirts shall extend 11/2in. (38 mm) minimum beyond the base plates, or skirt base rings and lugs, in alldirections.


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7.1.52 Piers and pedestals shall be reinforced to resist thermal stresses due to expansion ofbase plates, soleplates, rails, skirt base rings and lugs, anchor bolts, and concrete. Asa minimum, vertical reinforcing shall be tied as follows:

7.1.53 In piers, vertical reinforcing shall be enclosed in lateral ties per ACI 318/318Rrequirements for tie reinforcement for compression members.

7.1.54 In pedestals, vertical reinforcing shall be enclosed by closed ties meeting the size andspacing requirements per ACI 318/318R for tie reinforcement for compressionmembers.

7.1.55 The spacing between the top two ties in piers and pedestals shall not be more than 4in. (100 mm).

7.1.56 Concrete in piers and pedestals, and grout shall not extend above the bottom face ofbase plates, soleplates, rails, skirt base rings and lugs.

7.1.57 Pedestals for vessels with skirts shall have the area within the skirt sloped for drainageand a suitable embedded pipe or opening in the grout for discharge to the pavementoutside the skirt.

7.1.58Anchor Bolts

Anchor bolts shall be sized using allowable stresses given in the AISC S335 except asfollows:

Anchor bolts that have not been galvanized or coated with inorganic zinc or fluorocarbonshall have their diameters increased by 1/8 in. (3 mm) as a corrosion allowance.

Anchor bolts shall be developed as ductile connections with all anchor loads transferred toreinforcing steel per ACI 318/318R for hooked bolts, or be designed per ACI 349Appendix B for bolts with an anchor head, nut, plate, or similar device.

Anchor bolts shall be set by using templates placed at the approximate elevation of baseplate or equipment bases or frames. Anchor bolts shall be carefully plumbed andchecked for location and elevation. They shall be held in position rigidly to preventdisplacement while concrete is being placed.

Threads on anchor bolts shall be protected at all times against damage and corrosion.Minimum protection shall be provided by greasing and wrapping of the threads.

Expansion type anchors shall not be used to attach rotating equipment to existingconcrete and in any other application where the anchor bolts will be subjected to vibratoryloads.


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Grout

Grout for static structures and equipment shall be field or factory prepared cementitioustypes as follows:

Field-prepared cementitious grout shall be as follows:

Air-entrainment shall be kept to a minimum.

Mixing time shall not exceed 5 minutes.

Non-shrink grout shall be per the manufacturer's specification. Non-shrink grout shall beused for tall vessels and towers.

Grout material storage before use shall be as follows:

Materials shall be stored in a dry weatherproof area.

Material stored outside shall be placed on pallets off the ground surface and completelycovered with adequate weatherproof covering.

Surface preparation for grouting shall include the removal of all laitance and debris, lightchipping of concrete, and wetting surfaces before placing grout.

Forms for grout shall be thoroughly braced and be tight.

Grout shall extend not extend less than 2 in. (50 mm) or more than 4 in. (100 mm) beyondbase plate edges.

Shims and wedges used as temporary supports for structural components and equipmentshall be removed after grout cures and the pockets filled with similar grout.

Grout for major equipment shall not be poured until after alignment are checked andmixing and pouring procedures are verified. Curing for field-prepared grout shall be atleast 7 days and according to manufacturer's specification for factory-prepared non-shrinkcementitious grout.

Design and testing of supporting structures and foundations for heavy machinery shall bein accordance with Supporting Structures and Foundations for Heavy Machinery GP 04-06-02.


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Design Drawings

7.1.59 Specifications for the materials of construction of all structural elements shall beindicated on the design drawings.

7.1.60All "slip-critical" joints shall be clearly identified on the design and erection drawings.

7.1.61All steel grades shall be identified on the drawings.


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8 AUXILIARY STRUCTURES FOR OPERATION AND MAINTENANCE

Use, design, and layout of auxiliary structures and facilities provided for access andmaintenance of plant equipment shall be in accordance with Auxiliary Structures forOperation and Maintenance GP 04-02-01.


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9 PLANT BUILDING FOR OPERATION AND STORAGE

Materials, design, and erection of buildings and shelters for processing plants, buildingbuildings housing process or manufacturing equipment, control or service rooms, in-plantsample laboratories, in-plant sanitary facilities, power station equipment, and materialreceiving, handling and storage facilities shall be in accordance with Plant Building forOperation and Storage GP 04-03-01.


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10 BLAST RESISTANT BUILDINGS

Design of blast resistant buildings shall be in accordance with Blast resistant BuildingsGP 04-03-02 and Special Category 3 Blast Resistant Buildings GP 04-03-04.

rmp2g 0007 sp 001 structural design criteria rev a 20110412

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