eg-1904 horizontal vessel foundation_rev1

EG-1904

Document No.

Horizontal Vessel & Heat Exchanger Foundations

Civil/Structural Engineering Guideline

Rev. 1

Document is valid only at time of printing. See myMustang for latest revision. EG-1904 Rev1.doc Page 1 of 61

REVISION and APPROVALS Rev. Date Description By Approved

0 19 Jan 00 Initial Issue D. Mueller D. Mueller 1 17 Apr 09 General Revision AS, DS, KF D. Mueller

This document is the sole and exclusive property of Mustang, including all patented and patentable features and/or confidential information contained herein. Its use is conditioned upon the user's agreement not to: (i) reproduce the document, in whole or in part, nor the material described thereon; (ii) use the document for any purpose other than as specifically permitted in writing by Mustang; or (iii) disclose or otherwise disseminate or allow any such disclosure or dissemination of this document or its contents to others except as specifically permitted in writing by Mustang. "Mustang" as used herein refers to Mustang Engineering Holdings, Inc. and its affiliates.

EG-1904 Document No.

MUSTANG Horizontal Vessel & Heat Exchanger Foundations

Rev. 1


TABLE OF CONTENTS 1.0 SCOPE / OVERVIEW................................................................................................................. 4 2.0 DEFINITIONS............................................................................................................................. 4

2.1 Clarification of Terms 2.2 Abbreviations and Acronyms

3.0 ROLES AND RESPONSIBILITIES ............................................................................................ 4 3.1 Lead Technical Professional 3.2 Design Technical Professional

4.0 CODES, STANDARDS, AND REFERENCE DOCUMENTS ...................................................... 4 5.0 DESIGN DATA........................................................................................................................... 4 5.1 Vessel/Exchanger Drawings and Calculations 5.2 Plot Plan and Equipment Layout Drawings 5.3 Project Design Criteria 5.4 Other

6.0 DESIGN CONDITIONS .............................................................................................................. 5 6.1 Vertical Loads 6.2 Wind Loads (W) 6.3 Earthquake Loads (E) 6.4 Bundle Pull (Bp) 6.5 Thermal Force (Tf) 6.6 Additional General Requirements 6.7 Load Combinations

7.0 SLIDE PLATES........................................................................................................................ 12 7.1 Materials 7.2 Sizing

8.0 ANCHOR BOLTS..................................................................................................................... 14 9.0 WALL PIER DESIGN............................................................................................................... 14 9.1 Sizing 9.2 Reinforcing

10.0 COLUMN DESIGN................................................................................................................... 16 10.1 Sizing 10.2 Reinforcing

11.0 FOOTING DESIGN .................................................................................................................. 16 11.1 Sizing 11.2 Stability Ratio 11.3 Soil Bearing or Pile Reactions 11.4 Reinforcing and Stresses



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APPENDICES...................................................................................................................................... 19

Appendix 1: Sample Design Sketch ....................................................................................... 19

Appendix 2: Exchanger Estimating Charts ............................................................................. 20 Appendix 3: Biaxial Soil Bearing Pressure Chart ....................................................................... 25

Appendix 4: Stacked Exchangers Foundation Design Example ............................................. 26

Appendix 5: Horizontal Vessel Foundation Design Example .................................................. 45



Rev. 1


1.0 SCOPE / OVERVIEW This guide is for use in the design and analysis of foundations for horizontal vessels and exchangers. The design engineer may use proprietary software such as Foundation3D or Mat3D for foundation design, once the loads on the vessel are calculated in accordance with this guideline. This guideline should be used in conjunction with engineering guidelines EG-1010, C/S Process Plant Design Philosophy and EG-1900, Civil Structural Engineering.

2.0 DEFINITIONS 2.1 Clarification of Terms

As noted in the body of this guidline.

2.2 Abbreviations and Acronyms ACI American Concrete Institute ASCE American Society of Civil Engineers IBC International Building Code

3.0 ROLES AND RESPONSIBILITIES 3.1 Lead Technical Professional

The Lead Technical Professional is responsible for the overall completion of all civil/structural activities on a project. The Lead Technical Professional shall also provide guidance to the Design Technical Professional when design issues arise that are not addressed in this guideline.

3.2 Design Technical Professional The Design Technical Professional is responsible for designing foundations in accordance with this guideline.

4.0 CODES, STANDARDS, AND REFERENCE DOCUMENTS The recommendations in this guideline are based on the following documents: ACI 318-08, Building Code Requirements for Structural Concrete and Commentary ASCE 7-05, Minimum Design Loads for Buildings and Other Structures IBC 2006, International Building Code Mustang Standard Drawing Dwg-CD-1001-01, Anchor Bolt Schedule

5.0 DESIGN DATA The Design Technical Professional shall obtain the following information prior to designing and analyzing the foundations. 5.1 Vessel/Exchanger Drawings and Calculations

Empty and Operating weights Bundle weight, if removable Equipment and Saddle Dimensions Insulation type and thickness



Rev. 1


Shell inlet and outlet operating temperature and shell material Wind/seismic shear and moment at base of saddle Number, size, location, and grade (tensile strength) of anchor bolts Ladder and platform locations

5.2 Plot Plan and Equipment Layout Drawings Centerline elevation of the vessel/exchanger Orientation of vessel/exchanger Location of vessel/exchanger by coordinates of centerline

5.3 Project Design Criteria Allowable soil bearing pressure, coefficient of horizontal friction and passive pressure Allowable pile capacities, if applicable Ground water table elevation (for buoyancy) Bottom of foundation elevation Concrete and reinforcing strength Frost depth Wind and seismic design parameters

5.4 Other Existing or proposed foundations in the vicinity Existing or proposed underground piping Existing or proposed electrical and instrument underground duct banks Existing or proposed drainage items including trenches, ditches, catch basins and

manholes Other interferences such as adjacent new structures, ribs for weather barrier, etc. not

otherwise shown on the vessel drawing Sufficient space to accommodate tube bundle removal and indicate if monorails and

pulling beams or other means shall be utilized for the removal of tube bundles from exchangers

6.0 DESIGN CONDITIONS 6.1 Vertical Loads

6.1.1 Fabricated Weight Dead weight of vessel/exchanger excluding internals, piping, platforms, insulation and fireproofing.

6.1.2 Erected Weight (Df) Fabricated weight of vessel/exchanger plus all of the removable internals, ladders, platforms and pipe supports and all the items that are intended to be erected with the vessel.

6.1.3 Empty Weight (De) Corroded weight of vessel/exchanger plus all of the removable internals, ladders, platforms, insulation and fireproofing. The weight does not include any liquid contents, catalyst contents, or platform live loads. The vendor dry and wet weights of exchangers typically include the bundle weight.



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6.1.4 Operating Weight (Do)

Uncorroded weight of the vessel/exchanger plus all of the removable internals, ladders, platforms, insulation, fireproofing, design liquid level, catalyst contents and attached piping weight and pipe supports. Normally 3% of the fabricated weight is added by Mustangs Vessel Group to account for the attached piping. For exchangers, assume operating weight to be full of water, unless specific data is available from vendor drawings. An additional 10-20% allowance may be included for attached piping when the weight is provided by the vendor and not by the vessel department. For exchangers add 20% for piping weights. For stacked exchangers, use only 20% of one vessel for piping weights (Refer to Figure 1). For vessels, add 10-20% based on the diameter (for example, 20% for vessels with diameters less than 2 feet, 10% for vessels with diameters 6 feet or more and 15% otherwise). When preliminary vessel/exchanger information is being used, an additional 5-15% contingency, based on engineering judgment, may also be added to account for changes in the vessel/exchanger weight. The operating weight does not include live or snow load.

6.1.5 Field Test Weight (Dt) Operating weight of the vessel/exchanger including the water required for hydrostatic test in lieu of the design liquid level and catalyst contents.

6.1.6 Tube Bundle Weight The weight of the internal removable bundles in a heat exchanger (Figure 2). Always request bundle weight from vendor if it is not supplied initially.

6.1.7 Estimating Weights At times it may be necessary to estimate weights of exchangers in order to expedite foundation design. This should be done using the exchanger specifications and charts provided in Appendix 2 or from similar exchangers used on previous jobs for similar service.

6.1.8 Load Distribution Loads for vessels should normally be divided equally between the two piers; for exchangers, typical distribution is 60% to the channel (flanged, Figure1) end and 40% to the other end (shell end). Some cases, however, may require a more extensive analysis in order to determine proper distribution. Reasons for uneven distribution can include saddle spacing, piping configurations, other equipment, exchanger type, platform configuration, and special vessel/exchanger details. For example, if the location of the saddles does not accurately represent a 60/40 (channel end/shell end) split of the exchanger length, the load should be based on actual support locations and weight distributions.

All of the above shall be considered as dead load for application of concrete design load factors. In cases where a vessel/exchanger supports a platform, live loads shall be taken into account per Project Design Criteria.



Rev. 1


FIGURE 1 EXCHANGERS

FIGURE 2 TUBE BUNDLE

SINGLE EXCHANGER

STACKED EXCHANGERS

CHANNEL END

TUBE BUNDLE



Rev. 1


6.2 Wind Loads (W) Wind loads available from vendor data or vessel department shall not be used unless verified by independent calculations in accordance with project design criteria. No allowance shall be made for shielding effect due to adjacent structures or equipment.

6.2.1 Transverse Wind Wind loads shall be calculated in accordance with the provisions of (ASCE 7) or in accordance with Project Design Criteria. Cylindrical surface wind pressure shall be applied on the projected area as a horizontal load at the centerline. To approximate the effect of all projections such as piping, piers, platforms, etc., the projected area shall be increased by a wind load factor as noted below. The wind load factor shall be applied to the overall outside diameter (equipment diameter + thickness of insulation/ fireproofing) to determine an effective diameter:

Effective Diameter = Wind Load Factor x Overall O.D.

Overall Diameter Wind Load Factor Dia. 36 2.0 36 < Dia. 54 1.8 54 < Dia. 78 1.7

78 < Dia. 102 1.6 102 < Dia. 1.5

When large platform configurations are encountered, use good engineering judgment to increase loading. Effective Platform Wind Area = Projected Area of Platform Support Member + 1 ft. for handrails + 10% of Platform Width (or Length) Transverse wind on the side of the vessel/exchanger shall be applied as a shear load at the centerline of the vessel resolved as moment and shear loads at the top of the pedestal. When the vessel/exchanger is supported 10 feet or more above grade, include wind load on exposed pier or column areas.

6.2.2 Longitudinal Wind Flat surface wind pressure on the end of the vessel/exchanger shall be applied as a horizontal load at the centerline of the vessel/exchanger. Wind is applied to a rectangular projected surface. The longitudinal wind area shall be a rectangle with width equal to effective vessel/exchanger diameter and height equal to difference in elevations of top of vessel and bottom of saddle. Flat surface wind pressure on the exposed area of both piers shall be applied as a horizontal load at the centroid of the pier area exposed above paving or grade, when judged significant. Longitudinal wind loads shall be applied as a shear load at the centerline of the vessel to the top of the pedestal resolved as a shear and reaction couple applied to each pier. If the shear at the sliding end has exceeded the allowable friction force all shear shall be applied at the fixed end.



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6.3 Earthquake Loads (E) Earthquake loads available from vendor data or vessel department shall not be used unless verified by independent calculations in accordance with Project Design Criteria. Earthquake loads shall be applied proportionately to the vertical load distribution. Wall piers should be considered rigid for seismic analysis. Earthquake loads due to pier shall be determined by using half of the mass of the pier above the footing and applying the resulting load conservatively at the top of the pier. Any damping due to soil mass is neglected. For load combinations in section 6.7, the following designations are used:

E0 = Earthquake load considering unfactored operating dead load and applicable portion of the unfactored structure dead load.

Ee = Earthquake load considering unfactored empty dead load and applicable portion of the unfactored structure dead load.

When low friction slide assemblies (m0.2) longitudinal seismic loads shall be distributed as per weight distribution on each wall pier.

6.4 Bundle Pull (Bp) For exchangers, a longitudinal horizontal load for tube bundle removal equal to 30% of the bundle weight plus 100 pounds per inch of diameter with a minimum of 2000 pounds, or as per Project Design Criteria, shall be applied at the center of the exchanger. For stacked exchangers of nearly equal weight, the load shall be applied longitudinally at the center of the top exchanger. It is assumed only one bundle is pulled at a time. Bundle pull loads shall be resisted by friction on both piers. When the friction force is overcome on the sliding support, the entire load shall be resisted by the fixed pier. Bundle pull loads shall be assumed to act in either direction longitudinally. Traditionally, in heavy crude units, a bundle pull force equal to 1.5 times the bundle weight has been used. Exchangers that are TEMA (Tubular Exchanger Manufacturers Association) rear types L, M, N, & W do not have removable bundles and thus will not have a bundle pull load to consider. For this case, a minimum of 1 kip of rodding force shall be applied in the longitudinal direction.

6.5 Thermal Force (Tf) Longitudinal load on the foundation induced by the thermal growth of the vessel/exchanger between supports shall be considered. Thermal loads shall be treated as dead load when applying concrete design load factors. The thermal load shall be based on operating (not design) temperatures of the shell. Equal and opposite thermal loads shall be applied at the tops of the piers. The thermal load is the load required to overcome static friction between the support and the slide plate. The value of this load is taken as the coefficient of friction times the vertical reaction due to operating loads on the sliding pier applied longitudinally at the top of the pier. (See Section 7.1 for typical coefficients of friction). For exchangers, the temperature used to check thermal expansion shall be the average of the shell inlet and outlet operating temperatures.



Rev. 1


When the thermal load required to deflect the piers by one half the amount of total temperature expansion between the piers is smaller than the friction load, it shall govern. Engineering judgment should be applied when using this equation for pedestals which extend significantly below grade as the soil will form a passive wedge and paving around the pedestal may significantly shorten the assumed length.

F)70-D(TCe =D

21

L3EIFd D= 3

Where: = Total expansion between piers, (in)

Ce = Coefficient of thermal expansion, (7.8 x 10-5 in/ft/F for mild steel and 1.18 x 10-4 in/ft/F for stainless steel)

D = Distance between piers (ft)

E = 57000 psicf ,' (3605 ksi for cf ' = 4,000 psi and 3122 ksi for cf ' =3,000 psi)

Ff = Friction load (vessel weight x coefficient of friction, m)

Fd = Thermal load required to deflect pier

12btI

3

= , Moment of Inertia, (in4)

b = wall pier width (in), t = wall pier thickness (in)

L = Pedestal Length (Top of footing to bottom of saddle)

T = Operating temperature (F) The thermal load is an internal load which can be substantially relieved by bending of the saddles, rotation of the supporting piers or footings, or sliding of the saddles on the supports. Therefore, the allowable soil bearing pressure may be increased by 25% and the stability ratio may be neglected when thermal loads are considered. In some cases, however, where large movements or poor soil conditions exist, the Design Technical Professional may not wish to increase the allowable soil bearing pressure.

6.6 Additional General Requirements The saddle to pier connection shall be considered fixed for transverse loads. The saddle to pier connection shall be considered pinned for longitudinal loads. This will introduce a vertical up and down force couple to the piers. Loads due to expansion of piping shall be included in applicable combination when judged significant. For large (> 8) piping, consult with the pipe stress engineer for loads.



Rev. 1


It may be necessary to include loads on the foundation from required piping supports or platforms. These loads will cause eccentricities which must be evaluated.

6.7 Load Combinations 6.7.1 Strength Design Load Combinations

The following strength design load combinations and associated load factors shall apply for concrete design, unless Project Design Criteria dictate otherwise.

Load Combination Design Load Factors

Operating 1.4(Do+ Ds) + 1.4 Tf (or Ff)

Operating + Live 1.2(Do+ Ds) + 1.6(L) + 1.2 Tf (or Ff)

Operating + Wind + Live 1.2(Do+ Ds) + 1.6W + f1L

Operating + Seismic + Live (1.2+0.2 SDS) (Do+ Ds)+ 1.0E + f1L

Empty + Wind 0.9(De+ Ds) + 1.6W

Empty + Seismic (0.9-0.2 SDS) (De+ Ds)+ 1.0E

Empty + Bundle Pull 0.9(De+ Ds) + 1.6BP

Test 1.4(Dt+ Ds)

Test + Wind (or Live) 1.2(Dt+ Ds) +1.6 (0.25W or 0.25L)

Where,

Ds = Dead Load of Structure (weight of the foundation and soil above the foundation resisting uplift)

SDS = Design Earthquake Spectral Response Acceleration for short periods. Per ASCE 7, it may be taken as zero if SDS is less than 0.125. f1 = 0.5 (f1=1.0 for live loads in excess of 100 psf)



Rev. 1


6.7.2 Allowable Stress Load Combinations Similarly, the following allowable stress design loading combinations and associated design load factors shall apply to foundation design for bearing capacity and stability, unless Project Design Criteria dictate otherwise.

Load Combination Design Load Factors

Operating (Do+ Ds) + Tf (or Ff)

Operating + Live (Do+ Ds) + Tf (or Ff) + L

Operating + Wind (Do+ Ds) + W

Operating + Seismic (1.0+ 0.14 SDS) (Do+ Ds) + 0.7E

Operating + Live + Wind (Do+ Ds) + 0.75W + 0.75L

Operating + Live + Seismic (1.0+0.105 SDS)(Do+Ds) + 0.525 E + 0.75L

Empty + Wind 0.9(De+ Ds) + W

Empty + Seismic 0.9(De+ Ds) + 0.7E

Dead + Bundle Pull (De+ Ds) + BP

Test + Wind (Live) (Dt+ Ds) + 0.25 (W or L)

Notes: Factor of Safety (overturning and sliding) > 1.0, for Load Combinations with 0.9D + W (or 0.7E)

Loads due to lateral earth pressure or pressure due to ground water or bulk materials (H), shall be treated as live loads with appropriate load factors, without reduction. Load factor for H shall be set to zero for stability checks, where they counteract Wind or Seismic Loads.

When required by Project Design Criteria, a combination of erection weight and/or test weight plus a percentage of wind shall be used.

7.0 SLIDE PLATES

A slide plate (Figure 3) shall normally be provided on the sliding end of all horizontal vessels/exchangers regardless of temperature or amount of expansion. Some lightly loaded vessels/exchangers may not require slide plates. Mustang normally sets the channel end (or flanged end, Figure 3) saddle as the slide end unless specified otherwise by the client. Consult with Piping Engineering to determine the actual sliding end for the vessel/exchanger in question.



Rev. 1


7.1 Materials Slide plates shall normally be steel. For large movements and heavy vessels/exchangers, it may be necessary to use low friction Teflon bearing plates.

Low-friction slide plates shall be designed in accordance with the manufacturers recommendations. Typical coefficients of friction are as follows:

MATERIAL

COEFFICIENT OF FRICTION

No slide plate (steel saddle supported on concrete) 0.5 Steel slide plate 0.4 Teflon slide plate* Bearing pressure over 100 psi Bearing pressure 100 psi and below

0.06 0.1

*Verify with manufacturers values

FIGURE 3 SLIDE PLATE

7.2 Sizing

Slide plates are normally 1/2 thick. Slide plate dimensions are calculated as: Slide Plate Width = Saddle Width + 2 x (D, thermal expansion) + 1 inch Slide Plate Length = Saddle Length + 1 inch

Holes in slide plates for anchor bolts are normally 1/8 larger than anchor bolt diameter. Normally, a 1 1/2 thickness of grout is provided at the fixed end wall pier. (This allows 1 of grout to be placed under the slide plate.)

SLIDE PLATE



Rev. 1


8.0 ANCHOR BOLTS Normally type H bolts (Reference Mustang Standard Drawing Dwg-CD-1001-01, Anchor

Bolt Schedule) shall be used on all vessel/exchanger piers. Sleeves are normally not provided. Anchor bolts shall be checked for allowable shear on concrete and pullout tension.

For 1-1/8 and larger diameter anchor bolts under seismic loading use double the allowable shear capacity given in the Mustang anchor bolt schedule.

Anchor bolt holes in saddles are normally 1/4 larger in diameter than the anchor bolts. Corrosion allowance shall not be considered unless required by project specifications. It is desirable to select appropriate anchor bolt type to keep bolts out of the mat. Anchor bolts shall project 2.5 times the bolt diameter above the top of the saddle base. Friction force at the bottom of the saddle must be overcome before lateral load is assumed

to produce shear in anchor bolts. Under seismic condition, frictional resistance at the bottom of the saddle shall be neglected.

9.0 WALL PIER DESIGN

9.1 Sizing Wall pier dimensions shall be the slide plate size plus 4 inches. Minimum wall pier thickness shall be 10 inches. Minimum cover on anchor bolts shall be maintained per Mustang Standard Drawing, Anchor Bolt Schedule). Wall pier width and thickness shall be sized in even 2 inch increments to facilitate the use of metal forms. Verify that the vessel/exchanger nozzles do not interfere with support piers accounting for thermal growth. Horizontal vessels/exchangers are normally supported by a rectangular wall pier. However, where the vessels/exchangers are elevated above an economical height for the construction of piers, columns with T heads should be considered. The dividing line for using T columns is around 10 to 12 feet above grade, except for vessels with saddles less than 4 feet long or foundations in intermediate and high seismic design categories where taller piers are recommended. Extremely heavy vessels/exchangers may require a concrete frame rather than T columns. In some cases, multiple platforms and pipe supports are required around an elevated vessel/exchanger and the option of utilizing a steel structure as opposed to a concrete structure must be considered. Consult the Lead Technical Professional for guidance.



Rev. 1


9.2 Reinforcing Wall piers are generally designed as cantilever beams with symmetrical reinforcement. When the reinforcement required approaches rmax , or with extremely heavy loads or long piers, it may be necessary to investigate the pier as a column. When horizontal length to thickness ratio is less than 2.5, the wall pier should be designed as a column (IBC Section 1908.1.8). Both wall piers should be identical to avoid detailing confusion and facilitate ease of construction. Vertical wall pier reinforcing shall extend into footings when the height of piers above the top of footing is 8-0 or less. In intermediate and high seismic design categories, splicing is discouraged. Therefore, taller bars are recommended before splicing is considered. Above this height, dowels shall be used with a Class B splice. The splice length shall be determined per ACI 318, Section 12.2 and 12.15. The reduction in development length per ACI 318, Section 12.2.5 for excess reinforcement is not applicable to splice lengths in accordance with ACI 318, Section 12.15.1. Vertical bar hook development length in the footing shall be in accordance with ACI 318, Section 12.5. The following minimum wall pier reinforcement is recommended:

Pier Thickness

Vertical Reinforcement

Horizontal Ties

10 #4 @ 8 c/c #3 @ 12 max 12 #5 @ 10 c/c #4 @ 12 max 14 #6 @ 10 c/c #4 @ 12 max

The total minimum vertical reinforcing provided shall be at least 0.005 of the gross concrete area, Ag. To satisfy crack control requirements per ACI 318, Section 10.6.4, maximum reinforcement spacing shall be 10 inches. Ties for rectangular wall piers over 5 feet wide shall normally be twin hairpins (U -shaped rebar) for ease of construction. Splice lengths for ties shall be class B. The reduction factors from ACI 318, Section 12.2.2 shall not be applied. The minimum splice length shall be 12 inches. A double set of #4 ties spaced at 3 from top of grout in accordance with ACI 318, Section 7.10.5.6 shall be placed at the top of piers to protect pedestals from anchor bolt lateral force. Cross ties for wall piers may be spaced further apart than every other vertical bar. However, all shear reinforcement must be distributed uniformly. Cross ties in high seismic areas shall not be spaced farther apart than 14.



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10.0 COLUMN DESIGN 10.1 Sizing

Columns shall be square or rectangular and sized in even 2-inch increments. It is desirable to standardize column dimensions for any one job as much as possible in order to simplify forming.

10.2 Reinforcing Columns shall be designed in accordance with ACI 318 or applicable Project Design Criteria. Typically, the reinforcement in columns shall be identical to avoid detailing confusion and facilitate ease of construction. Dowels shall be used to transfer column loads to the footings. The minimum dowel projection shall be as required for Class B lap splice (See Section 9.2.3 for applicable ACI 318 Code Sections.) Vertical bar hook development length in the footing shall be in accordance with ACI 318, Section 12.5. T Columns, when used, shall be designed in accordance with requirements of ACI 318. Special attention must be given to the reinforcement detail in the beam-column connection.

11.0 FOOTING DESIGN 11.1 Sizing

Footings shall normally be rectangular or square with dimensions in even 2-inch increments to facilitate the use of metal forms. Minimum footing thickness shall be 15 with 3-inch incremental increases. The thickness selected shall be checked for shear and tension in the concrete. Typically, both footings shall be identical to avoid detailing confusion and facilitate ease of construction. Whenever the dimension in the longitudinal direction of an individual footing approaches the distance between piers, consideration shall be given to combining both piers on a common mat.

11.2 Stability Ratio Stability provisions outlined herein apply to shallow foundations. Footings supported on piles shall utilize the tension capacity of piles. The minimum stability ratio for service loads other than earthquake shall be 1.5 or in accordance with job specifications. For earthquake service loads, the minimum stability ratio shall be 1.0 or in accordance with Project Design Criteria. For a foundation with a symmetrical and concentric pedestal and footing, the overturning stability ratio, SRo, may be calculated as:

SRo = b/2e Where:

b = dimension of the footing in the direction of overturning moment, ft

e = overturning moment at the base of the footing divided by the total vertical load, ft



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The stability ratio for sliding is defined as the passive soil resistance plus the soil frictional resistance divided by the maximum horizontal load applied to the foundation for any given loading condition.

11.3 Soil Bearing or Pile Reactions The soil bearing pressure shall be computed using unfactored loads and the following formulas: Total Footing Area In Compression,

6Le

=

L6e1

APS.B.

Total Footing Area Not in Compression,

>

6Le

-

=e

2L3B

2PS.B.

Where: e = Eccentricity of vertical load due to horizontal load (M/P)

B = Side of footing perpendicular to direction of horizontal load

L = Side of footing parallel to direction of horizontal load

P = Total vertical load

M = Applied Moment at the bottom of the footing

A = Area of footing

When eccentricity exists in two directions, soil bearing shall be checked using the Biaxial Soil Bearing Pressure Chart (reference Appendix 3). Often, pipe supports in the vicinity are supported by exchanger pier pedestals or footings. Loads due to such pipe supports and effects of their location should be evaluated in the wall pier and/or foundation design. When applicable, all load combinations must also be evaluated for a buoyant condition when a high groundwater table is encountered. The minimum factor of safety for buoyancy shall be 1.2 under unfactored service loads. Any increase in allowable soil bearing pressure for wind, seismic, or thermal load combinations shall be based on Project Design Criteria or recommendation by the geotechnical consultant. Pile loads shall be calculated using the following formula:

= 22 x

xMy

yMnPQ yx

Where:



Rev. 1


P = total vertical load, kips

n = total number of piles

Mx, My = overturning moment at the base of pile cap about x-axis and y-axis, respectively.

x = distance measured from the centroid of the pile group about the y-axis to any pile, ft.

y = distance measured from the centroid of the pile group about the x-axis to any pile, ft.

x2, y2 = total moment of inertia of the pile group about y-axis and x-axis, respectively. (Each pile is treated as a point with I = 0, and A = 1)

11.4 Reinforcing and Stresses

The footing shall be designed as a one-way slab reinforced to resist flexural stresses in one direction only. Shear and bending moments shall be computed based on the soil bearing determined by strength design loads per the appropriate design load factors as specified in Section 6.7. Bending moment and rebar development length shall be checked at the face of the pier. Beam shear, as a measure of diagonal tension, shall be conservatively checked at the face of the pier and if excessive shall be checked as outlined in ACI 318, Section 11.11. Two way (punching) shear of the wall piers shall be checked as applicable per ACI 318, Section 11.11. Minimum footing steel shall be #5 @ 10 c/c for crack control. Consult with the Lead Engineer if top layer reinforcement is recommended. For seismic condition, top layer reinforcement shall be provided to account for load reversals. When piles are used, check punching shear per ACI 318, Section 15.5.3 and 15.5.4.



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APPENDICES Appendix 1: SAMPLE DESIGN SKETCH 10-0

6-0 SQ

1-2

3-4

9

9

SLIDE PLATE (SEE DETAIL)

(4) 1 DIA ANCHOR BOLTS

NORTH

C. L. FDN & SLIDING END

C. L. FDN

NOTE: PIER/FOOTING DIMENSIONS ARE TYPICAL

PLAN

C. L. FDNS

10

3-2

9

9

(2) 1 DIA HOLES

C. L. PLATE

C. L. PLATE

SLIDE PLATE

A A

SECTION B

#4 TIES

#6 DOWELS

8-1

6-1

0

3

CLR

1

G

RO

UT

OR

G

RO

UT

& S

LID

E P

L

4 P

RO

J

1-3

TOG OR TO SLIDE PLATE EL

3 #6 @ 10 EW 3

3

3

7 S

PA @

10

(+)

#4 T

IE S

ETS

(2

TIE

S P

ER

SE

T)

SECTION A

B

(5) #6 DWLS EA LONG FACE (10 TOTAL)

2 CLR

1/2 THK PL ASTM A-36



Rev. 1


Appendix 2: EXCHANGER ESTIMATING CHARTS

These curves give the approximate weight of heat exchangers, all in tons. The curves are for a 192-inch Type-ET exchanger with two passes in the tubes. The tubes are -inch on a 90-degree layout. The tube-material is 14-gage steel. For the weights of heat exchangers with other tube lengths, multiply by the following factors.

LENGTH IN INCHES 240 192 168 144 120 96 HEAT EXCHANGER FACTOR 1.10 1.00 0.95 0.90 0.85 0.80



Rev. 1


These curves give the approximate weight of standard tube bundles in tons. The tubes are inch, 14 gage, and 192 inches longs. Two pass on square pitch. The baffle spacing ranges from 8 inches on the 15 inch exchanger to 16 inches on the 48 inch exchanger. For the weights of the bundle with other lengths multiply by the following factors.

LENGTH IN INCHES 240 192 168 144 120 HEAT EXCHANGER FACTOR 1.20 1.00 0.90 0.80 0.70



Rev. 1




Rev. 1


KEY TO OUTLINE DRAWINGS Once an order has been placed for a shell and tube exchanger, the most important need from the purchasers viewpoint is the outline (dimensional) drawing. Until this is available, final details of civil, structural, and piping work necessary to integrate the exchanger into the system cannot be completed. Preparation of the outline drawing by the manufacturer requires complete detailed design of the exchanger - a time consuming job. Usually, the outline drawing will be available two to three weeks after order. Sometimes this period extends to a month or more. During this time the purchaser can complete preliminary layout work, estimating exchanger dimensions by reference to the exchanger specification sheet.

The data on the exchanger specification sheet which establish the general configuration of the exchanger are: (1) the exchanger type, (2) the tube length, and (3) the shell diameter. With these and knowledge of permissible nozzle arrangements and orientations, a quick estimate of exchanger dimensions can be made

Important Dimensions

The sketches below illustrate important layout dimensions for floating head fixed tubesheet, and U-tube exchangers.



Rev. 1


Estimating Dimensions

Using tube length and shell diameter, dimensions can be approximated by formulas below. The abbreviation T.L. stands for tube length; S.D. for shell diameter. Possible Error

26"2

S.D.T.L.A ++=

+12 -6

T.L.B =

24"2

S.D.C +=

4

"192

S.D.D +=

4

20"2

S.D.-T.L.E -=

8

"92

S.D.F +=

2

"14

AG -=

3

2

AH =

(Rounded off to next smaller foot dimension)

26"-T.L.J = 8

2

AK =


T.L.L = T.L.M =

(Not Valid if a nozzle is located beyond end of bundle)

8

2

A.N =


() Span between supports and projection of supports can vary considerably depending on standards established by the manufacturer.

Note: For U-tube units, manufacturers customarily show the straight length of the tubes (to the tangent point of the U-bends) as a part of the size of designation. For U-tube units the tube length (T.L.) is this straight length plus one-half the shell diameter.

These formulas are based on exchangers with 8 nozzles. Corrections may be applied for nozzles of different size as follows: (note that CNS stands for the larger channel nozzle size; FSNS stands for the front shell nozzle size; RSNS stands for the rear shell nozzle size).

Dimension A Add: CNS 8 Dimension C Add: (CNS - 8) + (FSNS 8) Dimension D Add: (CNS - 8) + (FSNS 8) Dimension E, J, M Subtract: (FSNS 8) + (RSNS 8)

Unless there is a large difference in size, these corrections are not required.



Rev. 1


Appendix 3: BIAXIAL SOIL BEARING PRESSURE CHART



Rev. 1


Appendix 4: STACKED EXCHANGERS FOUNDATION DESIGN EXAMPLE

Concrete parameters: fc 4000 psi:=

fy 60000psi:=

g conc 150pcf:= (Density of Normal Weight Concrete)

Input geotechnical parameters: g soil 100pcf:= (Density of Soil)

SBnet 5.5ksf:= (Allowable Net Soil Bearing)

SR 1.50:= (Stability Ratio)

NOTE: THIS EXAMPLE ASSUMES A FOUNDATION THAT CONSISTS OF TWO IDENTICAL WALL PIERS AND FOOTING.

Input weights and parameters from vendor:

VESTOPempty 32kip:= VESBOTTOMempty 32kip:= BUNDLEBOTTOM 19kip:=

VESTOPoper 44kip:= VESBOTTOMoper 44kip:= BUNDLETOP 19kip:=

VESTOPtest 44kip:= VESBOTTOMtest 44kip:=

LT 23.5ft:= (Length of Top Exchanger) Lb 23.5ft:= (Length of Bottom Exchanger)

IDTOP 3.25ft:= (Inner Diameter of Top Exchanger) IDBOTTOM 3.25ft:= (Inner Diameter of Bottom Exchanger)

tTOP .125in:= (Wall Thickness of Top Exchanger) tBOTTOM .125in:= (Wall Thickness of Bottom Exchanger)

Ins TOP 0in:= (Top Exchanger Insulation Thickness) Ins BOTTOM 0in:= (Bottom Exchanger Insulation Thickness)

cb 2.75ft:= (Height from Center of Bottom Exchanger to Top of Wall Pier) c t 5.5ft:= (Height from Center of Bottom

Exchanger to Center of Top Exchanger) Hm 1.50ft:= (Footing Thickness) Temp 550:= (Maximum Operating Temperature, F) s 11ft:= (Spacing Between Wall Piers) m f .40:= (Friction Coefficient for Sliding) H f 8ft:= (Height from Bottom of Footing to

Top of Wall Pier) Ce 0.000078:= (Thermal Coefficient for Steel, in/ft)

Hg 4ft:= (Height from Bottom of Footing to Grade)

N AB 2:= (Number of Anchor Bolts per Pier)

Cc1 2.67ft:= (Bolt Center-to-Center Spacing, Transverse Direction)

AB .875in:= (Anchor Bolt Diameter)

BottomSaddleWidth 9in:=

Cc2 0ft:= (Bolt Center-to-Center Spacing, Longitudinal Direction - ie double row of bolts)

BottomSaddleLength 3.0ft:=

SlidePlateThickness .5in:= (Recommended Value is 0.50 in)



Rev. 1


VERTICAL LOADS Assuming bottom exchanger is heavier than top exchanger, the bottom exchanger operating and test loads are increased by If to account for piping and miscellaneous on bottom exchanger. (Recommend 10 - 20% increase; Use larger If value for vessels with diameter less than 36" and use smaller If values for vessels with diameter greater than or equal to 36") If 1.20:=

Vertical Load Distribution at fixed and sliding end: Fraction of Load at Fixed End: Fraction of Load at Sliding End:

F e 0.4:=

Se 1 Fe- 0.6=:=

Top Exchanger Loads Total Load Load on Fixed End Load on Sliding End

Empty De_top VESTOPempty:= De_top_fix Fe VESTOPempty:= De_top_slid Se VESTOPempty:=

De_top 32 kip= De_top_fix 12.8 kip= De_top_slid 19.2 kip=

Operating Do_top VESTOPoper:= Do_top_fix Fe VESTOPoper:= Do_top_slid Se VESTOPoper:=

Do_top 44 kip= Do_top_fix 17.6 kip= Do_top_slid 26.4 kip=

Test Dt_top VESTOPtest:= Dt_top_fix Fe VESTOPtest:= Dt_top_slid Se VESTOPtest:=

Dt_top 44 kip= Dt_top_fix 17.6 kip= Dt_top_slid 26.4 kip=

Bottom Exchanger Loads Total Load Load on Fixed End Load on Sliding End

Empty De_bot VESTOPempty:= De_bot_fix Fe VESTOPempty:= De_bot_slid Se VESTOPempty:=

De_bot 32 kip= De_bot_fix 12.8 kip= De_bot_slid 19.2 kip=

Operating Do_bot If VESTOPoper:= Do_bot_fix If Fe VESTOPoper:= Do_bot_slid If Se VESTOPoper:=

Do_bot 52.8 kip= Do_bot_fix 21.12 kip= Do_bot_slid 31.68kip=

Test Dt_bot If VESTOPtest:= Dt_bot_fix If Fe VESTOPtest:= Dt_bot_slid If Se VESTOPtest:=

Dt_bot 52.8 kip= Dt_bot_fix 21.12kip= Dt_bot_slid 31.68 kip=

Total Combined Loads For Both Exchangers Load on Fixed End Load on Sliding End

Empty De_tot_fix De_bot_fix De_top_fix+:= De_tot_slid De_bot_slid De_top_slid+:=

De_tot_fix 25.6 kip= De_tot_slid 38.4 kip=

Operating Do_tot_fix Do_bot_fix Do_top_fix+:= Do_tot_slid Do_bot_slid Do_top_slid+:=

Do_tot_fix 38.72kip= Do_tot_slid 58.08 kip=

Test Dt_tot_fix Dt_bot_fix Dt_top_fix+:= Dt_tot_slid Dt_bot_slid Dt_top_slid+:=

Dt_tot_fix 38.72 kip= Dt_tot_slid 58.08kip=



Rev. 1


SIZE SLIDE PLATE

D Ce sTemp 70-( )

120.4118in=:= (Thermal growth of a vessel/exchanger used in thermal calculations)

SlidePlateWidth Ceil BottomSaddleWidth 2 D+ 1in+ 1in, ( ) 11 in=:=

SlidePlateLength Ceil BottomSaddleLength 1in+ 1in, ( ) 38 in=:=

SIZE WALL PIER Wall Pier Length

Edge Distance of Anchor Bolts: dedge1 4 AB 3.5 in=:=

dedge2 4in:=

de max dedge1 dedge2, ( ) 4 in=:= Minimum Wall Pier Length:

Lpier1 Cc1 2 de+ 40.04 in=:=

Lpier2 SlidePlateLength 4in+ 42 in=:=

Lpier max Lpier1 Lpier2, ( ) 42 in=:= Lpier Ceil Lpier 2in, ( ) 42 in=:=

Note: When the wall pier length provided in this calculation is not large enough, use L3 to override the automatically calculated values for deflection control in wall pier design.

L3 10in:=

Lpier max Lpier L3, ( ) 3.5ft=:=

Wall Pier Width Minimum Wall Pier Width:

Wpier1 Cc2 2 de+ 8 in=:=

Wpier2 SlidePlateWidth 4in+ 15 in=:=

Wpier max Wpier1 Wpier2, ( ) 15 in=:= Wpier Ceil Wpier 2in, ( ) 16 in=:=

Note: When the wall pier width provided in this calculation is not large enough, use W3 to override the automatically calculated values for deflection control in wall pier design.

W 3 10in:=

Wpier max Wpier W3, ( ) 16 in=:=



Rev. 1


DETERMINE LATERAL LOADS WIND LOADS Select these factors based on ASCE 7-05 or project design criteria. Detailed wind pressure calculations are beyond the scope of this design example.

Cf_round .7:= (force coefficient for round surface) Gf .85:= (gust effect factor)

Cf_flat 1.80:= (force coefficient for flat surface) q z 21.89 psf:= (velocity pressure)

qz_long qz Gf Cf_flat 33.49 psf=:= (longitudinal velocity pressure)

qz_tran qz Gf Cf_round 13.02 psf=:= (transverse velocity pressure)

Determine Effective Diameters

ODTOP IDTOP 2 tTOP InsTOP+( )+ 3.27ft=:= ODBOTTOM IDBOTTOM 2 tBOTTOM InsBOTTOM+( )+ 3.27ft=:=

ODTOPeff 2 ODTOP( ) ODTOP 3 ftif1.8 ODTOP( ) 3 ft ODTOP 4.5 ftif1.7 ODTOP( ) 4.5 ft ODTOP 6.5 ftif1.6 ODTOP( ) 6.5 ft ODTOP 8.5 ftif1.5 ODTOP( )( ) otherwise

:=

ODTOPeff 5.89ft=

ODBOTTOMeff 2 ODBOTTOM( ) ODBOTTOM 3 ftif1.8 ODBOTTOM( ) 3 ft ODBOTTOM 4.5 ftif1.7 ODBOTTOM( ) 4.5 ft ODBOTTOM 6.5 ftif1.6 ODBOTTOM( ) 6.5 ft ODBOTTOM 8.5 ftif1.5 ODBOTTOM( )( ) otherwise

:=

ODBOTTOMeff 5.89ft=

Transverse Wind Loads

ATOPtr ODTOPeff LT( ) 138.36ft2=:= Wtran_top ATOPtr qz_tran 1.8 kip=:=

ABOTTOMtr ODBOTTOMeff Lb 138.36ft2

=:=

Wtran_bot ABOTTOMtr qz_tran 1.8 kip=:=

Wtran Wtran_bot W tran_bot+ 3.6 kip=:=



Rev. 1


Longitudinal Wind Loads

AlODTOPeff ODBOTTOMeff+( )

2

cb ct+ .5 ODTOPeff+( ) 65.9ft2=:=

Wlong Al qz_long 2.21 kip=:=

Vertical Couple Force, Compression/Tension Load:

Wlong_FC Wlongcb ct+( )

s 1.66 kip=:=

SEISMIC LOADS Select these factors based on IBC 2006 or project design criteria. Detailed seismic load calculations are beyond the scope of this design example.

Seismic Distribution Coefficient, Cs .067:=

Importance Factor, Ieq 1.25:=

Short Period Spectral Response Acceleration Parameter, SS 0.20:=

Short Period Site Coefficient, F a 1.2:= (also, ref. Table 11.4-1, ASCE 7-05)

Short Period Spectral Response Acceleration Parameter Adjusted For Site Class Effects:

SMS Fa SS 0.24=:= (ref. EQ 11.4-1, ASCE 7-05)

Design Short Period Spectral Response Acceleration Parameter:

SDS23

SMS 0.16=:= (ref. EQ 11.4-3, ASCE 7-05)

Seismic Design For Rigid Non-building Structures:

Lateral force assuming a fundamental period, T, less than 0.06 seconds (ref. EQ 15.4-5, ASCE 7-05):

Top Exchanger Load:

Empty: Ee_top 0.30 SDS Ieq De_top 1.92 kip=:=

Operating: Eo_top 0.30 SDS Ieq Do_top 2.64 kip=:=

Bottom Exchanger Load:

Empty: Ee_bot 0.30 SDS Ieq De_top 1.92 kip=:=

Operating: Eo_bot 0.30 SDS Ieq Do_bot 3.17 kip=:=



Rev. 1


Total Exchanger Loads:

Empty: Ee_tot Ee_top Ee_bot+ 3.84 kip=:=

Operating: Eo_tot Eo_top Eo_bot+ 5.81 kip=:=

Wall Pier Seismic Loads (only consider the contributing portion above footing):

Weight of wall pier above footing, Wtpier112

Hf Hm-( ) Lpier Wpier g conc 2.28 kip=:=

Lateral force of wall pier, Ewallpier Cs Wtpier1 0.15 kip=:=

THERMAL LOADS Note: Thermal load is based on the force to overcome friction. Ff mf Do_tot_slid 23.23kip=:=

E 57000 fckip.5

in 114000ksi=:=

IgLpier Wpier( )3

1214336in4=:=

Hwp Hf Hm- 78 in=:=

Fd3 D E Ig( )2 Hwp

32127.5kip=:=

Tf min Ff Fd, ( ) 23.23kip=:=

SlidingCheck if Ff Fd< "Sliding Will Occur", "Use Low-Friction Slide Assembly or Increase Pier Size", ( ):= SlidingCheck "Sliding Will Occur"=



Rev. 1


BUNDLE PULL LOADS Bp_top .3 BUNDLETOP 100

lbfin

ODTOP+ 9.63 kip=:=

Bp_bot .3 BUNDLEBOTTOM 100lbfin

ODBOTTOM+ 9.63 kip=:=

Bp_top if Bp_top 0> if Bp_top 2000lbf 2000lbf, Bp_top, ( ), 0kip, ( ) 9.63 kip=:=

Bp_bot if Bp_bot 0> if Bp_bot 2000lbf 2000lbf, Bp_bot, ( ), 0kip, ( ) 9.63 kip=:=

Bp max Bp_top Bp_bot, ( ) 9.63 kip=:= (Verify Bundle Pull requirements per project design criteria)

Bundle Pulling forces shall be resisted by friction on both piers. When the friction is overcome on the sliding support, the entire load shall be resisted by the fixed pier.

Bp_slidBp2

4.81 kip=:=

Bp_slid if Bp_slid Ff Bp_slid, 0kip, ( ) 4.81 kip=:=

Bp_fix Bp Bp_slid- 4.81 kip=:=


Bp_FC_top Bpcb ct+( )

s 7.22 kip=:=

Bp_FC_bot Bpcb( )s

2.41 kip=:=

Bp_FC max Bp_FC_top Bp_FC_bot, ( ) 7.22 kip=:=



Rev. 1


STRENGTH DESIGN LOAD COMBINATIONS

Vertical Loads Horizontal Loads VU1_thermal 1.4 Tf 32.52kip=:= 1. Operating PU1_fix 1.4 Do_tot_fix 54.21kip=:=

PU1_slid 1.4 Do_tot_slid 81.31 kip=:=

2. Oper+Live NO PLATFORM LIVE LOAD

3. Oper+Wind+Live PU3_fix 1.2 Do_tot_fix 46.46kip=:= VU3_tran 1.6Wtran 5.77 kip=:=

PU3_slid 1.2 Do_tot_slid 69.7 kip=:= VU3_long 1.6 Wlong 3.53 kip=:=

PU3_FC 1.6 W long_FC 2.65 kip=:=

4. Oper+Seismic+Live PU4_fix 1.2 Do_tot_fix 46.46kip=:= VU4_tran Eo_tot Ewallpier+ 5.96 kip=:=

PU4_slid 1.2 Do_tot_slid 69.7 kip=:= VU4_long Eo_tot Ewallpier+ 5.96 kip=:=

5. Empty+Wind PU5_fix 0.9 De_tot_fix 23.04kip=:= VU5_tran 1.6Wtran 5.77 kip=:=

VU5_long 1.6 Wlong 3.53 kip=:= PU5_slid 0.9 De_tot_slid 34.56 kip=:=


6. Empty+Seismic PU6_fix 0.9 0.2 SDS-( ) De_tot_fix 22.22kip=:= VU6_tran Eo_tot Ewallpier+ 5.96 kip=:=

PU6_slid 0.9 0.2 SDS-( ) De_tot_slid 33.33 kip=:= VU6_long Eo_tot Ewallpier+ 5.96 kip=:=

7. Empty+Bundle Pull PU7_fix 0.9 De_tot_fix 23.04kip=:= VU7_fix 1.6 Bp_fix 7.7 kip=:=

VU7_slid 1.6 Bp_slid 7.7 kip=:= PU7_slid 0.9 De_tot_slid 34.56 kip=:=

PU7_FC 1.6 Bp_FC 11.55 kip=:=

8. Test PU8_fix 1.4 Dt_tot_fix 54.21 kip=:=

PU8_slid 1.4Dt_tot_slid 81.31kip=:=

9. Test+Wind (or Live) PU9_fix 1.2 Dt_tot_fix 46.46 kip=:= VU9_tran 1.6 0.25 Wtran 1.44 kip=:=

VU9_long 1.6 0.25 Wlong 0.88 kip=:= PU9_slid 1.2Dt_tot_slid 69.7 kip=:=

PU9_FC 1.6 0.25 Wlong_FC 0.66 kip=:=



Rev. 1


ALLOWABLE STRESS LOAD COMBINATIONS Vertical Loads Horizontal Loads

1. Operating PA1_fix Do_tot_fix 38.72 kip=:= VA1_thermal Tf 23.23 kip=:=

PA1_slid Do_tot_slid 58.08kip=:=


3. Oper+Wind+Live PA3_fix Do_tot_fix 38.72 kip=:= VA3_tran Wtran 3.6 kip=:=

PA3_slid Do_tot_slid 58.08kip=:= VA3_long Wlong 2.21 kip=:=

PA3_FC Wlong_FC 1.66 kip=:=

4. Oper+Seismic+Live PA4_fix 1.2 0.14SDS+( ) Do_tot_fix 47.33kip=:= VA4_tran 0.7 Eo_tot Ewallpier+( ) 4.17 kip=:=

PA4_slid 1.2 0.14SDS+( ) Do_tot_slid 71 kip=:= VA4_long .7 Eo_tot Ewallpier+( ) 4.17 kip=:=

5. Empty+Wind PaA5_fix 0.9 De_tot_fix 23.04kip=:= VA5_tran Wtran 3.6 kip=:=

VA5_long Wlong 2.21 kip=:= PA5_slid 0.9 De_tot_slid 34.56 kip=:=


6. Empty+Seismic PA6_fix 0.9 0.14 SDS-( ) De_tot_fix 22.47 kip=:= VA6_tran .7 Eo_tot Ewallpier+( ) 4.17 kip=:=

PA6_slid 0.9 0.14 SDS-( ) De_tot_slid 33.7 kip=:= VA6_long .7 Eo_tot Ewallpier+( ) 4.17 kip=:=

7. Empty+Bundle Pull PA7_fix De_tot_fix 25.6 kip=:= VA7_fix Bp_fix 4.81 kip=:=

PA7_slid De_tot_slid 38.4 kip=:= VA7_slid Bp_slid 4.81 kip=:=

PA7_FC Bp_FC 7.22 kip=:=

8. Test PA8_fix Dt_tot_fix 38.72kip=:=

PA8_slid Dt_tot_slid 58.08 kip=:=

9. Test+Wind (or Live) PA9_fix Dt_tot_fix 38.72kip=:= VA9_tran 0.25Wtran 0.9 kip=:=

VA9_long 0.25 W long 0.55 kip=:= PA9_slid Dt_tot_slid 58.08 kip=:=

PA9_FC 0.25 Wlong_FC 0.41 kip=:=



Rev. 1


WALL PIER DESIGN (Conservatively design as cantilever beam)

Clear cover to main reinforcement (2 inches minimum), Cc_pier 2in:=

Diameter of tie (assuming #4 tie), dt .5 in:=

Area of tie (assuming #4 tie), Areatiedt2

2p 0.2 in2=:=

Diameter of main reinforcement (assuming #6 bar), db .75 in:=

Area of main reinforcement bar (assuming #6 tie), Areapier_bardb2

2p 0.44 in2=:=

Effective depth, deff_pier Wpier Cc_pier- .5 db( )- 13.63 in=:=

f shear 0.75= (ACI 318, Section 9.3.2.3)

Maximum weight Distribution Factor, facmax max Se Fe, ( ) 0.6=:=

Shear Design: Vu_max max VU1_thermal VU3_long, VU4_long, VU5_long, VU6_long, VU7_fix, VU7_slid, VU9_long, ( ) 32.52kip=:=

fV c f shear 2 fc psi Lpier deff_pier 54.29kip=:= (ACI 318, EQ 11-3, = 1.0 for normal weight concrete)

Check if fV c Vu_max "Provide Minimum Tie Reinforcement at 12" Spacing", "Shear Reinforcement Required", ( ):= Check "Provide Minimum Tie Reinforcement at 12" Spacing"=

Flexural Design:

Maximum moment in the wall pier, Mu_max Vu_max Hf Hm-( ) 211.41kip ft=:=

Area of reinforcement required for balanced condition:

rpierfc

2 fy1.7 2.89

7.56 Mu_max

Lpier deff_pier2 fc

--

0.00639=:=

rpier_min200psi

fy0.00333=:= (ACI 318, Section 10.5.1)

r if rpier rpier_min rpier, if43

rpier rpier_min rpier_min, 43

rpier,

,

:= (ACI 318, Section 10.5.3)

As1 r Lpier deff_pier 3.66 in2

=:=

As2 0.005 Wpier Lpier 0.5( ) 1.68 in2=:= (EG-1904, Section 9.2.5)

As_pier max As1 As2, ( ) 3.66 in2=:=



Rev. 1


Number of bars required, Npier_required

As_pierAreapier_bar

8.28=:= bars on each face

Apier_required Npier_required Areapier_bar 3.66 in2

=:=

Number of bars provided, Npier_provided ceilAs_pier

Areapier_bar

9=:= bars on each face

Approximate spacing, spier_barLpier 2 Cc_pier- db-( )

Npier_provided 1-( )4.66 in=:=

Maximum crack control spacing:

fs23

fy 40 ksi=:= (ACI 318, Section 10.6.4)

Crackpier_bar min600fsksi

in 2.5Cc_pier- 12 40infsksi

,

10 in=:=

Maximum spacing, spier_max if spier_bar Crackpier_bar spier_bar, Crackpier_bar, ( ) 4.66 in=:= Center-to-center Spacing

FOOTING THICKNESS CHECK

Assume #6 bar for wall pier reinforcement, determine the minimum footing thickness to develop standard hook for the pier reinforcing bar:

b 1:= (Factor for uncoated bars) l 1:= (Factor for normal weight concrete)

Ldh .02 b l

fy

psi

fcpsi

db 14.23 in=:= (ACI 318, Section 12.5.2)

Check_Footing_Thickness if Ldh 3in+( ) Hm< "Okay", "Increase Footing Thickness", := Check_Footing_Thickness "Okay"=



Rev. 1


FOOTING DESIGN Size Footing For Bearing Pressure:

SBallow SBnet g soil Hg+ 5900 psf=:=

TryW footing Ceil Wpier 2 Hm+ 2in, ( ) 54 in=:=

Note: When the footing width provided in this calculation is not large enough due to inadequate footing size, use Wfooting_input to override the automatically calculated values.

W footing_input 96in:=

Wfooting max TryW footing Wfooting_input, ( ) 96 in=:=

TryLfooting Ceil Lpier 2 Hm+ 2in, ( ) 78 in=:=

Note: When the footing length provided in this calculation is not large enough due to inadequate footing size, use Lfooting_input to override the automatically calculated values. Lfooting_input 120in:=

Lfooting max TryLfooting Lfooting_input, ( ) 120 in=:=

Areafooting Lfooting Wfooting 80ft2

=:=

Wtpier Wpier Hf Hm-( ) Lpier g conc 4.55 kip=:=

Wt footing g conc Hm( ) Lfooting Wfooting 18 kip=:=

Wtsoil g soil Lfooting Wfooting Wpier Lpier-( ) Hg Hm-( ) 18.83kip=:=

Wt total Wtpier Wt footing+ Wtsoil+ 41.38kip=:=

NOTE: By engineering observation, the load combinations that will provide minimum and maximum soil pressure in this particular case, the Operating (Allowable Stress Load Combination #1) and Empty + Bundle Pull (Allowable Stress Load Combination #7) govern design in the longitudinal direction. The calculations below are for checking the soil pressures and stability ratio. The magnitudes of the loads acting in both directions will produce minimal bi-axial effects and can be ignored for this design.

Operating: (Load Combination used for maximum pressure)

P1 PA1_slid 58.08 kip=:= P2 PA1_fix 38.72 kip=:=

H1 VA1_thermal- 23.23- kip=:= H2 VA1_thermal 23.23kip=:=

M1 0ft lb:= (Applied Moment) M2 0ft lb:= (Applied Moment)

Pmax1 max P1 P2, ( ) 58.08 kip=:=

Ptot Pmax1 Wt total+ 99.46kip=:=



Rev. 1


Moments At Bottom Of Footing: M' H1 Hf( ) 185.86- ft kip=:= M'' H2 Hf( ) 185.86ft kip=:=

Mtot M1 M2+ max M' M'', ( )+ 185.86kip ft=:=

Eccentricity:

eMtotPtot

1.869ft=:= kern, kWfooting

61.33ft=:=

e1 "ARE OK":=

e2 "STOP, VERIFY LOADS":=

Loads if e 0ft< e2, e1, ( ):= Loads "ARE OK"=

qmax if e kPtot

Wfooting Lfooting1 6

eWfooting

+

, 2 Ptot

3 LfootingWfooting

2e-

,

:= qmax 3.111 ksf=

qmin if e kPtot


eWfooting

-

, 0ksf,

:= qmin 0.000 ksf=

Check if qmax SBallow "Footing size is adequate", "Increase Footing Size or Consider Combined Footing.", ( ):= Check "Footing size is adequate"=

Stability Ratio:

SRo if e 0 SR, Wfooting

2 e,

2.14=:= Footing_Stability if SRo SR "OK", "Resize Footing", ( ):= Footing_Stability "OK"=

Empty + Bundle Pull: (Load Combination used for minimum pressure)

P1 PA7_fix PA7_FC- 18.38 kip=:= P2 PA7_slid PA7_FC+ 45.62kip=:=

H1 VA7_fix 4.81 kip=:= H2 VA7_slid 4.81 kip=:=

M1 0ft lb:= (Applied Moment) M2 0ft lb:= (Applied Moment)

Pmax2 max P1 P2, ( ) 45.62 kip=:=

Ptot Pmax2 Wt total+ 87 kip=:=

Moments At Bottom Of Footing: M' H1 Hf( ) 38.5 kip ft=:= M'' H2 Hf( ) 38.5 kip ft=:= Mtot M1 M2+ max M' M'', ( )( )+ 38.5 kip ft=:=



Rev. 1


Eccentricity:

eMtotPtot

0.443ft=:= kern, kWfooting

61.33ft=:=

e1 "ARE OK":=

e2 "STOP, VERIFY LOADS":=

Loads if e 0ft< e2, e1, ( ):= Loads "ARE OK"=

qmax if e kPtot


eWfooting

+

, 2 Ptot

3 LfootingWfooting

2e-

,

:= qmax 1.448 ksf=

qmin if e kPtot


eWfooting

-

, 0ksf,

:= qmin 0.727 ksf=

Check if qmax SBallow "Footing size is adequate", "Increase Footing Size or Consider Combined Footing.", ( ):= Check "Footing size is adequate"=

Stability Ratio:

SRe if e 0 SR, Wfooting

2 e,

9.04=:= Footing_Stability if SRe SR "OK", "Resize Footing", ( ):= Footing_Stability "OK"=

Note: Strength design loads shall be used for footing steel reinforcement design.

Operating: (Load Combination used for maximum pressure)

P1U PU1_slid 81.31 kip=:= P2U PU1_fix 54.21kip=:=

H1U VU1_thermal- 32.52- kip=:= H2U VU1_thermal 32.52kip=:=

M1U 0ft lb:= (Applied Moment) M2U 0ft lb:= (Applied Moment)

P1max1.U max P1U P2U, ( ) 81.31kip=:=

P1tot.U P1max1.U 1.4Wt total+ 139.25kip=:=

Moments At Bottom Of Footing:

M1'U H1U Hf( ) 260.2- ft kip=:= M2'U H2U Hf( ) 260.2 ft kip=:=

M1tot.U M1U M2U+ max M1'U M2'U, ( )+ 260.2 kip ft=:=



Rev. 1


Eccentricity:

e1UM1tot.UP1tot.U

1.869ft=:= kern, k1UWfooting

61.33ft=:=

q1maxU if e1U k1UP1tot.U


e1UWfooting

+

, 2 P1tot.U

3 LfootingWfooting

2e-

,

2.61 ksf=:=

q1minU if e1U k1UP1tot.U


e1UWfooting

-

, 0ksf,

0 ksf=:=

Distance from mat edge to positive soil pressure: de1 if e1U k1U> WfootingWfooting

2e1U-

3-, 0ft,

1.61ft=:=

Soil pressure gradient: sb1if q1maxU( ) q1minU 0ksf, q1maxU q1minU-,

Wfooting de1-0.41

kip

ft2 ft=:=

wtransWtfooting Wtsoil+

Lfooting:= wlong

Wtfooting Wtsoil+

Wfooting:=

d1Wfooting Wpier-( )

2:=

Determine Maximum Shear & Moment:

shear1 W( ) wlong W if d1 W P1max1.U, 0 lb, ( )+( )- if d1( ) W P1max1.U, 0 lb, -if W de1> W de1-, 0in, ( )2

sb12

q1minU W+

Lfooting+

...:=

moment1 W( ) wlong-W2

2 if d1 W< M1 M1'U+ P1max1.U W d1-( )-, 0 ft lb, +

if d1( ) W< M2U M2'U+ P1max1.U W d1-( )-, 0 ft lb, +

...

if W de1> W de1-, 0 in, ( )3sb16

q1minUW2

2+

Lfooting+

...

:=

numWfooting0.01ft

:= i 0 num..:= dist ii ft100

:= V1i shear1 disti( ):= M1i moment1 dist i( ):=



Rev. 1


V1max max V1( ) 0 kip=:= M1max max M1( ) 0ft kip=:=

V1min min V1( ) 171.86- kip=:= M1min min M1( ) 728.42- ft kip=:=

maxshear1 max V1max V1min, ( ) 171.86kip=:= maxmom1 max M1max M1min, ( ) 728.42ft kip=:=

Empty + Bundle Pull: (Load Combination used for minimum pressure)

P1U PU7_fix PU7_FC- 11.49 kip=:= P2U PU7_slid PU7_FC+ 46.11 kip=:=

H1U VU7_fix 7.7 kip=:= H2U VU7_slid 7.7 kip=:=

M1U 0ft lb:= (Applied Moment) M2U 0ft lb:= (Applied Moment)

P2max1.U max P1U P2U, ( ) 46.11kip=:=

P2tot.U P2max1.U 1.4Wt total+ 104.05kip=:=

Moments At Bottom Of Footing: M1'U H1U Hf( ) 61.6ft kip=:= M2'U H2U Hf( ) 61.6 ft kip=:=

M2tot.U M1U M2U+ max M1'U M2'U, ( )+ 61.6 kip ft=:=

Eccentricity:

e2UM2tot.UP2tot.U

0.592ft=:= kern, k2UWfooting

61.33ft=:=

q2maxU if e2U k2UP2tot.U


e2UWfooting

+

, 2 P2tot.U

3 LfootingWfooting

2e-

,

1.88 ksf=:=

q2minU if e2U k2UP2tot.U


e2UWfooting

-

, 0ksf,

0.72 ksf=:=

Distance from mat edge to positive soil pressure: de2 if e2U k2U> WfootingWfooting

2e2U-

3-, 0ft,

0ft=:=

Soil pressure gradient: sb2if q2maxU( ) q2minU 0ksf, q2maxU q2minU-,

Wfooting de2-0.14

kip

ft2 ft=:=



Rev. 1


Determine Maximum Shear & Moment:

shear2 W( ) wlong W if d1 W P2max1.U, 0 lb, ( )+( )- if d1( ) W P2max1.U, 0 lb, -if W de2> W de2-, 0in, ( )2

sb22

q2minU W+

Lfooting+

...:=

moment2 W( ) wlong-W2

2 if d1 W< M1U M1'U+ P1max1.U W d1-( )-, 0 ft lb, +

if d1( ) W< M2U M2'U+ P2max1.U W d1-( )-, 0 ft lb, +

...

if W de2> W de2-, 0 in, ( )3sb26

q2minUW2

2+

Lfooting+

...

:=

numWfooting0.01ft

:= i 0 num..:= dist ii ft100

:= V2i shear2 disti( ):= M2i moment2 dist i( ):=

V2max max V2( ) 16.75 kip=:= M2max max M2( ) 145.97ft kip=:=

V2min min V2( ) 75.39- kip=:= M2min min M2( ) 264.18- ft kip=:=

maxshear2 max V2max V2min, ( ) 75.39 kip=:= maxmom2 max M2max M2min, ( ) 264.18ft kip=:=

Check Shear in Longitudinal Direction:

Clear cover to main reinforcement (2 inches minimum), Cc_footing 2in:=

Diameter of main reinforcement (assuming #8 bar), db footing 1.0in:=

Area of footing bar (assuming #8 bar), Areafooting_bardbfooting

2

2

p 0.79 in2=:=

Effective depth, deff_footing Hm Cc_footing- .5 db footing( )- 15.5 in=:=

b Lfooting:=

Vul max maxshear1 maxshear2, ( ) 171.86 kip=:=

fVn f shear 2 fc psi b deff_footing 176.46 kip=:= (ACI 318, EQ 11-3, = 1.0 for normal weight concrete)

Check if fVn Vul "OK", "Increase Footing Size", ( ):= Check "OK"=



Rev. 1


Top and Bottom Longitudinal Reinforcement in Footing:

For simplicity use same reinforcing for both top and bottom, so use minimum "d" for calculation:

Mu max maxmom1 maxmom2, ( ) 728.42 kip ft=:=


rfootingfc

2 fy1.7 2.89

7.56 Mu

b deff_pier2 fc

--

0.00781=:=

rfooting_min200psi

fy0.00333=:= (ACI 318, Section 10.5.1)

r if rfooting rfooting_min rfooting, if43

rfooting rfooting_min rfooting_min, 43

rfooting,

,

0.00781=:=

(ACI 318, Section 10.5.3)

As1 r b deff_footing 14.52 in2

=:=

As_TEMP 0.0018bHm2

1.94 in2=:= (ACI 318, Section 7.12.2.1)

As_footing max As1 As_TEMP, ( ) 14.52 in2=:=

Number of bars required, Nfooting_requiredAs_footing

Areafooting_bar

18.49=:= bottom bars

Afooting_required Nfooting_required Areafooting_bar 14.52 in2

=:=

Number of bars provided, Nfooting_provided ceil Nfooting_required( ) 19=:= bottom bars

Afooting_provided Nfooting_provided Areafooting_bar 14.92 in2

=:=

Approximate spacing, sfooting_barLfooting 2 Cc_footing- dbfooting-( )

Nfooting_provided 1-( )6.39 in=:=



Rev. 1


Maximum crack control spacing:

fs23

fy 40 ksi=:= (ACI 318, Section 10.6.4)

CC min Cc_footing dt+ 2in, ( ) 2 in=:=

Crackfooting_bar min15 40 in

fsksi

2.5CC-12 40 in

fsksi

,

10 in=:=

Maximum spacing, sfooting_max if s footing_bar Crackfooting_bar sfooting_bar, Crackfooting_bar, ( ) 6.39 in=:=

Conservatively, use same reinforcement for top and bottom in both directions.

Use rebar size: dbfooting 1 in=

Number of bars: Nfooting_provided 19=

Max spacing: sfooting_max 6.39 in=

Punching Shear:

Pumax1 max PU1_fix PU1_slid, PU3_fix PU3_FC-, PU3_slid PU3_FC+, PU4_fix, PU4_slid, PU5_fix PU5_FC-, PU5_slid PU5_FC+, ( ):=

Pumax2 max PU6_fix PU6_slid, PU7_fix PU7_FC-, PU7_slid PU7_FC+, PU8_fix, PU8_slid, PU9_fix PU9_FC-, PU9_slid PU9_FC+, ( ):=

Pumax max Pumax1 Pumax2, ( ) 81.31 kip=:=

Shear stress at a distance of 1/2 * deff_footing from the face of wall pier:

v1Pumax

2 Wpier Lpier+ 2 deff_footing+( ) deff_footing29.47 psi=:=

fv1n f shear 4 fc psi( ) 189.74psi=:= (ACI 318, EQ 11-33, = 1.0 for normal weight concrete)

Check_Punching_Shear if fv1n v1 "OK", "Increase Footing Thickness", ( ):=

Check_Punching_Shear "OK"=



Rev. 1


Appendix 5: HORIZONTAL VESSEL FOUNDATION DESIGN EXAMPLE

Concrete parameters: fc 4000 psi:=

fy 60000 psi:=

g conc 150pcf:= (Density of Normal Weight Concrete)

Geotechnical parameters: g soil 100pcf:= (Density of Soil)

SBnet 5ksf:= (Allowable Net Soil Bearing)

SR 1.50:= (Stability Ratio)

NOTE: THIS EXAMPLE ASSUMES A FOUNDATION THAT CONSISTS OF TWO IDENTICAL WALL PIERS AND FOOTING.

Weights and parameters from vendor: VESempty 98kip:= Temp 500:= (Maximum Operating Temperature, F) VESoper 335kip:= m f .40:= (Friction Coefficient for Sliding) VES test 394 kip:= Ce 0.000078:= (Thermal Coefficient for Steel, in/ft) Lv 37ft:= (Length of Vessel) NAB 2:= (Number of Anchor Bolts per Pier) ID 12ft:= (Inner Diameter of Vessel)

AB 1.25 in:= (Anchor Bolt Diameter)t .125 in:= (Wall Thickness of Vessel)

SaddleWidth 10in:= Ins 0in:= (Vessel Insulation Thickness)

SaddleLength 140in:= cb 6.5ft:= (Height from Center of Vessel to Top of

Wall Pier) SlidePlateThickness .5in:= (Recommended Value is 0.50 in) Hm 2.0ft:= (Footing Thickness)

Ls 22ft:= (Spacing Between Wall Piers)

H f 8ft:= (Height from Bottom of Footing to Top of Wall Pier)

Hg 4ft:= (Height from Bottom of Footing to Grade)

Cc1 11ft:= (Bolt Center-to-Center Spacing, Transverse Direction)

Cc2 0ft:= (Bolt Center-to-Center Spacing, Longitudinal Direction i.e. double row of bolts)



Rev. 1


VERTICAL LOADS Vessel operating and test loads are increased by If to account for piping and miscellaneous on vessel. (Normally, 10 - 20% increase; Use larger If value for vessels with diameter less than 36" and use smaller If values for vessels with diameter greater than or equal to 36")

If 1.10:=

Vertical Load Distribution at fixed and sliding end: Fraction of Load at Fixed End: Fraction of Load at Sliding End:

Fe .50:=

Se 1 Fe- 0.5=:=

Vessel Loads Total Load Load on Fixed End Load on Sliding End

Empty De VESempty:= De_fix Fe VESempty:= De_slid Se VESempty:=

De 98 kip= De_fix 49 kip= De_slid 49 kip=

Operating Do If VESoper:= Do_fix If Fe VESoper:= Do_slid If Se VESoper:=

Do 368.5 kip= Do_fix 184.25kip= Do_slid 184.25kip=

Test Dt If VEStest:= Dt_fix If Fe VEStest:= Dt_slid If Se VEStest:=

Dt 433.4kip= Dt_fix 216.7 kip= Dt_slid 216.7kip=

SIZE SLIDE PLATE

D Ce LsTemp 70-( )

120.7379in=:= (Thermal growth of a vessel used in thermal calculations)

SlidePlateWidth Ceil SaddleWidth 2 D+ 1in+ 1in, ( ) 13 in=:=

SlidePlateLength Ceil SaddleLength 1in+ 1in, ( ) 141 in=:=

SIZE WALL PIER Wall Pier Length

Edge Distance of Anchor Bolts: dedge1 4 AB 5 in=:=

dedge_min 4in:= (Per Mustang Standard, minimum edge distance is 4 inches) de max dedge1 dedge_min, ( ) 5 in=:=

Minimum Wall Pier Length: Lpier1 Cc1 2 de+ 142 in=:=

Lpier2 SlidePlateLength 4in+ 145 in=:=

Lpier max Lpier1 Lpier2, ( ) 145 in=:= Lpier Ceil Lpier 2in, ( ) 146 in=:=



Rev. 1


L3 10 in:=

Lpier max Lpier L3, ( ) 12.17ft=:=

Wall Pier Width Minimum Wall Pier Width:

Wpier1 Cc2 2 de+ 10 in=:=

Wpier2 SlidePlateWidth 4in+ 17 in=:=

Wpier max Wpier1 Wpier2, ( ) 17 in=:= Wpier Ceil Wpier 2in, ( ) 18 in=:=

Note: If the wall pier width provided in this calculation is not large enough, use W3 to override the automatically calculated values for deflection control in wall pier design.

W 3 10 in:= Wpier max Wpier W3, ( ) 18 in=:=

DETERMINE LATERAL LOADS WIND LOADS Select these factors based on ASCE 7-05 or project design criteria. Detailed wind pressure calculations are beyond the scope of this design example.

Cf_round .7:= (force coefficient for round surface) G f .85:= (gust effect factor)

C f_flat 1.80:= (force coefficient for flat surface) q z 21.89 psf:= (velocity pressure)

qz_long qz Gf Cf_flat 33.49 psf=:= (longitudinal velocity pressure)

qz_tran qz Gf Cf_round 13.02 psf=:= (transverse velocity pressure)

Determine Effective Diameters

OD ID 2 t Ins+( )+ 12.02ft=:=

ODeff if OD 3ft 2 OD, if OD 4.5ft 1.8 OD, if OD 6.5ft 1.7 OD, if OD 8.5ft 1.6 OD, 1.5 OD, ( ), ( ), ( ), ( ):=

ODeff 18.03ft=

Transverse Wind Loads Atr ODeff Lv( ) 667.16ft2=:= Wtran Atr qz_tran 8.69 kip=:=

Note: If the wall pier length provided in this calculation is not large enough, use L3 to override the automatically calculated values for deflection control in wall pier design.



Rev. 1


Longitudinal Wind Loads

Al ODeff( ) cbODeff

2+

279.77ft2=:=

Wlong Al qz_long 9.37 kip=:=


Wlong_FC Wlongcb( )Ls

2.77 kip=:=

SEISMIC LOADS Select these factors based on IBC 2006 or project design criteria. Detailed seismic load calculations are beyond the scope of this design example.

Seismic Distribution Coefficient, C s .067:=

Importance Factor, Ieq 1.25:=

Short Period Spectral Response Acceleration Parameter, S S 0.20:=

Short Period Site Coefficient, F a 1.2:= (also, ref. Table 11.4-1, ASCE 7-05)

Short Period Spectral Response Acceleration Parameter Adjusted For Site Class Effects:

SMS Fa SS 0.24=:= (ref. EQ 11.4-1, ASCE 7-05)

Design Short Period Spectral Response Acceleration Parameter:

SDS23

SMS 0.16=:= (ref. EQ 11.4-3, ASCE 7-05)

Seismic Design For Rigid Non-building Structures:

Lateral force assuming a fundamental period, T, less than 0.06 seconds (ref. EQ 15.4-5, ASCE 7-05):

Vessel Load:

Empty: Ee 0.30 SDS Ieq De 5.88 kip=:=

Operating: Eo 0.30 SDS Ieq Do 22.11kip=:=

Wall Pier Seismic Loads (only consider the contributing portion above footing):

Weight of wall pier above footing, Wtpier112

Hf Hm-( ) Lpier Wpier g conc 8.21 kip=:=

Lateral force of wall pier, Ewallpier Cs Wtpier1 0.55 kip=:=



Rev. 1


THERMAL LOADS Note: Thermal load is based on the force to overcome friction. Ff mf Do_slid 73.7 kip=:=

E 57000 fckip.5

in 114000ksi=:=

IgLpier Wpier( )3

1270956in4=:=

Hwp Hf Hm- 72 in=:=

Fd3 D E Ig( )2 Hwp

323986.86kip=:=

Tf min Ff Fd, ( ) 73.7 kip=:=

SlidingCheck if Ff Fd< "Sliding Will Occur", "Use Low-Friction Slide Assembly or Increase Pier Size", ( ):= SlidingCheck "Sliding Will Occur"=



Rev. 1


STRENGTH DESIGN LOAD COMBINATIONS Vertical Loads Horizontal Loads

VU1_thermal 1.4 Tf 103.18kip=:= 1. Operating PU1_fix 1.4 Do_fix 257.95kip=:=

PU1_slid 1.4 Do_slid 257.95kip=:=


3. Oper+Wind+Live PU3_fix 1.2 Do_fix 221.1kip=:= VU3_tran 1.6Wtran 13.9 kip=:=

PU3_slid 1.2 Do_slid 221.1 kip=:= VU3_long 1.6 Wlong 14.99kip=:=


4. Oper+Seismic+Live PU4_fix 1.2 Do_fix 221.1kip=:= VU4_tran Eo Ewallpier+ 22.66kip=:=

PU4_slid 1.2 Do_slid 221.1 kip=:= VU4_long Eo Ewallpier+ 22.66kip=:=

5. Empty+Wind PU5_fix 0.9 De_fix 44.1 kip=:= VU5_tran 1.6Wtran 13.9 kip=:=

VU5_long 1.6 Wlong 14.99kip=:= PU5_slid 0.9 De_slid 44.1 kip=:=


6. Empty+Seismic PU6_fix 0.9 0.2 SDS-( ) De_fix 42.53kip=:= VU6_tran Eo Ewallpier+ 22.66kip=:=

PU6_slid 0.9 0.2 SDS-( ) De_slid 42.53 kip=:= VU6_long Eo Ewallpier+ 22.66kip=:=

7. Test PU7_fix 1.4 Dt_fix 303.38kip=:=

PU7_slid 1.4Dt_slid 303.38kip=:=

8. Test+Wind (or Live) PU8_fix 1.2 Dt_fix 260.04kip=:= VU8_tran 1.6 0.25 Wtran 3.48 kip=:=

VU8_long 1.6 0.25 Wlong 3.75 kip=:= PU8_slid 1.2Dt_slid 260.04kip=:=

PU8_FC 1.6 0.25 Wlong_FC 1.11 kip=:=



Rev. 1


ALLOWABLE STRESS LOAD COMBINATIONS Vertical Loads Horizontal Loads

1. Operating PA1_fix Do_fix 184.25kip=:= VA1_thermal Tf 73.7 kip=:=

PA1_slid Do_slid 184.25kip=:=


3. Oper+Wind+Live PA3_fix Do_fix 184.25kip=:= VA3_tran Wtran 8.69 kip=:=

PA3_slid Do_slid 184.25kip=:= VA3_long Wlong 9.37 kip=:=


4. Oper+Seismic+Live PA4_fix 1.2 0.14SDS+( ) Do_fix 225.23kip=:= VA4_tran 0.7 Eo Ewallpier+( ) 15.86 kip=:=

PA4_slid 1.2 0.14SDS+( ) Do_slid 225.23kip=:= VA4_long .7 Eo Ewallpier+( ) 15.86 kip=:=

5. Empty+Wind PaA5_fix 0.9 De_fix 44.1 kip=:= VA5_tran Wtran 8.69 kip=:=

VA5_long Wlong 9.37 kip=:= PA5_slid 0.9 De_slid 44.1 kip=:=


6. Empty+Seismic PA6_fix 0.9 0.14 SDS-( ) De_fix 43 kip=:= VA6_tran .7 Eo Ewallpier+( ) 15.86kip=:=

PA6_slid 0.9 0.14 SDS-( ) De_slid 43 kip=:= VA6_long .7 Eo Ewallpier+( ) 15.86 kip=:=

7. Test PA7_fix Dt_fix 216.7kip=:=

PA7_slid Dt_slid 216.7 kip=:=

8. Test+Wind (or Live) PA8_fix Dt_fix 216.7kip=:= VA8_tran 0.25Wtran 2.17 kip=:=

VA8_long 0.25 W long 2.34 kip=:= PA8_slid Dt_slid 216.7 kip=:=

PA8_FC 0.25 Wlong_FC 0.69 kip=:=



Rev. 1


WALL PIER DESIGN (Conservatively design as cantilever beam)

Clear cover to main reinforcement (2 inches minimum), Cc_pier 2in:=

Diameter of tie (assuming #4 tie), dt .5in:=

Area of tie (assuming #4 tie), Areatiedt2

2p 0.2 in2=:=

Diameter of main reinforcement (assuming #6 bar), db .75 in:=

Area of main reinforcement bar (assuming #6 tie), Areapier_bardb2

2p 0.44 in2=:=

Effective depth, deff_pier Wpier Cc_pier- .5 db( )- 15.63 in=:=

f shear 0.75= (ACI 318, Section 9.3.2.3)

Maximum weight Distribution Factor, facmax max Se Fe, ( ) 0.5=:=

Shear Design:

Vu_max max VU1_thermal VU3_long, VU4_long, VU5_long, VU6_long, VU8_long, ( ) 103.18kip=:=

fV c f shear 2 fc psi Lpier deff_pier 216.42kip=:= (ACI 318, EQ 11-3, = 1.0 for normal weight concrete)

Check if fV c Vu_max "Provide Minimum Tie Reinforcement at 12" Spacing", "Shear Reinforcement Required", ( ):= Check "Provide Minimum Tie Reinforcement at 12" Spacing"=

Flexural Design:

Maximum moment in the wall pier, Mu_max Vu_max Hf Hm-( ) 619.08kip ft=:=


rpierfc

2 fy1.7 2.89

7.56 Mu_max

Lpier deff_pier2 fc

--

0.004=:=

rpier_min200psi

fy0.00333=:= (ACI 318, Section 10.5.1)

r if rpier rpier_min rpier, if43

rpier rpier_min rpier_min, 43

rpier,

,

0.004=:= (ACI 318, Section 10.5.3)

As1 r Lpier deff_pier 9.13 in2

=:=

As2 0.005 Wpier Lpier 0.5( ) 6.57 in2=:= (EG-1904, Section 9.2.5)

As_pier max As1 As2, ( ) 9.13 in2=:=



Rev. 1


Number of bars required, Npier_required

As_pierAreapier_bar

20.67=:= bars on each face

Apier_required Npier_required Areapier_bar 9.13 in2

=:=

Number of bars provided, Npier_provided ceilAs_pier

Areapier_bar

2

eg-1904 horizontal vessel foundation_rev1

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