PENTA Engineering Corp.

10123 Corporate Square Dr. St. Louis, MO 63132

STRUCTURAL DESIGN CRITERIA

REVISION S

CEMENTOS ARGOS
4,300 TPD CLINKER LINE
Sogamoso, Colombia

Project 9013-0513

April 22, 2015

 TABLE OF CONTENTS

I. GENERAL............................................................................................................................ 1

II. CODES, CONSTRUCTION MATERIALS, AND DESIGN GUIDELINES ............................. 1

A. FEDERAL, STATE, AND LOCAL CODES ................................................................... 1
B. CONCRETE CONSTRUCTION................................................................................... 1
C. MASONRY CONSTRUCTION..................................................................................... 2
D. STEEL CONSTRUCTION ........................................................................................... 3
E. ROOFING, SIDING, FLOORS, CONVEYOR WALKWAYS.......................................... 5

III. DESIGN LOADS ................................................................................................................ 6

A. ROOF LOADS ............................................................................................................. 6
B. FLOOR LOADS ........................................................................................................... 6
C. EQUIPMENT LOADS .................................................................................................. 7
D. WIND LOADS.............................................................................................................. 7
E. EARTHQUAKE LOADS............................................................................................... 8
F. HOIST AND CRANE LOADS....................................................................................... 8
G. VEHICULAR LOADS ................................................................................................... 8
H. VIBRATION LOADS .................................................................................................... 8
I. PROCESS DUCT LOADS ........................................................................................... 9
J. BELT CONVEYOR LOADS ........................................................................................10
K. MINIMUM TRUSS & BENT WIND LOAD CASES.......................................................10

IV. LOAD COMBINATIONS ...................................................................................................10

A. DESIGN GUIDELINES ...............................................................................................10
B. LOAD CASES ............................................................................................................11

V. FOUNDATION DESIGN.....................................................................................................12
A. DESIGN GUIDELINES ...............................................................................................12

VI. PROPERTIES OF MATERIALS FOR STRUCTURAL DESIGN .......................................13

VII. SPECIFICATIONS, STANDARDS AND REFERENCES .................................................14

April 15, 2015 Structural Design Criteria
Project 9013-0513

I. GENERAL

A. The following design criteria must be supplemented with additional design data for specific
projects and structures as applicable.

B. The following items shall be noted on applicable drawings:

1. Foundation allowable net bearing pressure and/or reference to soil report.
2. Concrete ultimate strengths.
3. Masonry nominal compressive strengths.
4. Reinforcement and structural steel specification (yield strength or grade).
5. Design superimposed loads on roofs (live load, dust load).
6. Design superimposed live loads on floors and platforms.
7. Bracing connection design loads or number of bolts for connection when not covered
by specifications or details.
8. Framing member connection capacities required when not covered by specifications,
general notes, or details.
9. Dead load camber diagram for trusses and plate girders.
10. Composite steel deck design properties and gauge.

II. CODES, CONSTRUCTION MATERIALS, AND DESIGN GUIDELINES

A. INTERNATIONAL AND LOCAL CODES

1. Colombian Building Design Codes, NSR 10

2. Code of Federal Regulations, Title 29, Chapter XVII; OSHA. Code of Federal
Regulations, Title 30, Chapter I; MSHA.
3. Building Code: “International Building Code, 2009”. (Exceptions to stair standards to
be discussed/confirmed with ARGOS.)
4. Standards of Mine Safety and Health Act (MSHA).
5. Occupational Safety and Health Act of 1970, as Amended.
6.- The constructive building design shall consider the Resolution “14-09- Protecting against
falls from heights, year 2012”. This is relevant for maintenance works.

B. CONCRETE CONSTRUCTION
1. Codes:
a. Colombia Building Design Code, NSR 10.
b. American Concrete Institute:
(1) "Building Code Requirements for Reinforced Concrete" (ACI 318-05).
(2) "Details and Detailing of Concrete Reinforcement" (ACI 315-99).
(3) "Manual of Engineering and Placing Drawings for Reinforced
Concrete Structures" (ACI 315R-99).
(4) DIN EN 1991-4: 2010: Eurocode 1: Actions on Structures – Part 4:
Applied Standards for Silos and Tanks: DIN-EN 1992-1-1,
DIN-EN 1993-1-1, DIN-En 1998-1-1
(5) Standard Practice for Design and Construction of Concrete Silos and
Stacking Tubes for Storing Granular Material (ACI 313-97).

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(5) ASCE/SEI – 7-05

c. American Welding Society:
(1) "AWS Structural Welding Code" (ANSI/AWS D1.1-2006).
(2) "AWS Reinforcing Bar Welding Code" (ANSI AWS D2.4-98).
2. Construction Materials:
a. Concrete:
(1) Foundation f'c = 28 N/mm2
(2) Mass foundation f'c = 21 N/mm2
(3) Lean concrete f'c = 11 N/mm2
(4) Other Concretef' c = 28 N/mm 2 or
greater as required by design.
b. Reinforcement:
(1) Deformed bars: ASTM A 615 Grade 60 (A 615M - Grade 40), .
(2) Welded wire fabric: ASTM A 185.
3. Design Guidelines:
a. In general, use "Strength Design" method.
b. Minimum reinforcement bar size to be ½” dia., unless noted.
c. Column ties and beam stirrups to be ½” dia. or larger.
d. Temperature reinforcement for massive concrete foundations such as kiln
piers, mill piers, etc., to be 18 mm dia. at 300 mm) on center each way on
faces of mass foundations.
e. Minimum footing thickness shall be 300 mm.
f. Reinforcement for composite deck slabs to be per manufacturer's
recommendations.
g. Minimum reinforcement for medium and high capacity drill pier to be ½% of
gross area for upper 3) or as determined by soils consultant.

C. MASONRY CONSTRUCTION
1. Codes:
a. Colombia Building Design Codes, NSR10, latest Edition
b. American Concrete Institute:
(1) "Building Code Requirements for Masonry Structures" (ACI 530/
530.1-05.

2. Construction Materials:
a. Concrete masonry unit: ASTM C 90 Minimum compressive strength = 10
N/mm2.
b. Mortar: ASTM C 270 Type S; Minimum compressive strength = 15 MPa.
c. Grout: ASTM C 476. Minimum compressive strength = 15 MPa.
d. Reinforcement:
(1) ASTM A 615 Grade 60 (A 615M Grade 40).
(2) Truss bar reinforcement: ASTM A 185 smooth wire.
(3) Truss bar reinforcement: ASTM A 497 deformed wire.

3. Design Guidelines:
a. Minimum wall thickness to be 200 mm.
b. Minimum reinforcement for masonry walls to be 16 mm dia. @ 800 mm o.c.
(vertical) and truss bar reinforcement at 400 mm o.c. (horizontal), with bond
beam at top of wall and above doors at a minimum.

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D. STEEL CONSTRUCTION
1. Codes:
a. Colombia Building Design Codes, NSR10, latest Edition
b. American Institute of Steel Construction:
(1) Code of Standard Practices for Steel Buildings and Bridges (Latest
Edition).
(2) 2005 Specification for Structural Steel Buildings, ANSI/AISC 360-05.
(3) "Detailing for Steel Construction" (2nd Edition).
c. American Welding Society:
(1) "Structural Welding Code - Steel" (AWS D1.1-2006)
(2) "Structural Welding Code-Sheet Steel" (AWS D1.3-98).
(3) Specifications for Carbon Steel Electrodes (AWS A5.1-2001).
(4) Reinforcing Bar Welding Code (AWS D2.4-98).
d. Steel Deck Institute "Steel Deck Institute Design Manual for Composite
Decks, Form Decks and Roof Decks".
e. Steel Joist Institute "Standard Specifications Load Tables & Weight Tables
for steel joists & joist girders"; Latest Edition.
f. American Iron and Steel Institute "Specification for the Design of
Cold-Formed Steel Structural Members", (2002).
g. Metal Building Manufacturers Association "Metal Building Systems Manual",
(2002).
h. Connections:
(1) All skewed (diagonal) beams supporting bins and vessels shall
have design connection calculations in accordance with AISC 13
ed. Pg 8-9. It is recommended that such connections are avoided
where possible. Setting diagonal vessel supporting beams on top
of main girders is preferred.
(2) All unusual connections shall have design procedure reviewed by
a senior engineer.

2. Construction Materials:
a. Structural steel: ASTM A 992, Grade 50 or ASTM A36 or A572, grade 50 [
b. Bins, chutes, process ductwork: ASTM A 36 (Reduce allowable stresses for
high temperature applications).
c. Structural pipe: ASTM A 501 or ASTM A 53, Type E or S, Grade B.
d. Bolts: ASTM A 325 or ASTM A 490 high strength bolts for structural
connections. Bolts shall be bearing type, installed “snug tight”. Bolts for
vertical bracing & vibrating machinery shall be installed “pretensioned”.
e. Anchor rods: ASTM F1554 Grade 36 or Grade 55 per Addendum S.
f. Stainless steel: ASTM A 167 Type 304-2B.
g. Welding electrode to be compatible with structural steel or stainless
materials.
h. Steel plates, shapes, sheet piling and bars - ASTM A 36.
i. Structural steel tubes – ASTM A 500.
Note: For all aforementioned steel construction materials (2. a. – 2. i.) Chinese steel
with equivalent material properties can be used regarding the Suppliers
scope of supply.

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3. Design Guidelines:
a. Loads indicated on framing members or bracing for design of connections
are at a stress level of unity and no overstress is permitted. Loads represent
the maximum shear, tension or compression load and components are to be
derived for connection design.
b. Beam connection capacity for vertical loads (shear reactions) to be an
additional requirement to lateral load connection capacity (axial reactions).
c. Deflection to Span Ratios:
The following ratios of maximum desired live load deflection (D) to Span (L)
of steel beams are recommended:
(1) Floor framing: D/L = 1/360.
(2) Roof framing: D/L = 1/240.
(3) Purlins and girts: D/L = 1/180.
(4) Crane runway beams (without impact): D/L = 1/1000.
(5) Vibrating equipment support framing: D/L = 1/1000. Review with
frequency calculations for major equipment.
(6) Elevator machine support framing: D/L = 1/1666.
d. Depth to Span Ratios (without deflection analysis)
The following ratios of minimum desired depth (d) to Span (L) of steel beams
and trusses are recommended:
(1) Trusses: d/L = 1/12.
(2) Floor and walkway beams: d/L = 1/24.
(3) Floor beams for vibrating equipment: d/L = 1/16. Review with
frequency calculations for major equipment.
(4) Open web joists for roofs: d/L = 1/24.
(5) Structural steel roof purlin: d/L = 1/24.
(6) Plate girders: d/L = 1/15.
(7) Columns: unbraced length to depth 1/50
If depth is less than recommended above, the allowable stresses in bending
shall be decreased proportionally or the deflection checked.
e. Hoppers and Bins:
(1) Corrosion allowance to be 3 mm.
(2) Minimum hopper plate thickness to be 8 mm.
(3) Minimum bin plate thickness to be 6 mm.
(4) Beams supporting bins, hoppers and vessels shall be designed
ignoring any connecting vertical “K” bracing. The vertical K bracing
shall be designed to support wind & 60% of the beam loads,
minimum.
f. Minimum bracing size to be L 60 mm x 60 mm x 6 mm.
g. For vibration analysis for structural floor systems refer to DESIGN LOADS,
Vibration Loads.
h. Provide "K" bracing at grade where required for access and cleanup.
i. Provide 1200 mm high concrete piers at grade typical for steel column
support (where feasible) to reduce bracing interference and to ease cleanup
access.

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E. ROOFING, SIDING, FLOORS, CONVEYOR WALKWAYS

1. Construction Materials:
a. Roofing:
(1) Noncomposite steel deck with insulation board and built-up roofing.
(2) Composite steel deck and concrete: Minimum total thickness of roof
to be 110 mm and reinforced per metal deck manufacturer's
recommendations.
(3) Precast concrete panels.
(4) Precast concrete channel slabs.
(5) Roll-formed steel roof deck without built-up roofing. Check
manufacturer’s data for application and minimum roof slope.
b. Siding:
(1) Corrugated metal siding.
(2) Precast concrete panels.
c. Floors:
(1) Composite steel deck and concrete.
(2) Checkered floor plate 6 mm.
(3) Steel grating Type T-100 x 30 of 1-1/4” thick with 3/16” bearing bars.

d. Conveyor Walkways:
(1) Formed interlocking safety grip grating.
(2) Expanded metal grating 34 mm SWD x 136 mm LWD x 19.8 kg/m 2.
(3) Steel grating 25 mm thick with 25 mm x 4 mm bearing bars at 30 mm
o.c. Grating on sloped walkways shall be serrated.

2. Design Guidelines:
a. Design fasteners for roofing and siding and their spacing for outward suction
wind pressure on roof, ridge edges, and wall edges. Refer to "Wind Loads".
b. Coordinate type of roofing, siding, and floor materials with General
Arrangement drawings.
c. Stairs
Note comment in paragraph IIA-2, page 1.

ARGOS’ Standard for Stair Types

(1) If in an existing building or plant; PENTA will use the same type stair
as the existing facility except if ARGOS dictates otherwise.
(2) ARGOS’ Standard:
Concrete stairs: tread = 30cm, riser = 19 cm
Metal stairs: treat = 25 cm, riser = 17 to 19 cm
(3) If a Control Room, Core Building, or facility where fires could occur by
combustion, such as a coal, soybean, wheat dust, etc., PENTA will
use the 190 mm Riser, 300 mm Tread, and 1000mm width stair.
(4) Toe plates on platforms and walkways shall be 150mm (ARGOS’
standard)
(5) Handrail shall be executed with a minimum height of 1,100 mm and
correspondingly designed with handrail, hip rail, and toe plate.

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(6) Handrail pipe size shall be 1 ¼” minimum (ARGOS standard)

Some General Rules:

 Riser heights must be consistent throughout a flight of stairs, and also
as consistent as possible with the rest of the stair risers throughout a
building or structure.
 Minimum landing width is 1000mm clear minimum.
 Maximum vertical distance between landings is 4 meters.
 Ladders (including emergency egress ladders) will not be used without
ARGOS’ approval. Ship’s Ladders will not be used unless ARGOS
dictates it, and then it must be 50 degrees or less per OSHA.
 Any ladder, if approved, must have a harness line.
 ARGOS minimum walkway width is 1000 mm (ARGOS standard)
d. Clearances
(1) Provide (2200 mm) head room clearance.
(2) Provide 1,000 mm walking clearance around machinery Conveyor
bridges will be provided with two walkways, widths of 1,000 mm and
700 mm respectively, open grid floorings and railings. Bridges for air
slides will be provided with two walkways, 1,000 mm and 700 mm
wide as well.
(3) All walkways for means of egress shall have 1000 mm as a minimum
clearance.
(4) Conveyor/Duct Minimum Clearances:
7.2 m. over main plant roads.
5.6 m. over secondary plant roads.
7.5m. over plant railroads (top of rail).
1.0m. horizontal clearance between roadway edge and support
bents.
e. Ladders:
(1) Provide caged ladders per MSHA/OSHA requirements.
(2) Ladders shall have self-closing gates at top of ladder.

III. DESIGN LOADS

A. ROOF LOADS
1. DEAD LOAD: Depends upon the type of framing and roof construction.
2. LIVE LOAD: 1.5 KN/m2.
3. LIVE LOAD (DUST): Use +1.0 KN/m2
a. Dome roofs to be considered on a case-by-case basis.
5. Construction load for silo roof decking, when used, shall be 9.6 KN/m 2.

B. FLOOR LOADS
1. DEAD LOAD: Depends upon the type of floor system.
2. LIVE LOAD:
a. All floors (except as noted otherwise):
(1) 6.25 KN/m2 uniform distributed load.
(2) 0.9 MT concentrated point load placed on an area of 750 mm square

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anywhere on the floor for concrete floors only.

b. Conveyor walkways, catwalks and intermediate access platforms:
(1) 3.7 KN/m2 for working areas.
(2) 1.5 KN/m2 for non-working areas.
c. Stairs, corridors and intermediate landings:
(1) 4.8 KN/m2.

3. LIVE LOAD (SPECIAL FLOORS):

a. Burner floor:
(1) 24 KN/m2 for slab and composite deck design and/or beams where
stacking of brick occurs.
(2) 19.2 KN/m 2 for girders and column design where stacking of brick
occurs.
(3) Refer to vehicular loads.
b. Preheater Major Floors (vessel support levels):
(1) 9.1 KN/m2 for floor materials design.
(2) 6.25 KN/m 2 for floor framing member and column design.
c. Storage areas and slabs on grade:
(1) 9.1 KN/m2.
(2) C-40-95 NSR 10 Colombian code highway loading for slabs on grade.
d. Office Areas:
(1) 4.8 KN/m2.
e. Roofs in the plant area, accessible by forklift from grade:
(1) 4.8 KN/m2.

C. EQUIPMENT LOADS
1. DEAD LOAD: Refer to vendor equipment drawings.
2. LIVE LOAD: Refer to vendor equipment drawings.
a. Consider vibration, impact loads, and temperature loads as required under
normal operating conditions.
b. Elevator equipment loads and machine room framing member allowable
deflection to be per manufacturer's recommendation.
3. ABNORMAL OPERATING LOAD:
a. This condition occurs when equipment, hoppers, vessels, conveyors, etc.,
are filled to capacity or choked at outlets under abnormal operations.
b. Consider vibration, impact, and temperature loads as required under
abnormal operating conditions.

D. WIND LOADS
1. Reference: Colombia Building Design Codes, NSR10, latest Edition. Wind Speed to
be define in accordance with the Code.
2. Design gable rigid frames, building elements and components and check local areas
using "Normal Force Method".
3. Consider load distribution on windward side, leeward side, and sidewalls, shape
factors, inclined and surfaces open area effects. Neglect shielding effect of adjacent
structures.
4. Check unbraced lengths of purlins and girts for internal wind and leeward suction
wind pressures.

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5. All buildings, transfer towers, stair towers, etc shall be designed as fully sided.
6. Truss wind loads shall be evaluated in accordance with ASCE 07- section “Trussed
towers” and shall consider all, conduit, handrail, conveyor stringers & covers, truss
members in the wind design coefficients.
7. Unless otherwise calculated, all conveyor support bents, shall be designed for wind
bending 90 degrees to column face at a minimum shape factor of 2.0.
8. Wind loads at 45 degrees shall be reviewed on structures with length to width ratio
exceeding 4 to 1.

E. EARTHQUAKE LOADS
1. NSR10 defines the seismic design
2. Other Reference: “International Building Code, IBC 200 & ASCE/SEI 7-05 Minimum
design loads for Buildings & Other Structures.

F. HOIST AND CRANE LOADS

1. DEAD LOAD: Dead loads to be the sum of hoist equipment and cable dead loads.
2. LIVE LOAD: Design for lift capacity specified on General Arrangement drawings.
3. Design support structures for loads above following AISC recommendations for
vertical impact, lateral impact loads, longitudinal impact loads, and deflection.
4. Check hoist beam unbraced lengths at mid-span and cantilever positions and provide
lateral support as required.

G. VEHICULAR LOADS
1. DEAD LOAD: Varies with vehicle type.
2 LIVE LOAD:
a. Fork lift 2700 kg wheel load, unless noted otherwise.
b. Truck: Use NSR 10 C-40-95 load distribution.
c. Rail: Use AREA Cooper E-80 load distribution.
d. Unless otherwise noted, all structures at grade, trench covers, etc. shall be
designed for truck wheel loads, or storage of material, 400 psf average,
whichever is higher.

H. VIBRATION LOADS
1. The frequencies of vibrating machinery supported on steel frames and/or platforms
shall be defined by the vendor.
2. When vibrating type equipment is supported on steel framing, the following criteria
should be satisfied:
a. The platform framing member factor of safety (calculated from dead load static
deflection) shall be a minimum of 1.5 with regard to frequency.
b. The minimum depth of floor members shall be: d (min.) = L/16.
c. Adequate stiffening and bracing shall be used to produce a satisfactory design
for vibration using acceptable design analysis calculation methods for natural
frequency and amplitude of the system.
d. Where fans are supported by structural framing, adequate stiffening and/or
mass shall be provided to minimize possible vibrations.

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e. Provide a static mass ratio to equipment dead load greater than 1.5 to 1.0.
f. Refer to FOUNDATION DESIGN for design of equipment foundations.

I. PROCESS DUCT LOADS

1. DEAD LOAD.
2. LIVE LOAD (Negative pressure): Consider normal and critical operating pressures
under ambient, normal, and upset temperature conditions.
3. LIVE LOAD (Dynamic pressures): Consider thrusts at curves, elbows, etc.
4. LIVE LOAD (Temperature): Consider expansion/contraction loads and sliding friction
loads at supports for ambient, normal, and upset temperature conditions.
5. WIND LOAD: Use Basic Wind Pressures.
6. LIVE LOAD (DUST) (Internal):
 Ducts and duct supports shall be sufficient for all loads, including ducts being
assumed to be loaded with material as follows:
a. 30% dust deposit of duct cross section for duct inclinations 0° to 25°
measured from horizontal.
b. 15% dust deposit of duct cross section for duct inclinations >25°up to <50°
measured from horizontal.
c. c. 0% dust deposit of duct cross section for duct inclinations ≥50°
measured from horizontal.
.
7. SUCTION PRESSURE LOAD:
a. Operating pressure, normal operation, no overstress allowed: Use net cross
sectional area times fan pressure perpendicular to expansion joints.
b. Transient Pressure, startup condition: short term pressure with overstress
allowed. Use net cross sectional area times fan pressure perpendicular to
expansion joints.
8. FRICTION LOAD, summation of slide bearing friction loads:
a. Check effect of the summation of thermal movement friction loads on multiple
duct support bearings.
9. Load Combinations and Design Guidelines:
a. Check maximum bending stresses by combining above loads.
b. Check maximum deflections, especially under negative and dynamic
pressure loads.
c. Check for stress reversals.
d. Check support framing for duct DEAD LOAD + WIND LOAD uplift effects.
e. Check support framing for DEAD LOAD + LIVE LOAD + WIND LOAD effects.
f. Check support framing for DEAD LOAD + LIVE LOAD + WIND LOAD +
SUCTION PRESSURE LOAD.
g. Check support framing for DEAD LOAD + LIVE LOAD + WIND LOAD +
SUCTION PRESSURE LOAD + FRICTION LOAD.
h. Stiffen duct to limit deflections and dampen vibration effects.
i. Provide for movement, longitudinal and transverse, as required.
j. Review for seismic load effects.

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k. Check for wind ovaling, suction pressure collapse, heat softening, etc.

J. BELT CONVEYOR LOADS

1. DEAD LOADS
a. Dead loads to be the sum of belt conveyor belt, troughing idlers, return idlers,
and any tail pulley, head pulley, and belt take-up structure dead loads.
2. LIVE LOADS
a. Live loads to be belt conveyor material load per linear foot.
3. BELT CONVEYOR BELT LOAD
a. Design the support structure or conveyor structure for the belt tension loads
at the head pulley, tail pulley, and take-up frame. Provide a load path
between these elements through the support structures. Design all elements
for these appropriate loads.

K. MINIMUM TRUSS & BENT WIND LOAD CASES

1. TRUSS & BENT WIND LOADS
a. Trusses shall be designed as fully enclosed structures.
b. For Trusses, a minimum of two (2) wind load directions are to be considered.
(1) Wind normal to the conveyor
(2) Wind at an angle 45 degrees from parallel. The 45 degree wind load
case will accumulate along the length of conveyor and is to be
transferred to truss end fixed points supports.
c. The floor bracing and lateral truss should be designed to transfer q100% of
the design wind load to points of support. Wind loads on walk thru trusses
shall have moment frames to transfer wind loads, preferably at each frame
(or alternate frames).
d. Bents are to be designed for a minimum of 2 cases:
(1) Wind normal to the conveyor gallery.
(2) Wind parallel to the gallery. The parallel case should be determined
using a trussed tower coefficient from ASCE-7.

IV. LOAD COMBINATIONS

A. DESIGN GUIDELINES
1. Structural Steel: All design to be calculated using Load and Resistance Factor
Design (LRFD) increase allowable stresses where appropriate for wind load,
earthquake loads, abnormal operating load, and impact loads combinations with
basic dead and live loads.
2. Concrete: Refer Colombia Building Design Code, NSR 10; Other Reference - ACI
318 for factored loads under "Strength Design" methods.
3. Notation:
DL = dead load for members, materials, equipment, etc.
LL = live loads for uniform distributed loads, concentrated, equipment, hoist or crane
hook loads, impact, dust loads.
AOL = abnormal operating load EQ = earthquake loads.
WL = wind load.
4. All members and connections within the floor system which transmit lateral forces

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should be checked for load combination effects of wind or earthquake loads.

5. Concentrated live load may occur when a piece of equipment is being moved or
stored on floor during construction or maintenance, truck wheel load, and/or hoisting
load.
6. Consideration shall be given to alternate loading of floor framing and concrete slabs
in order to determine reversals of stress. Live loads shall be so placed as to
determine all possible stress conditions.

Alternate: use load cases per ACI 318/ACI 313 or ASCE 7

B. LOAD CASES

These cases are the minimum to be considered.

1. Roof members and materials (allowable stress design):
a. DL
b. DL + LL + LL (DUST)
c. DL + LL (DUST)
d. DL + 0.75 LL + 0.75 LL DUST ± 0.75 WL
e. DL + 0.75 LL + 0.75 LL DUST + 0.75 EQ
f. 0.60 DL + 1.0 WL
g. 0.60 DL + 0.70 EQ

2. Floors, cladding members and materials (allowable stress design):

a. DL
b. DL + LL
c. DL + 0.75 LL + 0.75 AOL
d. DL + 0.75 LL + 0.75 WL
e. DL + 0.75 LL + 0.75 EQ
f. 0.60 DL + 1.0 WL
g. 0.60 DL + 0.70 EQ

3. Columns and superstructure (allowable stress design):

a. DL
b. DL + LL
c. DL + 0.75 LL + 0.75 AOL
d. DL + 0.75 LL + 0.75 WL
e. DL + 0.75 LL + 0.75 EQ
f. 0.60 * DL + 1.0 WL
g. 0.60 * DL + 0.70 EQ

4. Crane columns (allowable stress design):

a. DL + LL + LL (CRANE) not including roof live loads.
b. DL + LL + LL (CRANE)
c. DL + LL + LL (CRANE) + .5 WL

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5. Belt conveyor support structures (allowable stress design):

a. DL
b. DL + LL + LL (belt conveyor tension)
c. DL + LL
d. DL + 0.75 LL + 0.75 LL (belt conveyor tension) + 0.75 WL
e. DL + 0.75 LL + 0.75 LL (belt conveyor tension) + 0.75 EQ
f. DL + 0.75 LL + 1.0 WL
g. DL + 0.75 LL + 0.75 EQ
h. 0.60 DL + 0.70 WL
i. 0.60 DL + 0.70 EQ

6. Concrete beams, columns, footings and walls (Strength design):

a. 1.2 DL + 1.6 LL
b. 1.2 DL + 1.6 LL + 0.8 AOL
c. 1.2 DL + 1.6 LL + 0.8 WL
d. 1.2 DL + 1.6 LL + 0.8 EQ
e. 0.9 DL + 1.6 WL
f. 0.9 DL + 1.0 EQ

V. FOUNDATION DESIGN

A. DESIGN GUIDELINES
1. All foundation design to be in accordance with the soils report.
2. Stability: A minimum factor of safety of 1.5 with respect to overturning shall be used.
3. Stability against sliding: A minimum factor of safety of 1.5 with respect to sliding
resulting from lateral forces shall be used.
4. Lateral forces shall be resisted in accordance with the soils report.
5. Minimum depth to bottom of footing from top of finish grade shall be frost depth or
2'-0" (600 mm) minimum.
6. Compacted structural backfill to be in accordance with the recommendation of the
soils report.
7. Consider load combinations of the superstructure.
8. Foundation Design for Vibrating Equipment
a. Analyze the foundation for vibration equipment such as fans, mills, crushers,
and vibrating screens for the effect of resonance based on subsoil
characteristics, mass ratio, foundation geometry and permanent, temporary
and dynamic vibrating loads.
b. Use dynamic theory and analysis for foundation analysis.
(1) Check foundation and machine resonance frequency under loadings:
Dead Load and Live Load, and Dead Load and Live Load with dynamic
loads.

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Project 9013-0513

(2) Check foundation vibration amplitude at design frequency.

(3) Consider the effects of
(a) Mass, weight, rotating components
(b) Foundation geometry

VI. PROPERTIES OF MATERIALS FOR STRUCTURAL DESIGN

Density K=1–
Angle of Coeff of Coeff of sin 
Pcf Kcm Repose Friction- Friction - At rest
Material  Conc. Steel pressure
Portland Cement 100 1620 25 0.4 0.3 0.58
Cement Clinker 100 1620 33 0.58 0.3 0.45
Lime (Pebbles) 56 900 35 0.5 0.3 0.43
Lime (Powder) 44 710 35 0.5 0.3 0.43
Limestone – Crushed and
100 1600 40 0.5 0.3 0.35
Uncrushed
Coal 50 800 35 0.5 0.3 0.43
Gypsum – Natural &
100 1620 40 0.5 0.3 0.35
Synthetic
Dry 100 1620 35 0.7 0.5 0.43
Sand
Moist. 112.5 1840 40 0.65 0.4 0.35
(Silica)
Saturated 125 2000 25 0.45 0.35 0.58
Pozzolan 100 1620 35 0.7 0.5 0.43
Rock (Shale) 90 1440 39 0.37
Iron Ore 165 2640 40 0.5 0.36 0.35
Clay (Dry) 110 1760 35 0.4 0.5 0.43
Gravel (bank) 120 1920 30 0.42 0.58 0.50
Fly Ash 45 730 30 0.2 0.50
Homo Mat'l 80 1300 20 0.4 0.66
Granite – Decomposed 110 1780 35 0.4 0.5 0.43

Operating Temperatures

A. Cement in Silos: 90°C – 100°C

B. Clinker in Silos: 350°F (176°C)

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Project 9013-0513

VII. SPECIFICATIONS, STANDARDS AND REFERENCES

A. All design and construction shall conform with applicable governmental codes, and follow
latest editions of recommended practices and standards of the following organizations:
American Concrete Institute ACI
American Institute of Steel Construction AISC
American Iron and Steel Institute AISI
American National Standards Institute ANSI
American Society for Testing and Materials ASTM
American Welding Society AWS
American Society of Civil Engineers ASCE
Occupational Safety and Health Administration OSHA

END OF STRUCTURAL DESIGN CRITERIA

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