Struct Design Crit_rev0

Sociedad Minera Cerro Verde S.A.A.

Primary Sulfide Project Project No. PSP108

Structural Engineering Design Criteria Document No. C-DC-15-001 Rev. 0 20 January 2005

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Client Name: Project Name: Project Number:

Sociedad Minera Cerro Verde S.A.A. Primary Sulfide Project PSP108

Document C-DC-15-001 Page 1 of 19 Rev. 0

FLUOR

Mining & Minerals

STRUCTURAL ENGINEERING DESIGN CRITERIA This document has been revised as indicated below. Changes after revision 0 are identified by vertical bars at the right side of the page, with additions being underlined. Please replace all pages of this document and destroy the superceded copies. Rev No. A B C 0



Originator (name/initials) T. Chan T. Chan T. Chan T. Chan

Rev Date 19Nov03 11Dec03 10Nov04 20Jan05

Revision Description Issued for information (Feasibility study) Issued for Client approval (Feasibility Study) Issued for Approval Issued for Construction

New Issue

Entire Document Re-issued

APPROVALS

ORIGINAL SIGNED BY FLUOR

DATE

CLIENT

DATE

Keith Richardson

20Jan05

Project Manager: Engineering Manager:

Brad Matthews

20Jan05

Area Project Engineer:

Raymond Gauvin

20Jan05

Lead Discipline Engineer:

Timothy Chan

20Jan05

Process Approval:

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STRUCTURAL




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STRUCTURAL ENGINEERING DESIGN CRITERIA Table of Contents 1.

GENERAL ...................................................................................................................................................3

1.1

Summary......................................................................................................................................................3

1.2

References...................................................................................................................................................3

1.3

Engineering and Design...............................................................................................................................5

2.

PRODUCTS ................................................................................................................................................6

3.

EXECUTION................................................................................................................................................6

3.1

Design Loads ...............................................................................................................................................6

3.2

Load Combinations ....................................................................................................................................10

3.3

Structural

3.4

Concrete.....................................................................................................................................................14

3.5

Masonry......................................................................................................................................................15

3.6

Foundations ...............................................................................................................................................15

3.7

Clearances .................................................................................................................................................16

3.8

Deflection and Camber Criteria..................................................................................................................17

3.9

Drift Criteria ................................................................................................................................................17

3.10

Deflection and Drift Ratios .........................................................................................................................17

4.

ATTACHMENTS ....................................................................................................................................... 19

Steel...........................................................................................................................................12

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STRUCTURAL




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STRUCTURAL ENGINEERING DESIGN CRITERIA 1.

GENERAL 1.1

Summary A.

B.

Scope of Specification 1.

This specification establishes the criteria for structural engineering and design. This includes and defines applicable codes and standards, design loads, materials of construction, and foundation requirements.

2.

Whenever this specification differs from the referenced codes, standards, or specifications, this specification shall govern.

Related Specifications The following specifications prescribe items of related work: 1.

C-CS-15-011: Structural Concrete and Reinforcing

2.

C-CS-15-031: Grouts

3.

C-CS-15-032: Fabrication of Structural and Miscellaneous Steel

4.

C-CS-15-033: Erection of Structural and Miscellaneous Steel Coordinate work prescribed by this specification with work prescribed by the above listed specifications.

C.

1.2

Related Practices The following practices provide additional information and guidance to the application of loads. 1.

670.215.1207: Anchor Bolt Design Criteria

2.

670.215.1215: Wind Load Calculations

3.

670.215.1216: Earthquake Engineering

4.

670.215.1250: Pipe Supports

References The publications listed below form part of this specification to the extent referenced in this specification. If there is a discrepancy between the references and the specifications, the specifications shall govern. A.

AASHTO (American Association of State Highway and Traffic Officials) 1.

B.

Standard Specifications for Highway Bridges

ACI (American Concrete Institute) 1.

301 Standard Specification for Structural Concrete

2.

318 Building Code Requirements for Structural Concrete


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STRUCTURAL ENGINEERING DESIGN CRITERIA C.

D.

AISC (American Institute of Steel Construction) 1.

Manual of Steel Construction, Allowable Stress Design, Ninth Edition, 1989.

2.

Manual of Steel Construction, Load and Resistance Factor Design

3.

Specification For Structural Steel Buildings – Allowable Stress Design And Plastic Design, 1989. Changes specified in Supplement No.1 to the Specification for Structural Steel Buildings December 17, 2001 are mandatory when using this standard.

4.

Allowable Stress Design Specification for Structural Joints using ASTM A325 or A490 Bolts.

5.

Load and Resistance Factor Design Specification for Structural Steel Buildings.

6.

Load and Resistance Factor Design Specification for Structural Joints using ASTM A325 or A490 Bolts, Research Council on Riveted and Bolted Structural Joints.

7.

Seismic Provisions For Structural Steel Buildings, 1997, including Supplement No. 1, 1999 and Supplement No.2, November 2000.

API (American Petroleum Institute) 1.

E.

AREMA (American Railway Engineering and Maintenance-of-Way Association) 1.

F.

Manual for Railway Engineering

ASCE (American Society of Civil Engineers) 1.

G.

STD 650 Welded Steel Tanks for Oil Storage

ASCE 7 Minimum Design Loads for Buildings and Other Structures

ASTM (American Society for Testing and Materials) 1.

A36/A36M Standard Specification for Carbon Structural Steel

2.

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

3.

A82 Standard Specification for Steel Wire, Plan, for Concrete Reinforcement

4.

A185 Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement

5.

A307 Standard Specification for Carbon Steel Bolts and Studs, 60000 psi Tensile Strength

6.

A325 Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

7.

A500 Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

8.

A563 Standard Specification for Carbon and Alloy Steel Nuts

9.

A569/A569M Standard Specification for Steel, Carbon, Hot-Rolled Sheet and Strip Commercial Quality


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STRUCTURAL ENGINEERING DESIGN CRITERIA

H.

10.

A572/A572M Standard Specification for High-Strength Low Alloy Columbium-Vanadium Steels of Structural Quality

11.

A615/A615M Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

12.

A706/A706M Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

13.

A786/A786M Standard Specification for Rolled Steel Floor Plates

14.

A992/A992M Standard Specification for Steel for Structural Shapes for Use in Building Framing

15.

C62 Standard Specification for Building Brick

16.

C90 Standard Specification for Loadbearing Concrete Masonry Units

17.

C270 Standard Specification for Mortar for Unit Masonry

18.

C476 Standard Specification for Grout for Masonry

19.

F436 Standard Specification for Hardened Steel Washers

AWS (American Welding Society) 1.

I.

CMAA (Crane Manufacturers Association of America) 1.

J.

“Primary Sulfide Project Final Geotechnical Investigation Concentrator Plant Final Report” prepared by Vector Peru S.A.C. dated January, 2005.

BSSC (Building Seismic Safety Council) 1.

1.3

Part 1910, Subpart D

Geotechnical Investigation Report 1.

M.

International Building Code (IBC), 2003 Edition

OSHA (Occupational Safety and Health Administration) 1.

L.

#70-99 Specifications for Top Running Bridge and Gantry Type Multiple Girder Electric Overhead Traveling Cranes

ICBO (International Conference Of Building Officials) 1.

K.

D1.1 Structural Welding Code - Steel

NEHRP (National Earthquake Hazard Reduction Program) Recommended Provisions for Seismic Regulations for New Buildings and Other Structures, Part I (FEMA 368) and Part II (FEMA 369).

Engineering and Design A.

All design drawings and fabrication drawings shall be prepared using metric units.

B.

All structural rolled shapes shall be called out in accordance with AISC metric designation. Steel bolt and pipe diameters shall be called out in accordance with AISC Imperial designation. All other items shall be called out in metric sizes (i.e., bolt holes, plates, grating, grout, etc.).


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2.

C.

Structural steel design will be performed using AISC U.S. Customary Shapes conforming to the th Manual of Steel Construction, Ninth (9 ) Edition Shapes, or as approved by the Lead Engineer.

D.

Concrete design will be performed using standard imperial reinforcing bar sizes (ASTM A615). Imperial reinforcing bar sizes shall be shown on the drawings (#8 @ 300 for example).

E.

Concrete masonry design will be performed only after verification from the Construction Manager that the materials, testing and inspection, as specified in this criteria are available at the project site.

PRODUCTS Not Applicable.

3.

EXECUTION 3.1

Design Loads Loads and forces used for design shall be as defined in IBC and ASCE 7. Buildings and structures, unless noted otherwise, shall be classified according to IBC, for the purpose of determining wind and snow loads. A.

D (Dead Loads) These are the vertical loads due to the weight of permanent structural and nonstructural components of a building or structure, including empty vessels, equipment, built-in partitions, fireproofing, insulation, piping and ducting, electrical conduits, and permanent fixtures.

B.

Pe (Process Empty Loads) These are the empty weight of process equipment or vessel, including all attachments, trays, internals, insulation, packing, agitators, piping, ladders, platforms, etc. Process empty loads shall have the same load factor as dead load.

C.

Po (Process Operating Loads) These are the process empty loads plus the weight of any liquids or solids present within the vessels, equipment, or piping during normal operation. Also consider unusual loading such as that occurring during regeneration or upset conditions when fluid levels could be higher than normal operating levels. Process operating loads shall have the same load factor as dead load.

D.

Pt (Process Test Loads) These are the dead loads plus the weight of liquids necessary to pressure test vessels, equipment, or piping.

E.

L (Live Loads) These are the loads produced by the use and occupancy of the building or structure. They include the weight of all movable loads, including personnel, tools, miscellaneous equipment, movable partitions, cranes, hoists, parts of dismantled equipment, and stored material. Live loads and reduction of live loads shall be according to ASCE 7,Section 4; OSHA Part 1910, Subpart D; and as specified in Attachment 01.


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F.

Lr (Roof Live Loads) These are the live loads on the structure roof. Minimum roof live loads shall be 1.0 kPa (20 psf).

G.

TI (Traffic Loads) Bridges, trenches, and underground installations accessible to truck loading shall be designed to withstand HS20 load as defined by AASHTO Standard Specifications for Highway Bridges. Maintenance or construction crane or bridge crane loads shall be considered also, where applicable. Truck or crane load shall have the same load factor as live loads.

H.

I.

J.

S (Snow Loads) 1.

No snow requirements.

2.

In no case shall the minimum design roof load be less than 1.0 kPa (20 psf).

W (Wind Loads) 1.

Every building, structure, component, and cladding shall be designed to resist wind effects according to Attachment 2.

2.

Wind load shall be separately computed for all supported equipment, ladders, and stairs except for vessels whose wind increase factors have already accounted for these items.

3.

No reduction shall be made for the shielding effect of vessels or structures adjacent to the structure being designed.

4.

The overturning moment due to wind shall not exceed 2/3 of the resisting moment of the structure during its lightest possible condition after plant construction is complete unless the building or structure is anchored to resist the excess moment.

5.

Flexible wind-sensitive structures, including vessels, are defined by ASCE 7 as having a fundamental frequency less than 1 Hertz or a height exceeding four times the least horizontal dimension. Only the 1 Hertz criteria need be considered for Fluor structures.

6.

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. One such procedure is described in Section 6.6 of the ASCE 7 Commentary.

7.

Consider induced dynamic loads such as vortex shedding on cylindrical shapes extending over 30 m (100 ft) above grade or having a height-to-diameter ratio in excess of 15.

E (Earthquake Loads) 1.

Earthquake loads are defined as the static horizontal and vertical forces equivalent in their design effect to the dynamic loads induced by ground motion during an earthquake.

2.

All buildings, structures, and components shall be designed for earthquake forces according to IBC and the following factors (per reference 1.2.L, Vector’s Report, page 103 paragraph 8.22 and Appendix A, Figure 1-27):


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K.

L.

M.

a.

Ss = 0.8 g (Spectral acceleration for 0.2 sec. Period)

b.

Si = 0.3 g (Spectral acceleration for 1.0 sec. Period)

c.

Fa = 1 (Site coefficient defined in Table 1615.1.2.(1)

d.

Fv = 1 (Site coefficient defined in Table 1615.1.2. (2)

e.

Site class = B (IBC Table 1615.1.1)

3.

Seismic design for circular storage tanks at grade shall be according to Appendix E of API Standard 650, except that the design input forces shall be modified as per section 14.7.3.8 of NEHRP (FEMA 368). The effect of slosh height on freeboard and tank roof shall be considered.

4.

Seismic dead load is the total dead or operating load, whichever is worse, and applicable portion of other loads as defined in IBC 1616 to 1622.

5.

Tall structures and structures having stiffness, weight, or geometric irregularities as defined in IBC Section 1616.5 shall be analyzed using dynamic lateral force procedures of Section 1618, including appropriate scaling of the results.

I (Impact Loads) 1.

For structures carrying live loads that induce impact, the live load shall be increased sufficiently to provide for it. If not otherwise specified, the increase shall be no less than the percentages presented in Attachment 3. The increase in load shall not be required to be applied to supporting columns.

2.

A mass of the total moving load (wheel load) shall be used for impact loads on crane runway girders.

3.

The crane runway shall also be designed for crane stop forces.

4.

Vertical, transverse, and longitudinal impact forces are normally not considered to act concurrently. Load factors shall be the same as for live load.

V (Vibration Loads) 1.

Vibration loads are defined as those forces that are caused by vibrating machinery such as mills, crushers, screens, conveyors, pumps, blowers, fans, and compressors. Included with this definition are surge forces similar to those acting in fluid cokers, hydroformers, and hydrocrackers. Load factors for surge forces shall be the same as for live loads.

2.

Supports and foundations for vibrating equipment shall be designed to limit vibrations to levels that are acceptable for equipment operation and human tolerance.

3.

The ratio of the operating equipment frequency to the natural frequencies of vibrating equipment support structure shall be out of the range of 0.5 to 1.5.

C (Construction /Erection Loads) Construction / erection loads are temporary forces caused by erection of structures or equipment. Construction / erection loads shall have the same load factor as live load.

N.

T (Self-Straining and Thermal Forces)


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O.

1.

Provisions shall be made for self-straining forces arising from assumed differential settlements of foundations and from restrained dimensional changes due to temperature changes, moisture expansion, shrinkage, creep, and similar effects. Load factors shall be the same as for dead load.

2.

Thermal load shall be defined as those forces caused by a change in temperature. Thermal load results from both operating and environmental conditions. Such forces shall include those caused by vessel or piping expansion or contraction, and expansion or contraction of structures.

3.

Thermal loads and displacements caused by operating conditions shall be based on the design temperature of the item of equipment rather than the operating temperature.

4.

Ambient temperature ranges from a maximum of 30 degrees C to a minimum of 0 degrees C.

5.

Design delta temperature for unheated structures and conveyor bridges shall be 20 degrees C.

R (Rain Loads) 1.

P.

For the effect of ponding due to rain loads on buildings and enclosed structures, refer to IBC. Load factors shall be the same as for roof live load.

F (Friction Loads) The following friction coefficients shall be used for determining restraint (force) due to temperature change or lateral force on sliding surfaces:

Surface

Friction Coefficient

Steel to Steel

0.40

Steel to Concrete

0.60

Proprietary Sliding surfaces or Coatings (i.e. “Teflon”) Graphite to Graphite (For temperature limits, see manufacturer’s data.)

Per Manufacturer’s Instructions 0.15

Friction force due to expansion and contraction of pipes shall be determined according to Practice 670.215.1250. Q.

Conveyor Belt Material Loading (Live Load) 1.

LLn – Nominal belt live load – based on conveyor max. design capacity (t/h) and belt speed (normal operation) and multiplied by an overload factor of 1.25.

2.

LLmax – Maximum belt live load – based on full cross sectional capacity of the belt.

3.

If LLn (including 1.25 factor), is equal or greater than LLmax, use LLmax for nominal live load calculations.


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STRUCTURAL ENGINEERING DESIGN CRITERIA 4.

R.

S.

Spillage around conveyor loading points and on gallery walkways shall be taken as the equivalent of a two-inch depth of material of the same bulk density as material being transported.

Equipment Loads 1.

All structural members supporting equipment shall be designed for loads supplied by the equipment manufacturer, plus impact and/or loads from process materials. All members supporting equipment where vibration may occur shall be sized such that the natural frequency to the supporting member is sufficiently away from the disturbing frequency of the equipment as not to cause any significant stress magnification.

2.

Where it is possible for the equipment to retain a “plug” load of process material, the supporting members shall be designed for this load at the appropriate probability factor for steel or at the appropriate design load factor for concrete indicated in this Design Criteria.

Other Loads Additional loads such as wind-blown sand build-up, ice on pipes and cables, blast loads, and hydrostatic and earth pressures shall be considered when applicable.

3.2

Load Combinations Every building, structure, and component shall be provided with strength adequate to resist the most critical effect resulting from the following combination of loads: A.

Definitions D

=

All dead loads and operating loads

L

=

Platform live loads, snow, ice, rain loads, earth and hydrostatic pressure, impact and vibration loads, etc.

W

=

Wind

E

=

Specified earthquake load per IBC

T

=

Effects due to temperature, creep, differential settlement, etc.

Bop

=

Belt tension under normal operating conditions (including impact factor) Factor for obtaining Bst from Bop shall be 1.5. Actual Bst value obtained from dynamic analysis can be used, but it shall be no less than Bop x 1.5. Load factor of 1.5 shall be used on all belt tensions except B max, to account for dynamic and impact effects of moving conveyor belt.

Bsd

=

Belt shutdown tension

Bst

=

Belt tension at start-up (including impact factor)

Bmax

=

Belt breakdown tension Factored Bop shall be compared to belt tensions at peak loading (without impact factor). The larger value shall be used as Bop. Bst, Bsd or Bmax is not to be considered as acting at same time as W or E or T. In lieu of Bst or Bsd, Bmax shall be used for design of conveyor drive terminals,


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STRUCTURAL ENGINEERING DESIGN CRITERIA where Bmax is maximum belt tension which could theoretically be developed and calculated based on the maximum torque which the drives can deliver (including service factor), i.e., at breakdown of the motor. C

=

Crane load

P

=

Total plug load P is not to be considered as acting at the same time as W or E or T.

B.

C.

D.

E.

General Load Combinations 1.

For strength design, use the load Combinations of IBC and ASCE 7.

2.

For strength design to ACI 318 modify the ACI load factors to be applied to the Earthquake load combinations - as outlined in IBC Chapter 19.

3.

For allowable stress design use only the Basic Load combinations in Section 1605.3.1. Of IBC. Note that load reduction factors should be used for combinations of transient loads (See Section1605.3.1.1)

4.

The alternative basic load combinations of Section 1605.3.2 of IBC are not permitted

5.

For both allowable stress design and strength design, the special seismic load combinations of IBC Section 1605.4 shall be considered when required. These combinations use the maximum seismic load effect, Em. When allowable stress design is used, the design strengths for these load cases are permitted to be determined using an allowable stress increase of 1.7 and a resistance factor Φ, of 1.0 as indicated in Section 1617.1.2 of IBC

Conveyor Load Combinations 1.

D+W

2.

D + (Bst, Bsd or Bmax)

3.

D + 0.75[L + (Bst, Bsd or Bmax)]

4.

D + Bop + (W or 0.7 E or T)

5.

D + Bop + 0.75[L + (W or 0.7 E or T)]

6.

0.6D + 0.75[L + Bop + T + (W or 0.7 E)].

Plug Load Combinations 1.

D+P

2.

D + P + Bop

3.

D + 0.75(L + P)

4.

D + 0.75(L + P) + Bop

5.

0.6D + 0.75[(L + P + (Bst or Bsd)].

For process equipment, the operating load is considered as dead load in the above load combinations. Other load combinations given in ASCE or ACI 318 shall be considered when applicable and when approved by the Lead Structural Engineer.


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3.3

F.

Wind and earthquake forces shall not be assumed to act concurrently.

G.

Stress Increases 1.

It is no longer permitted to increase allowable steel stresses by 1/3 when considering wind, earthquake and plug load. Note that Supplement No.1 to the Specification for Structural Steel Buildings December 17, 2001 removes this provision from the AISC ASD-89 standard. Use of a stress increase in combination with the load combinations of IBC section 1605.3.1 or ASCE 7 would be unconservative.

2.

Exceptions to the above provision are: a.

A load duration increase shall be permitted for wood structures.

b.

A load duration increase shall be permitted for soil bearing pressures or pile allowable loads as permitted by the geotechnical consultant.

H.

Maintenance loads shall be considered temporary and shall not be combined with wind or earthquake loads.

I.

Self-straining loads shall be considered permanent and shall be combined with wind or earthquake loads.

Structural Steel Structural steel design, fabrication, and erection shall be according to the following AISC manuals and specifications, materials, and general requirements. A.

B.

Manuals and Specifications 1.

Manual of Steel Construction, Allowable Stress Design.

2.

Manual of Steel Construction, Load and Resistance Factor Design.

3.

Specification For Structural Steel Buildings – Allowable Stress Design And Plastic Design June 1, 1989 including Supplement No.1 to the Specification for Structural Buildings December 17, 2001.

4.

Allowable Stress Design Specification for Structural Joints using ASTM A325 or A490 Bolts.

5.

Load and Resistance Factor Design Specification for Structural Steel Buildings.

6.

Load and Resistance Factor Design Specification for Structural Joints using ASTM A325 or A490 Bolts, Research Council on Riveted and Bolted Structural Joints.

Materials 1.

Structural Steel:

Structural steel wide flange shapes, including WT shapes, shall be in accordance with ASTM A992/A992M, unless otherwise specified on drawings. All other structural shapes, plates and bars shall be in accordance with ASTM A36/A36M, unless otherwise specified on drawings.

2.

High Strength Bolts:

ASTM A325, Type 1

3.

High Strength Nuts:

ASTM A563, Grade DH


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C.

4.

Unfinished Bolts:

ASTM A307, Grade A

5.

Unfinished Nuts:

ASTM A563, Grade A

6.

Hardened Steel Washers:

ASTM F436

7.

Structural Piping:

ASTM A53 Type E or S, Grade B

8.

Structural Tubing:

ASTM A500, Grade B

9.

Pipe Handrail:

ASTM A53, Type S, Grade B

10.

Welding Electrodes:

AWS D1.1, F u = 483 Mpa (70 ksi)

11.

Steel Grating:

ASTM A569 32 mm x 5 mm bearing bars at 30 mm o.c. with cross bars at 100 mm o.c (1-1/4” x 3/16” @ 1 3/16”o.c. with cross bars @ 4” o.c.)

12.

Steel Stair Treads:

Same as Grating, only serrated with standard non-slip nosing

13.

Steel Floor Plate:

ASTM A786 6 mm (1/4 of an inch) checkered plate

General 1.

Shop connections normally shall be welded. strength of 483 MPa (70 ksi).

Use welding electrodes with a tensile

2.

Field connections, except for slip-critical connections, normally shall be 3/4-inch (19 mm) diameter, high strength bolts using bearing type connections, with threads included in the shear planes. However, major moment connections, where ductility is required, shall be field bolted for shear (and erection) and field welded for moment. Larger diameter bolts may be used if necessary for design. LeJeune or equal Tension Control (shear off) structural bolts shall be used for all connections except as noted below. High strength heavy hex head structural bolts may substitute for High strength Tension Control (shear off) bolts in the following connections: a.

Removable members where specified on the design drawings

b.

Where designed bolt size is larger than 1 1/8 inch (29 mm).

c.

Where space is restricted to permit use of installation tool for tension control (shear off) bolts

d.

Where LeJeune bolts or equal are unavailable in quantities required for the Project

3.

For bolted moment connections and those in direct tension, high strength bolts in bearing with threads included in the shear planes shall be used. LeJeune or equal Tension Control (shear off) structural bolts shall be used for the connections.

4.

For secondary or lightly loaded members such as girts, stairs, ladders, and handrails, 5/8 inch (16 mm) diameter ASTM A307 unfinished bolts may be used.

5.

Connections that are not detailed or otherwise noted on the design drawings shall be shop welded and field bolted AISC double angle or end plate shear connections. Use the maximum number (n) rows of field bolts compatible with a beam T dimension. Minimum connection angle thickness shall be 8mm (5/16 inch) and minimum weld size shall be 6


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STRUCTURAL ENGINEERING DESIGN CRITERIA mm (1/4 inch). Minimum thickness of end plates shall be 10mm (3/8 inch). Avoid end plates that are unnecessarily thick as they may limit the assumed rotation of the shear connection (consult AISC publications for guidance). LeJeune or equal Tension Control (shear off) structural bolts shall be used for the connections. 6.

Gusset plates shall be 10 mm (3/8 inch) minimum thickness.

7.

Platforms and walkways shall be covered generally with 1 1/4 by 3/16 of an inch (32 mm by 5 mm) grating unless otherwise noted for horizontal internal application. Grating shall be serrated for sloped or external application. Lateral support by grating shall not be considered in design of supporting beams. The weight of removable flooring sections shall not exceed 68 kg (150 pounds). Where checkered plate is required, use 1/4 inch thick, field welded to supporting steel.

3.4

8.

Structural tees are preferred in lieu of double angles for horizontal bracing members. For vertical bracing, use double angles.

9.

Guardrails shall conform to OSHA Part 1910, Subpart D.

10.

Metal deck for roof, floors, and siding shall be selected and approved by the Lead Structural Engineer.

11.

Structural design and detailing for the support of overhead cranes shall be in accordance with CMAA Specification #70.

Concrete Concrete design and construction shall be according to the following codes and specifications, materials, and general requirements. A.

B.

Codes and Specifications 1.

Standard Specification for Structural Concrete, ACI 301

2.

Building Code Requirements for Structural Concrete, ACI 318

Materials 1.

The minimum 28-day compressive strength f’ c shall be as follows: a.

Foundations:

28 MPa (4,000 psi)

b.

Paving:

28 MPa (4,000 psi)

c.

Structures:

28 MPa (4,000 psi)

d.

Manholes, drain boxes, ditch lining, end walls, curbs: 20 MPa (2,900 psi)

e.

Underground electrical duct envelopes:

15 MPa (2,175 psi)

f.

Lean mix (Blinding):

10 MPa (1,450 psi)

2.

Reinforcing steel:

ASTM A615 Grade 60

3.

Welded wire fabric:

ASTM A185

4.

Tie wire: ASTM A82

black double annealed wire


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Mining & Minerals

STRUCTURAL ENGINEERING DESIGN CRITERIA 3.5

Masonry Masonry design and construction shall be according to the following codes, specifications, materials, and general requirements. A.

Codes and Specifications IBC, Chapter 21

B.

C.

Materials 1.

Masonry: f’m = 10 MPa (1450 psi)

2.

Grout: f'c = 15 MPa (2175 psi)

3.

Mortar: Type M or S, f’ c = 18 MPa (2600 psi)

4.

Hollow-unit concrete block: ASTM C90, Grade N with a compressive strength of 15 MPa (2175 psi) based on the net area

5.

Reinforcing steel: ASTM A615 Grade 60

6.

Wire reinforcement, truss type: Dur-O-Wall or an approved equal, galvanized, 9-gage minimum wire diameter: ASTM A82

General Maximum working stresses for reinforced solid and hollow unit masonry shall be those permitted for no special inspection, unless a note for special inspection required is indicated on design drawings.

3.6

Foundations A.

The geotechnical consultant's investigation and recommendations report for the project site shall be made available to all foundation design engineers on as needed basis. This report must specify the items listed below that are essential to perform the foundation design . 1.

The types, depths, and foundations for the different structure or equipment classifications.

2.

IBC soil profile type.

3.

Site specific ground motion spectra, if developed for the project site.

4.

Pipe or caisson capacities, if such foundations are used.

5.

Soil corrosion potential for buried steel and concrete elements.

6.

Allowable soil bearing for both vertical and lateral loading.

7.

Allowable increase in normal bearing pressure for the load combinations with transient loads such as wind and earthquake and short term loads such as test, etc.

8.

Active and passive earth pressures.

9.

The water table height for buoyancy computations.

10.

Use of passive and frictional forces to resist active and lateral forces.

11.

Settlement data for the different equipment classifications.


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3.7

12.

Dynamic soil properties.

13.

Modulus of subgrade reaction for computing soil springs.

B.

Anchor bolts shall be designed according to Practice 670.215.1207.

C.

The maximum frost penetration for plant design and mechanical undermining shall be 300 mm (12 inches).

D.

Use computer programs for equipment foundation design if an applicable program is available.

Clearances The following horizontal or vertical minimum clearances shall be provided for the Project: A.

B.

C.

D.

Walkways 1.

Headroom: 2135 mm (7’-0”)

2.

Headroom above stair tread measured from leading edge of tread: 2135 mm (7'- 0")

3.

Minimum width: 760 mm (2' - 6")

Roads and Accessways 1.

Vertical clearance for primary access roads: 6400 mm (21’-0”)

2.

Vertical clearance under pipe racks and for secondary roads: 3660 mm(12’-0”)

3.

Width of primary access (excluding 1525 mm, 5’-0”, shoulders): 3660 mm(12’-0”)

4.

Width of secondary roads (excluding 910 mm, 3’-0”, shoulders): 3050 mm (10’-0”)

5.

Clearance from edge of road shoulders to platforms, equipment, piping, etc.: 1525 mm (5’0”)

Railroads (for non-electrical obstructions only) 1.

Vertical clearance from top rail: 6860 mm (22’-6”)

2.

Horizontal clearance from track centerline: 3050 mm (10’-0”)

Stairs (industrial, non-building) and Ladders 1.

Width of stairs, back-to-back of stringers: 760 mm (2’-6”)

2.

Width of platforms (minimum): 760 mm (2’-6”)

3.

Width of stair landings (minimum): 760 mm (2’-6”)

4.

Maximum stair rise without break: 3660 mm (12’-0”)

5.

Stair tread (width): (+ or -) 250 mm (9 3/4”)

6.

Stair riser: (+ or -) 197 mm (7 3/4”)

7.

Preferred stair angle: 40 °

8.

Maximum stair angle: 50 °

9.

Maximum caged ladder rise without break: 8990 mm (29’-6”)


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STRUCTURAL ENGINEERING DESIGN CRITERIA 10. E.

3.8

Maximum noncaged ladder rise (from grade): 5945 mm (19’-6”)

General 1.

Clearance is defined as the net clear horizontal or vertical dimension between the plane of maximum protrusion and the corresponding reference plane or surface.

2.

In providing the above minimum clearances, make allowances for fireproofing, piping, heating and ventilating ducts, insulation and structural member size, wherever applicable.

Deflection and Camber Criteria A.

Deflection limitations for structures shall conform to IBC Section 1604 and ACI 318 Section 9.5.

B.

Maximum live load deflection of grating and floor plate shall not exceed 6 mm (1/4 inch).

C.

Lateral deflection of crane support runway girders for cranes with lateral moving trolleys shall not exceed L/400, where L equals the span length.

D.

Vertical deflection of crane support runway girders shall not exceed the following limits due to maximum wheel load(s), excluding impact, where L equals the span length: CMAA Crane Class

3.9

Deflection Limit

Top running CMAA Class A, B, and C cranes

L/600

Top running CMAA Class D cranes

L/800

Top running CMAA Class E and F cranes

L/1000

Under running CMAA Class A, B, and C cranes

L/450

Monorails

L/450

1.

Vertical deflection of jib cranes shall not exceed L/225, excluding impact, where L equals the maximum distance from the support column to the load location.

2.

Camber requirements to ensure proper roof drainage and to control deflection of large span trusses and girders shall conform to IBC and AISC Specification Chapter L.

Drift Criteria A.

Allowable wind drift limits for pipe racks shall not exceed H/150, where H equals pipe rack height.

B.

Allowable wind drift limits for process structures, pre-engineered metal buildings, and personnel access platforms shall not exceed H/200, where H equals structure height.

C.

Allowable wind drift limits for buildings with bridge cranes shall not exceed H/200 or 50 mm (2 inches), whichever is less, where H equals height to the top of the crane runway girder.

D.

Allowable inter-story wind drift for occupied buildings that may suffer damage from excessive drift shall not exceed H/400, where H equals building story height.

E.

Inter-story seismic drift limitations shall conform to IBC Chapter 16.

3.10 Deflection and Drift Ratios


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STRUCTURAL ENGINEERING DESIGN CRITERIA A.

Deflection Ratios The following ratios of deflection under live load only, to span (L) are recommended not be exceeded: Roof framing with sheet metal cladding

1/240

Roof framing with built-up roofing

1/360

Roof cladding (sheet metal)

1/120

Wall cladding (uninsulated sheet metal)

1/120

Wall cladding (sandwich panel)

1/180

Floor decks (sheet metal)

1/240

Platform beams

1/360

Wind sway of building columns

See 3.9

Lateral displacement of building columns (lateral crane load)

See 3.9

Trusses due to dead plus live loads

1/700

Process crane girders, vertical, dead plus live loads w/o impact

See 3.8

Process crane girders, horizontal due to side thrust

See 3.8

Shop crane girders, vertical, dead plus live loads w/o impact

See 3.8

Shop crane girders, horizontal due to side thrust

See 3.8

Conveyor supports, vertical, dead load (w/o material) and live load

1/500

Conveyor supports, vertical due to material load

1/600

Conveyor supports, horizontal, due to wind or seismic load

1/300 of height

Girts and purlins due to wind load or roof live load

1/200

The differential deflection between supports for direct driven equipment shall be limited to 75% of the transitional and rotational movement permitted in the coupling between the drive and the equipment. B.

Span Depth Ratios The following ratios of depth (D) to span (L) of steel supporting beams and trusses are recommended not to be exceeded unless a detailed deflection analysis of the member proves that the actual deflection is not detrimental to the structure or its function. •

•

Trusses:

vertical

D/L

=

1/17

horizontal

D/L

=

1/24

D/L

=

1/16

Equipment support beams (conveyor drives)


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4.

•

Platforms - beams (general)

D/L

=

1/24

•

Walkway beams

D/L

=

1/24

•

Purlins

D/L

=

1/30

•

Girts

D/L

=

1/50

ATTACHMENTS Attachment 1

Minimum Design Live Loads

Attachment 2

Wind Load – ASCE 7-02

Attachment 3

Impact Loads END OF DOCUMENT


STRUCTURAL



Document C-DC-15-001 Page 1 of 2 Attachment 1 Rev. 0

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MINIMUM DESIGN LIVE LOADS Uniform Load (1) Occupancy or Use Access floor system (computer use) Access floor system (office use) Concentrated load on floor slabs Control rooms Conveyor walkway Corridors Crushing plants (laydown areas) Electrical switchgear room Elevator machine room grating Grinding bay floor Handrails and guard rails Laboratories Laydown areas and truck aisles Lobbies Lunchrooms Mezzanines Offices Operating platforms and areas flooring Operating platforms and areas framing Ore stockpile reclaim chamber feeder floor Partitions and interior walls Personnel access platforms and walkways Primary crusher feeder floor Railroad support structures Restrooms Roofs Sidewalks Stairs and ramps Storage warehouses (heavy) Storage warehouses (light) Surcharge outside and adjacent to structures Truck support structures

Concentrated Load KN Lbs 9.0 2000 (2) 9.0 2000 (2) 9.0 2000 (2) 9.0 2000 (2)

2

kPa 4.8 2.4

Lbs/ft 100 (7) 50

12.0

250 (9)

4.8 14.4 7.2 4.8 24.0 4.8 9.6 4.8 4.8 4.8 2.4 4.8

100 9.0 300 13.3 150 9.0 100 1.3 500 13.3 IBC 1607.7 or OSHA 1910 Subpart D (4) 100 200 100 100 100 50 9.0 100

4.8

100

14.4

300

0.24 2.9

5 psf, lateral 60

14.4

300 Coopers E-80 (8) 50 20 250 100 250 150 250

2.4 1.0 12.0 4.8 12.0 7.2 12.0

ASHTO HS20-44


2000 (2) 3000 (2) 2000 (2) 300 (3) 3000 (2)

2000

13.3

3000 (2)

13.3

3000 (2)

36 8000 4.5 1000 Fork lift truck (6) Fork lift truck 36 8000 (5) ASHTO HS20-44

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(1) - Refer to IBC Section 1607.9 or ASCE 7 Section 4.8 for live load reduction. (2) – Load placed upon any space 0.76 m (2.5 feet) square, not combined with uniform live load according to IBC Sec. 1607.4 (3) – Load is applied on 4 inch square area. (4) – Consult local building code and Owner specifications for more severe requirements. (5) – Wheel load not to be combined with uniform live load – Railroad surcharge, where applicable, shall be considered according to AREMA. (6) – Wheel spacing, type, pressure, and footprint are required from the manufacturer. (7) – Use weight of equipment or stored material when greater. (8) – Or as required by railroad company. 2 (9) – For design of individual elements and support members, use 2.4 kPa (50 Lbs/Ft ). For overall truss or conveyor structure design use 0.7 KN/m (50 Lbs/Lin. Foot).


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WIND LOAD – ASCE 7-02

1.

Every building, structure, component, and cladding shall be designed to resist wind effects according to ASCE 7, and as modified herein. a.

Basic wind speed (V) corresponding to a 3 second gust speed in Exposure Category C at standard height of 10 m (33 feet) above ground shall be 137 km/h (85 mph).

b.

Terrain Exposure Category shall be C

c.

Importance fact I, shall be equal to 1.0

2.

The design force F on structures or design pressure p on buildings shall be determined with appropriate equations given in ASCE 7.

3.

Wind loads on vertical and horizontal vessels shall account for manholes, nozzles, piping, ladders and platforms. Also, insulation thickness, if any, shall be added to vessel diameter for determining the projected area.


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IMPACT LOADS

Category For Supports of elevators and dumbwaiters (dead and live load) For cab operated traveling crane support girders (3) and their connections For pendant operated traveling crane support girders (3) and their connections Monorails, trolley beams, davits For supports of light machinery, shaft, or motor driven For supports of reciprocating machinery or power driven units For hangers supporting floors and balconies

Vertical Load (Percent)

Lateral Load (Percent)

100

-

Longitudinal Load (Percent) -

25 (4)

20 (1)

10 (2)

10 (4)

10 (1)

10 (2)

25 (4) 20

-

10 (2) -

50

-

-

33

-

-

1.

Sum of weights of rated capacity of hoist and of the crane trolley, cab and hooks, applied one-half at top of each rail (except when the supporting structures and runway beams have different stiffness. In this case, loads shall be distributed according to the net stiffness to each of the rail), acting in either direction, normal of runway rails. Lateral impact loads are for powered trolleys only. Zero impact loads for hand geared trolleys.

2.

Longitudinal tractive force shall, if not otherwise specified, be taken as 10 percent of maximum wheel loads of crane, applied at top of rail. Longitudinal impact loads are for powered trolleys only. Zero impact loads for hand geared trolleys. Crane runways shall also be designed for crane stop forces. This is the force resulting form the crane’s hitting the stop at 40 percent of rate loaded bridge speed.

3.

Live load crane support girders shall be taken as the maximum wheel loads.

4.

Vertical impact loads are for powered hoists only. Zero impact for manually operated (chain) hoists.


STRUCTURAL

Struct Design Crit_rev0

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