Pip Stc01015

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IFC Issued for Construction

Feb 26, 2014

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Ryckman Creek Resources Specification Adaptation A6RF-000-15-SP-001

NRU Restoration Project Date: 20 Feb 2014

Fluor Contract No. A6RF Page 2 of 13

Revision 0

STRUCTURAL DESIGN CRITERIA

A6RF-000-15-SP-001_Rev0.doc Structural Engineering

Record of Revisions

Rev. No. Date Description

0 20Feb2014 Issue for Construction

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1 INTRODUCTION

1.1. Purpose

This document serves as a cover sheet for Process Industry Practice (PIP) STC01015 Structural Design

Criteria with applicable additions, deletions, modifications, and clarifications listed with associated

addendum.

1.2. Scope

This document, along with PIP STC01015, provides general guidance and minimum requirements for

structural design. More specific and comprehensive criteria may need to be developed for specific project

needs.

2 ADDENDUM

The following requirements are defined as additions, deletions, and revisions to PIP STC01015

Section Description

Section 1.2 ScopeReplace:

PIP ARC01015, PIP ARC01016, PIP CVC01015, PIP CVC01017,and PIP CVC01018

With:

project specifications 000.220.ARC01015, 000.220.ARC01016, 000.210.CVC01015,

000.210.CVC01017,and 000.210.CVC01018

Section 2.1 Replace Process Industry Practices (PIP)

With Project Specifications & Process Industry Practices (PIP)Replace Process Industry Practices (PIP) with:

000.220.ARC01015 Architectural and Building Utilities Design Criteria

000.220.ARC01016 Building Data Sheets

000.210.CVC01015 Civil Design Criteria

000.210.CVC01017 Plant Site Data Sheet

000.210.CVC01018 Project Data Sheet

PIP PCCWE001 Weighing Systems Criteria

PIP PCEWE001 Weighing Systems Guidelines

PIP REIE686/API 686 Recommended Practices for Machinery Installation and

Installation Design

000.215.STC01018 Blast Resistant Building Design Criteria

000.215.STE05121 Anchor Bolt Design Guide 000.215.STE03360 Heat Exchanger and Horizontal Vessel Foundation Design

Guide

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Section Description

A6RF-000-15-SP-012 Application of ACI 336.1-01, Specification for the

Construction of Drilled Piers

Section 2.2 Industry Codes and StandardsAdd: American Concrete Institute (ACI)

ACI 301 Specification for Structural Concrete

Add: American Institute of Steel Construction (AISC)

AISC 341 Seismic Provisions for Structural Steel Buildings, includingSupplement No. 1

AISC 360 Specification for Structural Steel Buildings

Delete: American Institute of Steel Construction (AISC)

AISC Steel Construction Manual Allowable Stress Design (ASD) and Load

Resistance Factor Design (LRFD)

Specification for Structural Joints Using ASTM A325 or A490 Bolts

Replace: American Society of Civil Engineers (ASCE)

ASCE/SEI 7-05 Minimum Design Loads for Buildings and Other Structures

with

ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures

Add: ASTM International (ASTM) ASTM A53/A53M Standard Specification for Pipe, Steel, Black and Hot-Dipped,

Zinc-Coated, Welded and Seamless

ASTM A123/A123M Standard Specification for Zinc (Hot-Dip) on Iron and

Steel Hardware

ASTM A153/A153M Standard Specification for Zinc (Hot-Dip) on Iron and

Steel Hardware

ASTM A500/A500M Standard Specification for Cold-Formed Welded and

Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A563 Rev A Standard Specification for Carbons and Alloy Steel Nuts

ASTM A572/A572M Standard Specification for High-Strength Low-Alloy

Columbrium-Vanadium Structural Steel

ASTM A786/A786M Standard Specification for Hot-Rolled Carbon, Low-Alloy,

High-Strength Low-Alloy, and Alloy Steel Floor Plates ASTM A1011/A1011M Standard Specification for Steel, Sheet and Strip, Hot-

Rolled, Carbon, Structural, High-Strength Low-Allow, High-Strength Low-Alloy

with Improved Formability, and Ultra-High Strength

ASTM F436 Standard Specification for Hardened Steel Washers ASTM F1852 Standard Specification for Twist-Off Type Tension Control

Structural Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum

Tensile Strength

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Section Description

Section 4.1.1 4.1.1.6 Replace SeeASCE/SEI 7-05, Section 1.5.2 and Table 1-1 with SeeASCE/SEI

7-10Section 1.5.3 and Table 1.5-1

Section 4.1.3 Live Loads (L)4.1.3.3 Replace ASCE/SEI 7 with "IBCSection 1607

4.1.3.5 Replace ASCE/SEI 7 with IBCSection 1607.4

4.1.3.7

Replace ASCE/SEI 7 with IBCSection 1607.10

4.1.3.8 Replace ASCE/SEI 7 with IBCSection 1607.10

4.1.3.10 Replace in accordance with the building code with in accordance withIBC

Section 1607.8.

Section 4.1.4 Wind Loads (W)4.1.4.1 Replace ASCE/SEI 7 with IBCSection 1609

4.1.4.2 Replace PIP CVC01017 with project specification 000.210.CVC01017

4.1.4.2 Add the following:

Every buildings, structure, equipment, component, and cladding shall be

designed to resist wind effects according to IBC Section 1609, with the following

parameters.

a. Basic wind speed shall be 120 mph based on a 3-second gust at 33 feet above

ground

b. Exposure Category = C

c. Topographic Factor, Kztshall be equal to 1.0

d. Wind Directionality Factor Kdshall be determined byASCE 7Table 26.6-1

e. Gust Effect Factor, G = 0.85 for rigid structures

4.1.4.5 Replace second sentence with, The design wind speed for test and erection

periods shall be taken at 75% of the basic wind speed (0.75 x 120 mph = 90

mph).

Add the following paragraphs:

4.1.4.7 For the purpose of calculating wind gust factors, assume 1 percent critical

damping ratio for steel structures and 2 percent for concrete structures per ASCE 7

Section C26.9, paragraph Structural Damping.

4.1.4.8 No reduction shall be made for the shielding effect of vessels or structures

adjacent to the equipment being designed.

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Section Description

4.1.4.9 In applying the wind pressure as a lateral force on the projected areas of a vessel,

the insulation thickness, if any, shall be added to the vessel diameter.

4.1.4.10 Wind loads shall be separately computed for all supported equipment, platforms,

ladders, and stairs except for vessels when projected area increase factors have

already account for them.

4.1.4.11

Slender vertical pressure vessels shall be checked for wind inducted vibration inaccordance withASME STS-1.

4.1.4.12 Wind forces on flexible wind sensitive structures shall be determined according to

ASCE 7. Gust effect factors for flexible wind sensitive structures shall be

determined by a rational analysis procedure that incorporates the dynamic

properties of the main wind force resisting system.

Section 4.1.5 Earthquake Loads (E)4.1.5.1 Replace ASCE/SEI 7 with IBC Section 1613.

4.1.5.2 Replace PIP CVC01017 with project specification 000.210.CVC01017

4.1.5.2 Add the following:

All buildings, structures and equipment shall be designed for earthquake forces

according to IBC Section 1613 and the following parameters.a. Site Class = D (ASCE 7Table 20.3-1)

b. 0.2 Sec Spectral Response Acceleration S s= 0.531g (IBCSection 1613.3.1)

c. 1.0 Sec Spectral Response Acceleration S1= 0.136g (IBCSection 1613.3.1)

d. Short-Period Site Coefficient, Fa= 1.38 (IBCSection 1613.3.1(1))

e. Long-Period Site Coefficient, Fv = 2.08 (IBCSection 1613.3.1(2))

f. Short Period Spectral Design Response Acceleration, SDS= 0.487g (IBC

Section 1613.3.4)

g. 1-Second Period Spectral Design Response Acceleration, SD1= 0.249g (IBC

Section 1613.3.4)

h. Seismic Design Category = D (IBCTables 1613.3.5(1) and 1613.3.5(2))

i. Long-Period Transition Period, TL = 6 seconds (ASCE/SEI 7Figure 22-12)

j. Seismic Importance Factors: I = 1.25, Ip= 1.50 for Risk Category III structures

4.1.5.3 Replace first sentence with:Earthquake loading for nonbuilding structures shall be determined usingIBCand

ASCE/SEI 7Chapter 15.

Section 4.1.6 Impact Loads4.1.6.1 Replace ASCE/SEI 7 with IBCSection 1607.9.

Section 4.1.10 Blast Loads4.1.10.3 Replace PIP STC01018 with project specification 000.215.STC01018

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Section Description

Section 4.2.3 Test CombinationsAdd the following:

4.2.3.7 When there is more than one vessel to be tested in a structure they may be tested

concurrently or non-concurrently. Structural design shall be based on the worst

case. This requirement may be waived if testing more than one vessel causes a

severe structural penalty and if Project Management, Construction, and the Client

all agree. Such exceptions shall be documented in the test procedures for vessels,

on the structural drawings, and in a letter to the Client.Section 4.3.1 Steel(Add) Structural steel design, fabrication, and erection shall be according toIBCChapter

22 and the followingAISCmanuals and specifications, materials, and general

requirements.

4.3.1.1 (Add) Steel Design Specifications

a. AISC 360

b. Specification for Structural Joints Using ASTM A325 or A490 Bolts

c. AISC 341

d. A6RF-000-15-00-006

e. A6RF-000-15-00-007

4.3.1.5 (Add) The minimum weld size shall be of an inch.

4.3.1.7 Delete the word plates from the paragraph.


4.3.1.14 Materials

a. Structural Steel (W and WT): ASTM A992

b. Structural Steel (All other): ASTM A36

c. Plate (Including gusset and column base plates): ASTM A572, Grade 50

d. Structural Pipe: ASTM A53Type E or S, Grade B

e. Structural Tubing: ASTM A500, Grade B

f. All High Strength bolts shall be in accordance with the AISC Specification

for Structural Joints UsingASTM A325orA490Bolts. High Strength Bolts

shall be either Heavy Hex Head structural bolts or Tension Control (Twist-Off) Bolts. Tension Control Bolts are the preferred bolting system.

g. High Strength Tension Control (Twist-Off) Bolts:

ASTM F1852(A325 material)

ASTM F2280(A490 material)

h. Heavy Hex Head High Strength Bolts and Nuts:

Bolts ASTM A325, Type 1

Nuts ASTM A563, Grade DH

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Section Description

i. Heavy Hex Head Common Bolts and Nuts:

Bolts ASTM A307, Grade A

Nuts ASTM A563, Grade A

j. Welding Electrodes: Low hydrogenAWS D1.1, with minimum yield strength

of 58 ksi and minimum tensile strength of 70 ksi

k. Steel Grating:ASTM A1011

l. Steel Floor Plate:ASTM A786

4.3.1.15 For connections subjected to fatigue, significant load reversal (other than seismic),

crane supports, and oversized holes, slip critical connections according toAISC

shall be used.

4.3.1.16 All welding design shall be in accordance withIBCChapter 22,AISC 360,AISC

341, and AWSD1.1, D1.2, D1.3, D1.4andD1.6.

4.3.1.17 Platforms and walkways shall be covered with 1-1/4 inch by 3/16 inch galvanized

serrated grating unless otherwise noted. The weight of removable flooring

sections shall not exceed 150 pounds.

4.3.1.18 Where checkered plate is required, use inch thick, field seal welded to

supporting steel.

4.3.1.19 Guardrails shall conform toIBC, and OSHA.

4.3.1.20 Unless otherwise noted, all steel embedded items and grating shall be hot-dipped

galvanized perASTM A132orA153as applicable.

4.3.1.21 Metal deck for roof, floors, and siding shall be selected and approved by the Lead

Structural Engineer.

4.3.1.22 Structural design and detailing for the support of overhead cranes shall be in

accordance with CMAA Specification #70 and #74.

Section 4.3.3 Masonry(Add) IBC 2012 Chapter 21.

Section 4.3.2 Concrete(Add) Concrete design and construction shall be according toIBCChapter 19 and the

following codes andACIspecifications, materials, and general requirements.

4.3.2.1 (Add) Concrete design shall also be in accordance withACI 301and project

specificationA6RF-000-15-SP-00-003.

(Add) 4.3.2.7 Materials

The minimum design compressive strength, f c, shall be as follows:

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Section Description

a. Aboveground and Underground Structures: 4000 psi

Foundations: 4000 psi

b. Liquid Retaining Structures: 5000 psi

c. Fireproofing: 3000 psi

d. Paving and Sidewalks: 3000 psi

e. Electrical Duct Banks: 2000 psi

f. Manholes, Catch Basins, Ditch Lining, End walls, Curbs: 3000 psi

Section 4.3.4 Elevator SupportsAdd after ASME A17.1, andIBCChapter 30.

Section 4.3.6 Allowable Drift Limits

(Add) 4.3.6.8 The maximum amplified inelastic seismic drift for pipe racks, M, shall

not exceed 0.025H (where H = overall total pipe rack height)

Section 4.3.7 Foundations4.3.7.1 (Add) General foundation requirements are defined inA6RF-000-15-SP-00-003.

Foundations shall be designed to conform to Chapter 18 of theIBC.

4.3.7.2 Replace ASCE/SEI 7-05, Section 2 with IBCSection 1605. Replace

ASCE/SEI 7 with IBC.

4.3.7.3 Replace ASCE/SEI 7-05, Section 2 with IBCSection 1605. Replace

ASCE/SEI 7 with IBC.

4.3.7.4 Replace ASCE/SEI 7-05, Section 1.5 and Table 1-1 with IBCSection 1604.5

and Table 1604.5.

4.3.7.5 Replace ASCE/SEI7-05, Section 12.8.5 with IBCSection 1808.3.1. Replace

ASCE/SEI7-05, Section 12.13.4 with ASCE/SEI7-10, Section 12.13.4.


4.3.7.12Foundations shall be sized in increments of 2 inches or efficient utilization of

adjustable formwork.

4.3.7.13Galvanized steel slide plate shall be provided at all sliding surfaces except where

equipment saddles bear directly against structural steel supporting members.

4.3.7.14Teflon Slide Plates shall be specified at all horizontal exchangers and vessels where

the equipment weight on the sliding support exceeds 25 kips. Stainless steel slide

plate shall be specified for corrosive service and where temperatures at the support

exceed 500 degrees Fahrenheit or the temperature limits specified by the Teflon

slide plate supplier.

Section 4.3.8 Supports for Vibrating Machinery4.3.8.4 Add before centrifugal machinery the words grade mounted.

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Section Description

Section 4.3.8 4.3.8.5 Add before reciprocating machinery the words grade mounted.

(Add) Foundations for reciprocating compressors greater than 200 brake

horsepower (150 kilowatts) shall be designed for the expected dynamic forces

using dynamic analysis procedures.


4.3.8.9

All table-top mounted machinery shall be designed for the expected dynamicforces using dynamic analysis procedures.

4.3.8.10 Dynamic soil and pile properties used in the foundation vibration analysis shall be

in accordance with the Geotechnical Report.

Section 4.3.9 Anchor Bolts4.3.9.3 Replace PIP STE05121 with project specificationA6RF-000-15-SP-008

Section 4.3.10 Wood(Replace) Wood design shall be in accordance with Chapter 23 of theIBC.

Section 4.3.12 Design of Driven Piles4.3.12.1 Replace PIP STS02360 with project specification 000.215.STS02360

Section 4.3.14

(Add)Deflection and Camber Criteria4.3.14.1 Deflection limitations for structures shall conform toIBCSection 1604.3 and

1613, and as specified herein.

4.3.14.2 Total vertical deflection of each individual beam shall not exceed l/240 of the

span.

4.3.14.3 For beams supporting closely interconnected equipment, total deflection shall not

exceed l/360 of the span.

4.3.14.4 Maximum live load deflection of grating and floor plate shall not exceed 1/4 inch.

4.3.14.5 Camber requirements to ensure proper roof drainage and to control deflection of

large span trussed and girders shall conform toIBCSection 1611.3 andAISC 360

Chapter L2.

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Section Description

Section 4.3.15

(Add)Clearances4.3.15.1 Minimum headroom over platforms, walkways and stairways shall be 7-6 to the

lowest point of any overhead obstruction

4.3.15.2 In providing for minimum clearances, allowances shall be made for fireproofing,

piping, heating and ventilating ducts, insulation and structural member size,

wherever applicable.

4.3.15.3 Minimum unobstructed width of walkways shall be 3-0 clear.

4.3.15.4 Stairs and ladders shall be in accordance with OSHA, andIBCcode requirements.

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TECHNICAL CORRECTIONSeptember 2007

Process Industry Practices

Structural

PIP STC01015Structural Design Criteria

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PURPOSE AND USE OF PROCESS INDUSTRY PRACTICES

In an effort to minimize the cost of process industry facilities, this Practice has

been prepared from the technical requirements in the existing standards of major

industrial users, contractors, or standards organizations. By harmonizing these technical

requirements into a single set of Practices, administrative, application, and engineering

costs to both the purchaser and the manufacturer should be reduced. While this Practice

is expected to incorporate the majority of requirements of most users, individual

applications may involve requirements that will be appended to and take precedence

over this Practice. Determinations concerning fitness for purpose and particular matters

or application of the Practice to particular project or engineering situations should not

be made solely on information contained in these materials. The use of trade names

from time to time should not be viewed as an expression of preference but rather

recognized as normal usage in the trade. Other brands having the same specifications

are equally correct and may be substituted for those named. All Practices or guidelines

are intended to be consistent with applicable laws and regulations including OSHA

requirements. To the extent these Practices or guidelines should conflict with OSHA or

other applicable laws or regulations, such laws or regulations must be followed.

Consult an appropriate professional before applying or acting on any material

contained in or suggested by the Practice.

This Practice is subject to revision at any time.

Process Industry Practices (PIP), Construction Industry Institute, The

University of Texas at Austin, 3925 West Braker Lane (R4500), Austin,

Texas 78759. PIP member companies and subscribers may copy this Practice

for their internal use. Changes, overlays, addenda, or modifications of any

kind are not permitted within any PIP Practice without the express written

authorization of PIP.

PRINTING HISTORY

December 1998 Issued August 2004 Complete Revision

February 2002 Technical Revision February 2006 Technical Correction

April 2002 Editorial Revision September 2007 Technical Correction

Not printed with State funds

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TECHNICAL CORRECTIONSeptember 2007

Process Industry Practices Page 1 of 30

Process Industry Practices

Structural

PIP STC01015

Structural Design Criteria

Table of Contents

1. Introduction.................................21.1 Purpose............................................ 21.2 Scope...............................................2

2. References ..................................22.1 Process Industry Practices .............. 22.2 Industry Codes and Standards ........2

2.3 Government Regulations .................43. Definit ions ...................................5

4. Requirements..............................54.1 Design Loads ...................................54.2 Load Combinations ........................144.3 Structural Design ...........................234.4 Existing Structures .........................30

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PIP STC01015 TECHNICAL CORRECTIONStructural Design Criteria September 2007

Page 2 of 30 Process Industry Practices

1. Introduction

1.1 Purpose

This Practice provides structural engineering design criteria for the processindustries.

1.2 Scope

This Practice describes the minimum requirements for the structural design of

process industry facilities at onshore U.S. sites. This Practice is intended to be used in

conjunction with PIP ARC01015, PIP ARC01016,PIP CVC01015, PIP CVC01017,

and PIP CVC01018,as applicable.

2. References

Applicable parts of the following Practices, industry codes and standards, and references shall

be considered an integral part of this Practice. The edition in effect on the date of contract

award shall be used, except as otherwise noted. Short titles will be used herein whereappropriate.

2.1 Process Industry Practices (PIP)

PIP ARC01015 -Architectural and Building Utilities Design Criteria

PIP ARC01016 -Building Data Sheets

PIP CVC01015 - Civil Design Criteria

PIP CVC01017 - Plant Site Data Sheet

PIP CVC01018 - Project Data Sheet

PIP PCCWE001 -Weighing Systems Criteria

PIP PCEWE001 -Weighing Systems Guidelines

PIP REIE686/API 686 -Recommended Practices for Machinery Installation

and Installation Design

PIP STC01018 -Blast Resistant Building Design Criteria

PIP STE05121 -Anchor Bolt Design Guide

PIP STE03360 -Heat Exchanger and Horizontal Vessel Foundation DesignGuide

PIP STS02360 -Driven Piles Specification

2.2 Industry Codes and Standards

American Association of State Highway and Transportation Officials (AASHTO)

AASHTO Standard Specifications for Highway Bridges

American Concrete Institute (ACI)

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

Commentary

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TECHNICAL CORRECTION PIP STC01015September 2007 Structural Design Criteria


ACI 350/350R Code Requirements for Environmental Engineering Concrete

Structures and Commentary

ACI 530/ASCE 5/TMS 402 -Building Code Requirements for Masonry

Structures

American Institute of Steel Construction (AISC)

AISC Steel Construction Manual - Allowable Stress Design (ASD) and Load

and Resistance Factor Design (LRFD)

Specification for Structural Joints Using ASTM A325 or A490 Bolts

American Iron and Steel Institute (AISI)

AISI SG 673, Part I - Specification for the Design for Cold-Formed Steel

Structural Members

AISI SG 673, Part II - Commentary on the Specification for the Design for

Cold-Formed Steel Structural Members

AISI SG 913, Part I -Load and Resistance Factor Design Specification forCold-Formed Steel Structural Members

AISI SG 913, Part II - Commentary on the Load and Resistance Factor Design

Specification for Cold-Formed Steel Structural Members

American Petroleum Institute (API)

API Standard 650 - Welded Steel Tanks for Oil Storage

American Society of Civil Engineers (ASCE)

ASCE/SEI 7-05 -Minimum Design Loads for Buildings and Other Structures

SEI/ASCE 37-02 -Design Loads on Structures During Construction

ASCE Guidelines for Seismic Evaluation and Design of Petrochemical

Facilities

ASCE Guidelines for Wind Loads and Anchor Bolt Design for Petrochemical

Facilities

ASCE Design of Blast Resistant Buildings in Petrochemical Facilities

American Society of Mechanical Engineers (ASME)

ASME A17.1 - Safety Code for Elevators and Escalators

ASTM International (ASTM)

ASTM A36/A36M - Standard Specification for Carbon Structural Steel

ASTM A82/A82M - Standard Specification for Steel Wire, Plain, for Concrete

Reinforcement

ASTM A185/A185M - Standard Specification for Steel Welded Wire

Reinforcement, Plain, for Concrete

ASTM A193/A193M - Standard Specification for Alloy-Steel and Stainless

Steel Bolting Materials for High Temperature or High Pressure Service and

Other Special Purpose Applications

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ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs,

60 000 PSI Tensile Strength

ASTM A325 - Standard Specification for Structural Bolts, Steel, Heat Treated,

120/105 ksi Minimum Tensile Strength

ASTM A354 - Standard Specification for Quenched and Tempered Alloy SteelBolts, Studs, and Other Externally Threaded Fasteners

ASTM A490 - Standard Specification for Structural Bolts, Alloy Steel, Heat

Treated,150 ksi Minimum Tensile Strength

ASTM A615/A615M - Standard Specification for Deformed and Plain

Carbon-Steel Bars for Concrete Reinforcement

ASTM A706/A706M - Standard Specification for Low-Alloy Steel Deformed

and Plain Bars for Concrete Reinforcement

ASTM A992/A992M - Standard Specification for Structural Steel Shapes

ASTM F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and

105-ksi Yield Strength

American Welding Society (AWS)

AWS D1.1/D1.1M - Structural Welding Code - Steel

American Forest and Paper Association

National Design Specification for Wood Construction (NDS)

NDS Supplement - Design Values for Wood Construction

Crane Manufacturers Association of America (CMAA)

CMAA No. 70 - Specifications for Top Running Bridge and Gantry Type

Multiple Girder Overhead Electric Traveling Cranes

CMAA No. 74 - Specifications for Top Running and Under Running SingleGirder Overhead Electric Traveling Cranes Utilizing Under Running Trolley

Hoist

Precast/Prestressed Concrete Institute (PCI)

PCI MNL 120 - Design Handbook - Precast and Prestressed Concrete

Steel Joist Institute (SJI)

SJI Standard Specifications, Load Tables and Weight Tables for Steel Joists

and Joist Girders

2.3 Government Regulations

Federal Standards and Instructions of the Occupational Safety and HealthAdministration (OSHA), including any additional requirements by state or local

agencies that have jurisdiction in the state where the project is to be constructed, shall

apply.

U.S. Department of Labor, Occupational Safety and Health Administration(OSHA)

OSHA 29 CFR 1910 -Occupational Safety and Health Standards

OSHA 29 CFR 1926 - Safety and Health Regulations for Construction

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3. Definitions

engineer of record:Purchasers authorized representative with overall authority and

responsibility for the engineering design, quality, and performance of the civil works,

structure, foundations, materials, and appurtenances described in the contract documents.

The engineer of record shall be licensed as defined by the laws of the locality in which the

work is to be constructed, and be qualified to practice in the specialty discipline required for

the work described in the contract documents.

owner:The party who has authority through ownership, lease, or other legal agreement over

the structures to be designed

4. Requirements

4.1 Design Loads

4.1.1 General

4.1.1.1 New facilities, buildings, and other structures, including floor slabs

and foundations, shall be designed to resist the minimum loads

defined inASCE/SEI 7, local building codes, this section and the

loads defined in PIP CVC01017and CVC01018.

4.1.1.2 In addition to the loads in this section, other loads shall be

considered as appropriate. These loads shall include, but are not

limited to, snow, ice, rain, hydrostatic, dynamic, upset conditions,

earth pressure, vehicles, buoyancy, and erection.

4.1.1.3 Future loads shall be considered if specified by the owner.

4.1.1.4 For existing facilities, actual loads may be used in lieu of the

minimum specified loads.

4.1.1.5 Eccentric loads (piping, platforms, etc.), particularly on horizontal

and vertical vessels and exchangers, shall be considered. For

additional information regarding eccentric loads on horizontal

vessels and exchangers, see PIP STE03360.

4.1.1.6 The owner shall be consulted to determine the classification of

Occupancy Categories for buildings and other structures for the

purpose of applying wind, earthquake, snow, and ice load provisions

in accordance with Section 1.5 of ASCE/SEI 7-05.

Comment: For process industry facilities,ASCE/SEI 7

Category III is the most likely classification becauseof the presence of toxic or explosive substances.

Category II may be used if the owner can

demonstrate that release of the toxic or explosive

substances does not pose a threat to the public. See

ASCE/SEI 7-05, Section 1.5.2 and Table 1-1, for

specific details. In some cases, it may be appropriate

to select Category IV.

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4.1.2 Dead Loads (D)

4.1.2.1 Dead loads are the actual weight of materials forming the building,

structure, foundation, and all permanently attached appurtenances.

4.1.2.2 Weights of fixed process equipment and machinery, piping, valves,

electrical cable trays, and the contents of these items shall be

considered as dead loads.

4.1.2.3 For this Practice, dead loads are designated by the followingnomenclature:

Ds, Df, De, Do, and Dt, where

Ds= Structure dead load is the weight of materials forming the

structure (not the empty weight of process equipment,

vessels, tanks, piping, nor cable trays), foundation, soil

above the foundation resisting uplift, and all permanently

attached appurtenances (e.g., lighting, instrumentation,

HVAC, sprinkler and deluge systems, fireproofing, andinsulation, etc.).

Df= Erection dead load is the fabricated weight of process

equipment or vessels (as further defined in Section 4.1.2.4).

De= Empty dead load is the empty weight of process equipment,

vessels, tanks, piping, and cable trays (as further defined in

Sections 4.1.2.4 through 4.1.2.6).

Do= Operating dead load is the empty weight of process

equipment, vessels, tanks, piping, and cable trays plus the

maximum weight of contents (fluid load) during normal

operation (as further defined in Sections 4.1.2.4

through 4.1.2.7).

Dt= Test dead load is the empty weight of process equipment,

vessels, tanks, and/or piping plus the weight of the test

medium contained in the system (as further defined in

Section 4.1.2.4).

4.1.2.4 Process Equipment and Vessel Dead Loads

1. Erection dead load (Df) for process equipment and vessels is

normally the fabricated weight of the equipment or vessel and is

generally taken from the certified equipment or vessel drawing.

2. Empty dead load (De) for process equipment and vessels is the

empty weight of the equipment or vessels, including allattachments, trays, internals, insulation, fireproofing, agitators,

piping, ladders, platforms, etc. Empty dead load also includes

weight of machinery (e.g., pumps, compressors, turbines, and

packaged units).

3. Operating dead load (Do) for process equipment and vessels is

the empty dead load plus the maximum weight of contents

(including packing/catalyst) during normal operation.

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4. Test dead load (Dt) for process equipment and vessels is the

empty dead load plus the weight of test medium contained in

the system. The test medium shall be as specified in the contract

documents or as specified by the owner. Unless otherwise

specified, a minimum specific gravity of 1.0 shall be used for

the test medium. Equipment and pipes that may be

simultaneously tested shall be included. Cleaning load shall be

used for test dead load if the cleaning fluid is heavier than the

test medium.

4.1.2.5 Pipe Rack Piping Loads

1. Dead loads for piping on pipe racks shall be estimated as

follows, unless actual load information is available and requires

otherwise:

a. Operating dead load (Do): A uniformly distributed load of40 psf (1.9 kPa) for piping, product, and insulation

Comment: This is equivalent to 8-inch (203-mm)diameter, Schedule 40 pipes, full of water, at

15-inch (381-mm) spacing.

b. Empty dead load (De): For checking uplift and components

controlled by minimum loading, 60% of the estimated

piping operating loads shall be used if combined with wind

or earthquake unless the actual conditions require a

different percentage.

c. Test dead load (Dt) is the empty weight of the pipe plus the

weight of test medium contained in a set of simultaneouslytested piping systems. The test medium shall be as specified

in the contract documents or as specified by the owner.Unless otherwise specified, a minimum specific gravity of

1.0 shall be used for the test medium.

2. For any pipe larger than 12-inch (304-mm) nominal diameter,

a concentrated load, including the weight of piping, product,

valves, fittings, and insulation shall be used in lieu of the 40 psf

(1.9 kPa). This load shall be uniformly distributed over the

pipes associated area.

3. Pipe racks and their foundations shall be designed to support

loads associated with full utilization of the available rack space

and any specified future expansion.

4.1.2.6 Pipe Rack Cable Tray Loads

Dead loads for cable trays on pipe racks shall be estimated as

follows, unless actual load information is available and requires

otherwise:

a. Operating dead load (Do): A uniformly distributed dead load of

20 psf (1.0 kPa) for a single level of cable trays and 40 psf

(1.9 kPa) for a double level of cable trays.

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TABLE 1. MINIMUM LIVE LOADS

Uniform** Concentrated**

Stairs and Exitways 100 psf (4.8 kN/m2) 1,000 lb (4.5 kN)

Operating, AccessPlatforms, andWalkways

75 psf(3.6 kN/m

2)

1,000 lb (4.5 kN)

Control, I/O,HVAC Room Floors

100 psf (4.8 kN/m2) 1,000 lb (4.5 kN)

Manufacturing Floorsand Storage Areas:

Light125 psf(6.0 kN/m

2)

2,000 lb(9.0 kN)

Heavy 250 psf(12.0 kN/m

2)*

3,000 lb(13.5 kN)

Ground-SupportedStorage Tank Roof

25 psf(1.2 kN/m

2)

NA

*This 250 psf (12.0 kN/m2) live load includes small equipment.

**The loads provided in this table are to be used unless noted otherwiseon the owners data sheet.

4.1.3.4 Uniform and concentrated live loads listed in Table 1 shall not be

applied simultaneously.

4.1.3.5 According toASCE/SEI 7, concentrated loads equal to or greater

than 1,000 lb (4.5 kN) may be assumed to be uniformly distributed

over an area of 2.5 ft (750 mm) by 2.5 ft (750 mm) and shall belocated to produce the maximum load effects in the structural

members.

4.1.3.6 Stair treads shall be designed according to OSHA regulations or

building code as applicable.

4.1.3.7 Live load reductions shall be in accordance withASCE/SEI 7.

4.1.3.8 For manufacturing floor areas not used for storage, the live loadreduction specified byASCE/SEI 7for lower live loads may be used.

4.1.3.9 The loadings on handrails and guardrails for process equipment

structures shall be in accordance with OSHA 1910.

4.1.3.10 The loadings on handrails and guardrails for buildings and structures

under the jurisdiction of a building code shall be in accordance with

the building code.

4.1.4 Wind Loads (W)

4.1.4.1 Unless otherwise specified, wind loads shall be computed and

applied in accordance withASCE/SEI 7and the recommended

guidelines for open frame structures, pressure vessels, and pipe racks

inASCE Guidelines for Wind Loads and Anchor Bolt Design for

Petrochemical Facilities.

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4.1.4.2 Site specific design parameters shall be in accordance with

PIP CVC01017.

4.1.4.3 The full design wind load shall be used when calculating wind drift

(see Section 4.3.6).

4.1.4.4 A solid width of 1.5 ft (450 mm) shall be assumed when calculating

the wind load on ladder cages.

4.1.4.5 Partial wind load (WP) shall be based on the requirements of

SEI/ASCE 37-02, Section 6.2.1, for the specified test or erection

duration. The design wind speed shall be 68 mph (109 kph) (which is

0.75 x 90 mph [145 kph] according to SEI/ASCE 37for test or

erection periods of less than 6 weeks).

4.1.4.6 For test or erection periods of 6 weeks or more or if the test or

erection is in a hurricane-prone area and is planned during the peak

hurricane season (from August 1 to October 31 in the U.S.A), see

SEI/ASCE 37-02, Section 6.2.1.

4.1.5 Earthquake Loads (E)

4.1.5.1 Except forAPI Standard 650ground-supported storage tanks,

earthquake loads shall be computed and applied in accordance with

ASCE/SEI 7, unless otherwise specified.

Comment: The earthquake loads inASCE/SEI 7are limit state

earthquake loads, and this should be taken into

account if using allowable stress design methods or

applying load factors from other codes. Earthquake

loads forAPI Standard 650storage tanks are

allowable stress design loads.

4.1.5.2 Site specific design parameters shall conform to PIP CVC01017.

4.1.5.3 ASCE Guidelines for Seismic Evaluation and Design of

Petrochemical Facilitiesmay also be used as a general reference for

earthquake design.

4.1.5.4 Earthquake loading shall be determined usingASCE/SEI 7-05,

Chapter 15, ifASCE/SEI 7is used for the earthquake design of

nonbuilding structures as defined inASCE/SEI 7-05, Section 15.1.1

and Tables 15.4-1 and 15.4-2.

Comment:Nonbuilding structures include but are not limited to

elevated tanks or vessels, stacks, pipe racks, and

cooling towers.

4.1.5.5 The importance factor Ifor nonbuilding structures shall be

determined fromASCE/SEI 7-05,Section 15.4.1.1.

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Comment: In general, for nonbuilding structures in

petrochemical process units, use an importance

factor I of 1.25 in conjunction with Occupancy

Category III; however, in some cases, it may be

appropriate to use an importance factor I of 1.0 or

1.5 in conjunction with Occupancy Category II or IV

respectively.

4.1.5.6 For the load combinations in Section 4.2, the following designations

are used:

Eo= Earthquake load considering the unfactored operating dead

load and the applicable portion of the unfactored structure

dead load

Ee= Earthquake load considering the unfactored empty dead load

and the applicable portion of the unfactored structure dead

load

4.1.6 Impact Loads

4.1.6.1 Impact loads shall be in accordance withASCE/SEI 7.

4.1.6.2 Impact loads for davits shall be the same as those for monorail

cranes (powered).

4.1.6.3 Lifting lugs or pad eyes and internal members (included both end

connections) framing into the joint where the lifting lug or pad eye is

located shall be designed for 100% impact.

4.1.6.4 All other structural members transmitting lifting forces shall be

designed for 15% impact.

4.1.6.5 Allowable stresses shall not be increased when combining impact

with dead load.

4.1.7 Thermal Loads

4.1.7.1 For this Practice, thermal loads are designated by the following

nomenclature:

Tp, T, Af, and Ff, where

Tp= Forces on vertical vessels, horizontal vessels, or heat

exchangers caused by the thermal expansion of the pipe

attached to the vessel

T = Self-straining thermal forces caused by the restrained

expansion of horizontal vessels, heat exchangers, andstructural members in pipe racks or in structures

Af= Pipe anchor and guide forces

Ff= Pipe rack friction forces caused by the sliding of pipes or

friction forces caused by the sliding of horizontal vessels or

heat exchangers on their supports, in response to thermal

expansion

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4.1.7.2 All support structures and elements thereof shall be designed to

accommodate the loads or effects produced by thermal expansion

and contraction of equipment and piping.

4.1.7.3 Thermal loads shall be included with operating loads in the

appropriate load combinations. Thermal load shall have the sameload factor as dead load.

4.1.7.4 Thermal loads and displacements shall be calculated on the basis of

the difference between ambient or equipment design temperature and

installed temperature. To account for the significant increase in

temperatures of steel exposed to sunlight, 35oF (20oC) shall be added

to the maximum ambient temperature.

4.1.7.5 Friction loads caused by thermal expansion shall be determined

using the appropriate static coefficient of friction. Coefficients of

friction shall be in accordance with Table 2:

TABLE 2. COEFFICIENTS OF FRICTION

Steel to Steel 0.4

Steel to Concrete 0.6

Proprietary Sliding Surfaces orCoatings (e.g., Teflon)

According to ManufacturersInstructions

4.1.7.6 Friction loads shall be considered temporary and shall not be

combined with wind or earthquake loads. However, anchor and

guide loads (excluding their friction component) shall be combined

with wind or earthquake loads.

4.1.7.7 For pipe racks supporting multiple pipes, 10% of the total pipingweight shall be used as an estimated horizontal friction load applied

only to local supporting beams. However, an estimated friction loadequal to 5% of the total piping weight shall be accumulated and

carried into pipe rack struts, columns, braced anchor frames, and

foundations.

Comment:Under normal loading conditions with multiple

pipes, torsional effects on the local beam need not be

considered because the pipes supported by the beam

limit the rotation of the beam to the extent that the

torsional stresses are minimal. Under certain

circumstances, engineering judgement shall be

applied to determine whether a higher friction loadand/or torsional effects should be used.

4.1.7.8 Pipe anchor and guide loads shall have the same load factor as dead

loads.

4.1.7.9 Internal pressure and surge shall be considered for pipe anchor and

guide loads.

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4.1.7.10 Beams, struts, columns, braced anchor frames, and foundations shall

be designed to resist actual pipe anchor and guide loads.

4.1.7.11 For local beam design, only the top flange shall be considered

effective for horizontal bending unless the pipe anchor engages both

flanges of the beam.

4.1.8 Bundle Pull Load (Bp)

4.1.8.1 Structures and foundations supporting heat exchangers subject to

bundle pulling shall be designed for a horizontal load equal to

1.0 times the weight of the removable tube bundle but not less than

2,000 lb (9.0 kN). If the total weight of the exchanger is less than

2,000 lb (9.0 kN), the bundle pull design load need not exceed the

total weight of the exchanger.

4.1.8.2 Bundle pull load shall be applied at the center of the bundle.

Comment:If it can be assured that the bundles will be removed

strictly by the use of a bundle extractor attachingdirectly to the exchanger (such that the bundle pull

force is not transferred to the structure or

foundation), the structure or foundation need not be

designed for the bundle pull force. Such assurance

would typically require the addition of a sign posted

on the exchanger to indicate bundle removal by an

extractor only.

4.1.8.3 The portion of the bundle pull load at the sliding end support shall

equal the friction force or half the total bundle pull load, whichever

is less. The remainder of the bundle pull load shall be resisted at the

anchor end support.

4.1.9 Traffic Loads

4.1.9.1 Buildings, trenches, and underground installations accessible to truck

loading shall be designed to withstand HS20 load as defined by

AASHTO Standard Specifications for Highway Bridges.

4.1.9.2 Maintenance or construction crane loads shall also be considered

where applicable.

4.1.9.3 Truck or crane loads shall have the same load factor as live load.

4.1.10 Blast Load

4.1.10.1 Blast load is the load on a structure caused by overpressure

resulting from the ignition and explosion of flammable material orby overpressure resulting from a vessel burst.

4.1.10.2 Control houses or other buildings housing personnel and control

equipment near processing plants may need to be designed for blast

resistance.

4.1.10.3 Blast load shall be computed and applied in accordance with

PIP STC01018and theASCE Design of Blast Resistant Buildings in

Petrochemical Facilities.

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4.1.11 Pressure Loads (Ground-Supported Tanks Only)

For this Practice, pressure loads for ground-supported tanks are designated

by the following nomenclature:

Pi, Pe, and Pt, where

Pi= design internal pressure

Pe= external pressure

Pt= test internal pressure

4.1.12 Snow Loads (S)

4.1.12.1 Unless otherwise specified, snow loads shall be computed and

applied in accordance withASCE/SEI 7.

4.1.12.2 Site specific design parameters shall be in accordance with

PIP CVC01017.

4.2 Load Combinations

4.2.1 General

Buildings, structures, equipment, vessels, tanks, and foundations shall be

designed for the following:

a. Appropriate load combinations fromASCE/SEI 7except as otherwisespecified in this Practice

b. Local building codes

c. Any other applicable design codes and standards

d. Any other probable and realistic combination of loads

4.2.2 Typical Load Combinations (for Structures and Foundations)

4.2.2.1 General

Load combinations are provided in Sections 4.2.2.2 through 4.2.2.6

for specific types of structures in both allowable stress design (ASD)

and strength design format.

a. Allowable Stress Design

1. The noncomprehensive list of typical load combinations for

each type of structure provided in Sections 4.2.2.2

through 4.2.2.6 shall be considered and used as applicable.

Comment: The dead load factor used for the earthquake

uplift ASD load combinations is generally taken

as 0.9. This factor is greater than the 0.6 dead

load factor used in the ASD load combinations

ofASCE/SEI 7-05, Section 2, because the dead

loads of nonbuilding structures are known to a

higher degree of accuracy than are the

corresponding dead loads of buildings. A dead

load factor of 0.9 instead of 1.0 is used to

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account for the effect of vertical seismic forces.

The use of this reduction is necessary because

foundations sized using ASD loads, except for

foundations for ground-supported storage tanks,

are generally not required to consider the effect

of vertical seismic uplift forces if a dead load

factor of 0.6 is used. A dead load factor of 1.0 is

used for the wind uplift ASD load combinations

because of the higher accuracy of dead loads of

nonbuilding structures

2. Engineering judgment shall be used in establishing all

appropriate load combinations.

3. The use of a one-third stress increase for load combinations

including wind or earthquake loads shall not be allowed for

designs usingAISC ASD.

b. Strength Design1. The noncomprehensive list of typical factored load

combinations for each type of structure provided in

Sections 4.2.2.2 through 4.2.2.6 shall be considered and

used as applicable.

2. Engineering judgment shall be used in establishing all

appropriate load combinations.

3. The following load combinations are appropriate for use

with the strength design provisions of eitherAISC LRFD

(third edition or later) orACI 318(2002 edition or later).

4.2.2.2 General Plant Structures

Load combinations for buildings and open frame structures shall be

in accordance withASCE/SEI 7-05, Section 2.

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4.2.2.3 Vertical Vessels

TABLE 3. LOADING COMBINATIONS - ALLOWABLE STRESSDESIGN (SERVICE LOADS)

Load

Comb.No. Load Combination

Al lowab le

StressMultiplier Description

1 Ds+ Do+ L 1.00 Operating Weight +Live Load

2 Ds+ Do+(W or 0.7 Eo

a)

1.00 Operating Weight +Wind or Earthquake

3 Ds+ De+ W 1.00 Empty Weight +Wind

(Wind Uplift Case)

4a 0.9 (Ds+ Do) + 0.7 Eoa 1.00 Operating Weight +

Earthquake(Earthquake Uplift

Case)

4b 0.9 (Ds+ De) + 0.7 Eea 1.00 Empty Weight +


Case)

5 Ds+ Df+ Wp 1.00 Erection Weight +Partial Wind

b

(Wind Uplift Case)

6 Ds+ Dt+ Wp 1.20 Test Weight +Partial Wind

Notes:

a. For skirt-supported vertical vessels and skirt-supported elevatedtanks classified as Occupancy Category IV in accordance with

ASCE/SEI 7-05, Section 1.5 and Table 1-1, the critical earthquakeprovisions and implied load combination ofASCE/SEI 7-05,Section 15.7.10.5, shall be followed.

b. Erection weight + partial wind is required only if the erection weight ofthe vessel is significantly less than the empty weight of the vessel.

c. Thrust forces caused by thermal expansion of piping shall be includedin the calculations for operating load combinations, if deemedadvisable. The pipe stress engineer shall be consulted for anythermal loads that are to be considered.

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TABLE 4. LOADING COMBINATIONS AND LOAD FACTORS STRENGTH DESIGN

LoadComb.

No. Load Combination Description

1 1.4 (Ds+ Do) Operating Weight

2 1.2 (Ds+ Do) + 1.6 L Operating Weight + Live Load

3 1.2 (Ds+ Do) +(1.6 W or 1.0 Eo

a)

Operating Weight + Wind orEarthquake

4 0.9 (Ds+ De) + 1.6 W Empty Weight + Wind(Wind Uplift Case)

5a 0.9 (Ds+ Do) + 1.0 Eoa Operating Weight + Earthquake

(Earthquake Uplift Case)

5b 0.9 (Ds+ De) + 1.0 Eea Empty Weight + Earthquake


6 0.9 (Ds+ Df) + 1.6 Wp Erection Weight + Partial Windb

(Wind Uplift Case)

7 1.4 (Ds+ Dt) Test Weight

8 1.2 (Ds+ Dt) + 1.6 Wp Test Weight + Partial Wind

Notes:

a. For skirt-supported vertical vessels and skirt-supported elevated tanksclassified as Occupancy Category IV in accordance withASCE/SEI7-05, Section 1.5 and Table 1-1, the critical earthquake provisions andimplied load combination ofASCE/SEI 7-05, Section 15.7.10.5, shallbe followed.

b. Erection weight + partial wind is required only if the erection weight ofthe vessel is significantly less than the empty weight of the vessel.

c. Thrust forces caused by thermal expansion of piping shall be includedin the calculations for operating load combinations, if deemedadvisable. The pipe stress engineer shall be consulted for any thermalloads that are to be considered. The same load factor as used for deadload shall be used.

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4.2.2.4 Horizontal Vessels and Heat Exchangers


Load

Comb.No.

Load Combination

Al lowab le

StressMultiplier Description

1 Ds+ Do+(T or Ff)

b1.00 Operating Weight +

Thermal Expansion orFriction Force

2 Ds+ Do+ L +(T or Ff)

b

1.00 Operating Weight +Live Load +

Thermal Expansion orFriction Force

3 Ds+ Do+(W or 0.7 Eo)

1.00 Operating Weight +Wind or Earthquake

4 Ds+ De+ W 1.00 Empty Weight + Wind

(Wind Uplift Case)

5a 0.9 (Ds+ Do) +0.7 Eo

1.00 Operating Weight +Earthquake


5b 0.9 (Ds+ De) +0.7 Ee

1.00 Empty Weight +Earthquake


6 Ds+ Df+ Wp 1.00 Erection Weight +Partial Wind

c

(Wind Uplift Case)


(For Horizontal VesselsOnly)

8 Ds+ Ded+ Bp 1.00 Empty Weight +

Bundle Pull(For Heat Exchangers

Only)

Notes:

a. Wind and earthquake forces shall be applied in both transverse andlongitudinal directions, but shall not necessarily be appliedsimultaneously.

b. The design thermal force for horizontal vessels and heat exchangersshall be the lesser of T or F f.

c. Erection weight + partial wind is required only if the erection weight ofthe vessel or exchanger is significantly less than the empty weight ofthe vessel or exchanger.

d. Heat exchanger empty dead load will be reduced during bundle pullbecause of the removal of the exchanger head.

e. Sustained thermal loads not relieved by sliding caused by vessel orexchanger expansion shall be considered in operating loadcombinations with wind or earthquake.

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f. Thrust forces caused by thermal expansion of piping shall be included in thecalculations for operating load combinations if deemed advisable. The pipestress engineer shall be consulted for any thermal loads that are to beconsidered.

TABLE 6. LOADING COMBINATIONS AND LOAD FACTORS STRENGTH DESIGN

LoadComb.


1 1.4 (Ds+ Do) + 1.4 (T or Ff)b Operating Weight +

Thermal Expansion or Friction Force

2 1.2 (Ds+ Do) + 1.6 L +1.2 (T or Ff)

b

Operating Weight + Live Load +Thermal Expansion or Friction Force

3 1.2 (Ds+ Do) +

(1.6 W or 1.0 Eo)

Operating Weight +

Wind or Earthquake

4 0.9 (Ds+ De) + 1.6 W Empty Weight + Wind(Wind Uplift Case)

5a 0.9 (Ds+ Do) + 1.0 Eo Operating Weight + Earthquake(Earthquake Uplift Case)

5b 0.9 (Ds+ De) + 1.0 Ee Empty Weight + Earthquake(Earthquake Uplift Case)

6 0.9 (Ds+ Df) + 1.6 Wp Erection Weight + Partial Windc

(Wind Uplift Case)

7 1.4 (Ds+ Dt) Test Weight(For Horizontal Vessels Only)

8 1.2 (Ds+ Dt) + 1.6 Wp Test Weight + Partial Wind(For Horizontal Vessels Only)

9 1.2 (Ds+ Ded) + 1.6 Bp Empty Weight + Bundle Pull

(For Heat Exchangers Only)

10 0.9 (Ds+ Ded) + 1.6 Bp Empty Weight + Bundle Pull

(For Heat Exchangers Only)(Bundle Pull Uplift Case)

Notes:

a. Wind and earthquake forces shall be applied in both transverse and longitudinal

directions, but shall not necessarily be applied simultaneously.

b. The design thermal force for horizontal vessels and heat exchangers shall bethe lesser of T or Ff.

c. Erection weight + partial wind is required only if the erection weight of the vesselor exchanger is significantly less than the empty weight of the vessel orexchanger.

d. Heat exchanger empty dead load will be reduced during bundle pull because ofthe removal of the exchanger head.

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e. Sustained thermal loads not relieved by sliding from vessel orexchanger expansion shall be considered in operating loadcombinations with wind or earthquake.

f. Thrust forces caused by thermal expansion of piping shall be includedin the calculations for operating load combinations, if deemed

advisable. The pipe stress engineer shall be consulted for anythermal loads that are to be considered. The same load factor asused for dead load shall be used.

4.2.2.5 Pipe Rack and Pipe Bridge Design


LoadComb.

No. Load Combination

Al lowableStress

Multiplier Description

1 Ds+ Do+ Ff+ T + Af 1.00 Operating Weight +

Friction Force +Thermal Expansion +

Anchor Force

2 Ds+ Do+ Af+(W or 0.7 Eo)

1.00 Operating Weight +Anchor + Wind or

Earthquake

3 Ds+ Dec+ W 1.00 Empty Weight + Wind

(Wind Uplift Case)

4a 0.9 (Ds) + 0.6 (Do) +Af+ 0.7 Eo

d1.00 Operating Weight +


Case)

4b 0.9 (Ds+ Dec) +

0.7 Ee

1.00 Empty Weight +Earthquake

(Earthquake UpliftCase)


e

Notes:

a. Considerations of wind forces are normally not necessary in thelongitudinal direction because friction and anchor loads will normallygovern.

b. Earthquake forces shall be applied in both transverse and longitudinaldirections, but shall not necessarily be applied simultaneously.

c. 0.6Do is used as a close approximation of the empty pipe condition

De.

d. Full Ds+ Dovalue shall be used for the calculation of Eoin loadcombination 4a.

e. Test weight + partial wind normally is required only for local memberdesign because test is not typically performed on all pipessimultaneously.

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TABLE 8. LOADING COMBINATIONS ANDLOAD FACTORS STRENGTH DESIGN

LoadComb.

No. Load Combination Description1 1.4 (Ds+ Do+ Ff+ T

+ Af) Operating Weight +

Friction Force +Thermal Expansion +

Anchor

2 1.2 (Ds+ Do+ Af) +(1.6 W or 1.0 Eo)

Operating Weight +Anchor + Wind or

Earthquake

3 0.9 (Ds+ Dec) + 1.6 W Empty Weight + Wind

(Wind Uplift Case)

4a 0.9 (Ds+ Do) + 1.2 (Af) +

1.0 Eo

Operating Weight +Earthquake


4b 0.9 (Ds+ Dec) + 1.0 Ee Empty Weight + Earthquake(Earthquake Uplift Case)

5 1.4 (Ds+ Dt) Test Weight

6 1.2 (Ds+ Dt) + 1.6 Wp Test Weight + Partial Windd

Notes:

a. Considerations of wind forces are normally not necessary in thelongitudinal direction because friction and anchor loads will normallygovern.

b. Earthquake forces shall be applied in both transverse and longitudinaldirections, but shall not necessarily be applied simultaneously.

c. 0.6Do is used as a close approximation of the empty pipe condition De.

d. Test weight + partial wind normally is required only for local memberdesign because test is not typically performed on all pipessimultaneously.

4.2.2.6 Ground-Suppor ted Storage Tank Load Combinations

Load combinations for ground-supported storage tanks shall be taken

fromAPI Standard 650. Load combinations fromAPI Standard 650

and modified for use withASCE/SEI 7loads and PIPnomenclature

are shown in Table 9.

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LoadComb.


1 Ds+ Do+ Pi Operating Weight +Internal Pressure

a

2 Ds+ Dt+ Pt Test Weight +Test Pressure

3 Ds+ (Deor Do) + W + 0.4 Pib Empty or Operating

Weight + Wind +Internal Pressure

a

4 Ds+ (Deor Do) + W + 0.4 Peb

Empty or OperatingWeight + Wind +External Pressure

5 Ds+ Do+ (L or S) + 0.4 Peb

Operating Weight +Live or Snow +

External Pressure

6 Ds+ (Deor Do) + 0.4 (L or S) + Pe Empty or OperatingWeight +

Live or Snow +External Pressure

7 Ds+ Do+ 0.1 S + Eoc+ 0.4 Pi

bOperating Weight +

Snow + Earthquake +Internal Pressure

a

(Earthquake UpliftCase)

8 Ds+ Do+ 0.1 S + Eoc

Operating Weight +Snow + Earthquake

Notes:a. For internal pressures sufficient to lift the tank shell according to the

rules ofAPI Standard 650, tank, anchor bolts, and foundation shall bedesigned to the additional requirements ofAPI Standard 650

Appendix F.7.

b. If the ratio of operating pressure to design pressure exceeds 0.4, theowner shall consider specifying a higher factor on design pressure inload combinations 3, 4, 5, and 7 of Table 9.

c. Earthquake loads forAPI Standard 650tanks taken fromASCE/SEI 7bridging equations or fromAPI Standard 650already include the0.7 ASD seismic load factor.

4.2.2.7 Load Combinations for Static Machinery, Skid and Modular

Equipment, Filters, and Other Equipment

Load combinations for static machinery, skid and modular

equipment, filters, etc., shall be similar to the load combinations for

vertical vessels.

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4.2.3 Test Combinations

4.2.3.1 Engineering judgment shall be used in establishing the appropriate

application of test load combinations to adequately address actual

test conditions in accordance with project and code requirements

while avoiding overly conservative design.

4.2.3.2 Consideration shall be given to the sequence and combination of

testing for various equipment, vessels, tanks, and/or piping systems

supported on common structures, pipe racks, or foundations.

4.2.3.3 Full wind and earthquake loads are typically not combined with test

loads unless an unusually long test duration is planned (i.e., if a

significant probability exists that the partial wind velocity will be

exceeded or an earthquake event may occur).

4.2.3.4 Additional loading shall be included with test if specified in the

contract documents.

4.2.3.5 For allowable stress design, a 20% allowable stress increase shall bepermitted for any test load combination.

4.2.3.6 For ultimate strength/limit states design, no load factor reduction

shall be permitted for any test load combination.

4.3 Structural Design

4.3.1 Steel

4.3.1.1 Steel design shall be in accordance with AISC ASD or AISC LRFD

specifications.

4.3.1.2 For cold-formed shapes, design shall be in accordance with AISI

specifications.

4.3.1.3 Steel joists shall be designed in accordance with SJI standards.

Comment: Supplement number 1 to the AISC ASD

specification deleted the one-third stress increase

for use with load combinations including wind or

earthquake loads. Because of the deletion of the

one-third stress increase, designs made to the AISC

LRFD specifications should be considered for

economy.

4.3.1.4 Steel design, including steel joists and metal decking, shall bedesigned in accordance with OSHA 29 CFR 1926, Subpart R, to

provide structural stability during erection and to protect employeesfrom the hazards associated with steel erection activities.

Comment: Common requirements that affect steel design areas

follow (this is not an all inclusive list):

a. All column base plates shall be designed with a minimum of

four anchor bolts. Posts (which weigh less than 300 lb [136 kg])

are distinguished from columns and are excluded from the four-

anchor bolt requirement.

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b. Columns, column base plates, and their foundations shall be

designed to resist a minimum eccentric gravity load of 300 lb

(136 kg) located 18 inches (450 mm) from the extreme outer

face of the column in each direction at the top of the column

shaft. Column splices shall be designed to meet the same load-

resisting characteristics as those of the columns.

c. Double connections through column webs or at beams that

frame over the tops of columns shall be designed so that at least

one installed bolt remains in place to support the first beamwhile the second beam is being erected. The fabricator may also

supply a seat or equivalent device with a means of positive

attachment to support the first beam while the second beam is

being erected.

d. Perimeter columns shall extend 48 inches (1,200 mm) above the

finished floor (unless constructability does not allow) to allow

the installation of perimeter safety cables. Provision shall be

made for the attachment of safety cables.

e. Structural members of framed metal deck openings shall be

turned down to allow continuous decking, except where not

allowed by design constraints or constructability. The openings

in the metal deck shall not be cut until the hole is needed.

f. Shear stud connectors that will project vertically from or

horizontally across the top flange of the member shall not be

attached to the top flanges of beams, joists, or beam attachments

until after the metal decking or other walking/working surface

has been installed.

4.3.1.5 All welded structural connections shall use weld filler materialconforming toAWS D1.1/D1.1M, Section 3.3 (including Table 3.1),

and have an electrode strength of 58 ksi (400 MPa) minimum yield

strength and 70 ksi (480 MPa) tensile strength, unless otherwise

required.

4.3.1.6 Structural steel wide-flange shapes, including WT shapes, shall be in

accordance withASTM A992/A992M,unless otherwise specified.

4.3.1.7 All other structural shapes, plates, and bars shall be in accordance

withASTM A36/A36M,unless otherwise specified.

4.3.1.8 Preference in design shall be given to shop-welded, field-bolted

connections.

4.3.1.9 Compression flanges of floor beams, not supporting equipment, may

be considered braced by decking (concrete or floor plate) if

positively connected thereto.

4.3.1.10 Grating shall not be considered as lateral bracing for support beams.

4.3.1.11 Except as specified in Section 4.3.1.12 or if slip-critical connections

are required by theAISC Specification for Structural Joints Using

ASTM A325 or A490 Bolts, all bolts 3/4 inches (19 mm) and larger

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(except anchor bolts) shall be type-N (bearing-type with threads

included in the shear plane) high-strengthASTM A325bolts.

4.3.1.12 Bolt size shall be as follows:

a. Structural members - 3/4 inch (19 mm) minimum

b. Railings, ladders, purlins, and girts - 5/8 inch, (16 mm)

ASTM A307

4.3.1.13 Minimum thickness of bracing gusset plates shall be 3/8 inch

(10 mm).

4.3.2 Concrete

4.3.2.1 Concrete design shall be in accordance withACI 318/318R.

4.3.2.2 Concrete design for liquid-containing structures shall also be

designed in accordance withACI 350/350R.

4.3.2.3 Unless otherwise specified, all reinforcing steel shall be in

accordance withASTM A615/A615MGrade 60 deformed.

4.3.2.4 ASTM A615/A615MGrade 60 plain wire conforming to

ASTM A82/A82Mmay be used for spiral reinforcement.

4.3.2.5 Welded wire fabric shall conform toASTM A185/A185M.

4.3.2.6 Reinforcement designed to resist earthquake-induced flexural and

axial forces in frame members and in wall boundary elements shall

be in accordance withASTM A706/A706M.ASTM A615/A615M

Grade 60 reinforcement is acceptable for these members under the

following conditions:

a. The actual yield strength based on mill tests does not exceed the

specified yield strength by more than 18,000 psi (124 MPa).Retests shall not exceed this value by more than an additional

3,000 psi (20.7 MPa).

b. The ratio of the actual ultimate tensile strength to the actual

tensile yield strength is not less than 1.25.

4.3.2.7 Precast and prestressed concrete shall be in accordance with the

PCI Design Handbook.

4.3.3 Masonry

Masonry design shall be in accordance withACI 530/ASCE 5/TMS 402.

4.3.4 Elevator Supports

Elevator support design shall be in accordance withASME A17.1.

4.3.5 Crane Supports

4.3.5.1 Vertical deflection of support runway girders shall not exceed the

following limits given in Table 10 if loaded with the maximum

wheel load(s), without impact (where L = the span length).

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4.3.6.3 Allowable wind drift limits for pre-engineered metal buildings shall

not exceed H/80 (where H = building height).

4.3.6.4 Allowable wind drift limits for a building with a bridge crane that is

required to be in service even during hurricanes shall not exceed

H/400 or 2 inches (50 mm), whichever is less (where H = the heightfrom the base of the crane support structure to the top of the runway

girder).

4.3.6.5 Allowable wind drift limits for buildings with bridge cranes that will

not be in service during hurricanes shall not exceed H/140 or

2 inches (50 mm), whichever is less (see Section 4.3.6.4 for

definition of H).

4.3.6.6 Allowable wind drift limits for process structures and personnel

access platforms shall not exceed H/200 (where H = structure height

at elevation of drift consideration).

4.3.6.7 Allowable seismic drift limits shall be in accordance with

ASCE/SEI 7.

4.3.7 Foundations

4.3.7.1 Foundation design shall be based on the results of a geotechnical

engineering investigation.

4.3.7.2 The minimum overturning stability ratio for service loads other

than earthquake shall be 1.5 (see Section 4.3.7.4 for the minimum

overturning stability ratio for earthquake loads). For foundation

design of buildings and open frame structures, if the dead load factor

is 0.6 in accordance withASCE/SEI 7-05, Section 2, the minimum

overturning stability ratio shall be 1.0.

Comment:This requirement is consistent withASCE/SEI 7provisions, in which the factor of safety is built

into the 0.6 dead load factor in the load

combinations.

4.3.7.3 The minimum factor of safety against sliding for service loads other

than earthquake shall be 1.5 (see Section 4.3.7.4 for the minimum

sliding factor of safety for earthquake loads). For foundation design

of buildings and open frame structures, if the dead load factor is 0.6

in accordance withASCE/SEI 7-05, Section 2, the minimum factor of

safety against sliding shall be 1.0.

Comment: This requirement is consistent withASCE/SEI 7

provisions, in which the factor of safety is builtinto the 0.6 dead load factor in the load

combinations.

4.3.7.4 Overturning and sliding caused by earthquake loads shall be checked

in accordance withASCE/SEI 7-05, Chapter 12. The minimum

overturning stability ratio and the minimum factor of safety against

sliding for earthquake service loads shall be 1.0. In addition, the

minimum overturning stability ratio for the anchorage and

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foundations of skirt-supported vertical vessels and skirt-supported

elevated tanks classified as Occupancy Category IV in accordance

withASCE/SEI 7-05, Section 1.5 and Table 1-1, shall be 1.2 for the

critical earthquake loads specified inASCE/SEI 7-05, Section

15.7.10.5.

4.3.7.5 For earthquake loads calculated by the Equivalent Lateral Force

Procedure inASCE/SEI 7, additional stability checks shall be

performed in accordance withASCE/SEI 7-05, Section 12.8.5,

Overturning. For foundations designed using seismic loadcombinations from Tables 3, 5, and 7 of this Practice, the reduction

in overturning effects at the soil-foundation interface permitted in

ASCE/SEI 7-05, Section 12.13.4, shall not be used.

4.3.7.6 The minimum factor of safety against buoyancy shall be 1.2 if using

actual unfactored service loads.

4.3.7.7 Long-term and differential settlement shall be considered if

designing foundations supporting interconnected, settlement-sensitive equipment or piping systems.

4.3.7.8 Because OSHA requires shoring or the equivalent for excavations

5 ft (1,525 mm) deep or greater and because it is costly to shore

excavations, minimizing the depth of spread footings shall beconsidered in the design.

4.3.7.9 Unless otherwise specified, the top of grout (bottom of base plate) of

pedestals and ringwalls shall be 1 ft (300 mm) above the high point

of finished grade.

4.3.7.10 Except for foundations supporting ground-supported storage tanks,

uplift load combinations containing earthquake loads do not need to

include the vertical components of the seismic load effect, E, if usedto size foundations.

4.3.7.11 Foundations for ground-supported storage tanks that have sufficient

internal pressure to lift the shell shall be designed for the

requirements ofAPI Standard 650Appendix F.7.5.

4.3.8 Supports for Vibrating Machinery

4.3.8.1 Machinery foundations shall be designed in accordance with

PIP REIE686, Chapter 4, equipment manufacturers

recommendations, and published design procedures and criteria for

dynamic analysis.

4.3.8.2 If equipment manufacturers vibration criteria are not available, themaximum velocity of movement during steady-state normal

operation shall be limited to 0.12 inch (3.0 mm) per second for

centrifugal machines and to 0.15 inch (3.8 mm) per second for

reciprocating machines.

4.3.8.3 Support structures or foundations for centrifugal machinery greater

than 500 horsepower shall be designed for the expected dynamic

forces using dynamic analysis procedures.

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4.3.8.4 For centrifugal machinery less than 500 horsepower, in the absence

of a detailed dynamic analysis, the foundation weight shall be

designed to be at least three times the total machinery weight, unless

specified otherwise by the equipment manufacturer.

4.3.8.5 For reciprocating machinery less than 200 horsepower, in theabsence of a detailed dynamic analysis, the foundation weight shall

be designed to be at least five times the total machinery weight,

unless specified otherwise by the manufacturer.

4.3.8.6 The allowable soil-bearing or allowable pile capacity for foundations

for equipment designed for dynamic loads shall be a maximum of

half of the normal allowable for static loads.

4.3.8.7 The maximum eccentricity between the center of gravity of the

combined weight of the foundation and machinery and the bearing

surface shall be 5% in each direction.

4.3.8.8 Structures and foundations that support vibrating equipment shall

have a natural frequency that is outside the range of 0.80 to1.20 times the exciting frequency.

4.3.9 Anchor Bolts

4.3.9.1 Anchor bolts shall be headed type or threaded rods with compatible

nuts usingASTM A36/A36M,A307, F1554Grade 36,F1554

Grade 55, F1554Grade 105,A193/A193MGrade B7,A354

Grade BC, orA354Grade BD material.

4.3.9.2 AllASTM A36/A36M,A307,andF1554 Grade 36anchor bolts shall

be hot dip galvanized.

4.3.9.3 Anchor bolt design shall be in accordance with PIP STE05121.

4.3.10 Wood

Wood design shall be in accordance with the American Forest and Paper

AssociationNational Design Specification for Wood Constructionand with

theNDS Supplement-Design Values for Wood Construction.

4.3.11 Design of Drilled Shafts

4.3.11.1 Minimum vertical reinforcement shall be 0.50% of the pier gross

area or as required to resist axial loads and bending moments.

4.3.11.2 The minimum clear spacing of vertical bars shall not be less than

three times the maximum coarse aggregate size nor less than three

times the bar diameter.

4.3.11.3 Reinforcing steel shall allow a minimum of 3 inches (75 mm) of

concrete cover on piers without casing and 4 inches (100 mm) of

concrete cover on piers in which the casing will be withdrawn.

4.3.12 Design o f Driven Piles

4.3.12.1 Unless otherwise specified or approved, the pile types specified in

PIP STS02360 shall be used.

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4.3.12.2 In addition to in-place conditions, piles shall be designed to resist

handling, transportation, and installation stresses.

4.3.12.3 Unless otherwise specified, the exposure condition shall be

evaluated to establish the corrosion allowances for steel piles.

4.3.12.4 The top of piles shall penetrate a minimum of 4 inches (100 mm)

into the pile cap.

4.3.13 Vessel Load Cell Supports

Supports for vessel load cells shall be designed in accordance with

PIP PCCWE001and PIP PCEWE001.

4.4 Existing Structures

If the owner and the engineer of record agree that the integrity of the existing

structure is 100% of the original capacity based on the design code in effect at the

time of original design, structural designs shall be performed in accordance with the

following:4.4.1 If additions or alterations to an existing structure do not increase the force in

any structural element or connection by more than 5%, no further analysis is

required.

4.4.2 If the increased forces on the element or connection are greater than 5%, the

element or connection shall be analyzed to show that it is in compliance with

the applicable design code for new construction.

4.4.3 The strength of any structural element or connection shall not be decreased to

less than that required by the applicable design code or standard for new

construction for the structure in question.

Pip Stc01015

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