FOUNDATION DESIGN AND CONSTRUCTION
GEO PUBLICATION No. 1/2006FOUNDATION DESIGN ANDCONSTRUCTIONGEOTECHNICAL ENGINEERING OFFICECivil Engineering and Development DepartmentThe Government of the Hong KongSpecial Administrative Region
2 The Government of the Hong Kong Special Administrative RegionFirst published, 2006Prepared by :Geotechnical Engineering Office,Civil Engineering and Development Department,Civil Engineering and Development Building,101 Princess Margaret Road,Homantin, Kowloon,Hong Kong.Captions of Figures on the Front CoverTop Left :Construction of Large-diameter Bored PilesTop Right :Pile Loading Test Using Osterberg Load CellBottom Left : Foundations in MarbleBottom Right : Construction of Large-diameter Bored Piles on Slope
3FOREWORDThis publication is a reference document that presents a review of the principles andpractice related to design and construction of foundation, with specific reference to groundconditions in Hong Kong. The information given in the publication should facilitate the useof modern methods and knowledge in foundation engineering.The Geotechnical Engineering Office published in 1996 a reference document (GEOPublication No. 1/96) on pile design and construction with a Hong Kong perspective. Inrecent years, there has been a growing emphasis on the use of rational design methods infoundation engineering. Many high-quality instrumented pile loading tests were conducted,which had resulted in better understanding of pile behaviour and more economic foundationsolutions. The Geotechnical Engineering Office sees the need to revise the publication toconsolidate the experience gained and improvement made in the practice of foundationdesign and construction. The scope of the publication is also expanded to cover the keydesign aspects for shallow foundations, in response to the request of the practitioners. Hence,a new publication title is used.The preparation of this publication is under the overall direction of a Working Group.The membership of the Working Group, given on the next page, includes representativesfrom relevant government departments, the Hong Kong Institution of Engineers and theHong Kong Construction Association. Copies of a draft version of this document werecirculated to local professional bodies, consulting engineers, contractors, academics,government departments and renowned overseas experts in the field of foundationengineering. Many individuals and organisations made very useful comments, many ofwhich have been adopted in finalising this document. Their contributions are gratefullyacknowledged.The data available to us from instrumented pile loading tests in Hong Kong arecollated in this publication. Practitioners are encouraged to help expand this pile database bycontinuing to provide us with raw data from local instrumented pile loading tests. The datacan be sent to Chief Geotechnical Engineer/Standards and Testing.Practitioners are encouraged to provide comments to the Geotechnical EngineeringOffice at any time on the contents of the publication, so that improvements can be made infuture editions.Raymond K S ChanHead, Geotechnical Engineering OfficeJanuary 2006
4WORKING GROUP :Architectural Services DepartmentMr. Li W.W.Buildings DepartmentMr. Cheng M.L.Civil Engineering and Development DepartmentMr. Pun W.K. (Chairman)Mr. Ken Ho K.S.Dr. Richard Pang P.L.Mr. Vincent Tse S.H.Dr. Dominic Lo O.K.Mr. Sammy Cheung P.Y. (Secretary)Highways DepartmentMr. Li W. (before 1 December 2004)Mr. Yeung S.K. (between 1 December 2004 and 3 May 2005)Mr. Anthony Yuen W.K. (after 3 May 2005)Hong Kong Construction Association (Piling Contractor Subcommittee)Mr. David Chiu C.H.Hong Kong Institution of Engineers (Civil Division)Mr. Timothy SuenHong Kong Institution of Engineers (Geotechnical Division)Dr. Daman Lee D.M.Hong Kong Institution of Engineers (Structural Division)Mr. Kwan K.K.Housing DepartmentDr. John Lai Y.K.Mr. Pang C.F.
5CONTENTSPageNo.TITLE PAGE1FOREWORD3WORKING GROUP4CONTENTS5LIST OF TABLES15LIST OF FIGURES17LIST OF PLATES211.INTRODUCTION231.1PURPOSE AND SCOPE231.2GENERAL GUIDANCE242.SITE INVESTIGATION, GEOLOGICAL MODELS ANDSELECTION OF DESIGN PARAMETERS252.1GENERAL252.2DESK STUDIES2.2.1 Site History2.2.2 Details of Adjacent Structures and Existing Foundations2.2.3 Geological Studies2.2.4 Groundwater25252626332.3EXECUTION OF GROUND INVESTIGATION332.4EXTENT OF GROUND INVESTIGATION2.4.1 General Sites3333
6PageNo.2.4.23.4.Sites Underlain by Marble342.5SOIL AND ROCK SAMPLING362.6DETECTION OF AGGRESSIVE GROUND362.7INSITU AND LABORATORY TESTING372.8ESTABLISHING A GEOLOGICAL MODEL382.9SELECTION OF DESIGN PARAMETERS39SHALLOW FOUNDATIONS413.1GENERAL413.2DESIGN OF SHALLOW FOUNDATIONS ON SOILS3.2.1 Determination of Bearing Capacity of Soils3.2.1.1 General3.2.1.2 Empirical methods3.2.1.3 Bearing capacity theory3.2.2 Foundations On or Near the Crest of a Slope3.2.3 Factors of Safety3.2.4 Settlement Estimation3.2.4.1 General3.2.4.2 Foundations on granular soils3.2.4.3 Foundations on fine-grained soils3.2.5 Lateral Resistance of Shallow Foundations4242424242464648484950513.3DESIGN OF SHALLOW FOUNDATIONS ON ROCK513.4PLATE LOADING TEST523.5RAFT FOUNDATIONS53TYPES OF PILE554.1CLASSIFICATION OF PILES554.2LARGE-DISPLACEMENT PILES4.2.1 General4.2.2 Precast Reinforced Concrete Piles4.2.3 Precast Prestressed Spun Concrete Piles4.2.4 Closed-ended Steel Tubular Piles5656565757
7PageNo.4.2.55.Driven Cast-in-place Concrete Piles584.3SMALL-DISPLACEMENT PILES4.3.1 General4.3.2 Steel H-piles4.3.3 Open-ended Steel Tubular Piles585858594.4REPLACEMENT PILES4.4.1 General4.4.2 Machine-dug Piles4.4.2.1 Mini-piles4.4.2.2 Socketed H-piles4.4.2.3 Continuous flight auger piles4.4.2.4 Large-diameter bored piles4.4.2.5 Barrettes4.4.3 Hand-dug Caissons5959596060606161624.5SPECIAL PILE TYPES4.5.1 General4.5.2 Shaft- and Base-grouted Piles4.5.3 Jacked Piles4.5.4 Composite Piles6565656667CHOICE OF PILE TYPE AND DESIGN RESPONSIBILITY695.1GENERAL695.2FACTORS TO BE CONSIDERED IN CHOICE OF PILE TYPE5.2.1 Ground Conditions5.2.2 Complex Ground Conditions5.2.3 Nature of Loading5.2.4 Effects of Construction on SurroundingStructures and Environment5.2.5 Site and Plant Constraints5.2.6 Safety5.2.7 Programme and Cost69697173737474755.3REUSE OF EXISTING PILES5.3.1 General5.3.2 Verifications of Conditions5.3.3 Durability Assessment5.3.4 Load-carrying Capacity5.3.5 Other Design Aspects7575767677775.4DESIGN RESPONSIBILITY78
8PageNo.5.4.1 Contractor's Design5.4.2 Engineer's Design5.4.3 Discussions6.787879DESIGN OF SINGLE PILES AND DEFORMATION OF PILES816.1GENERAL816.2PILE DESIGN IN RELATION TO GEOLOGY816.3DESIGN PHILOSOPHIES6.3.1 General6.3.2 Global Factor of Safety Approach6.3.3 Limit State Design Approach6.3.4 Discussions on Design Approaches6.3.5 Recommended Factors of Safety6.3.6 Planning for Future Redevelopments828282828485876.4AXIALLY LOADED PILES IN SOIL6.4.1 General6.4.2 Pile Driving Formulae6.4.3 Wave Equation Analysis6.4.4 Use of Soil Mechanics Principles6.4.4.1 General6.4.4.2 Critical depth concept6.4.4.3 Bored piles in granular soils6.4.4.4 Driven piles in granular soils6.4.4.5 Bored piles in clays6.4.4.6 Driven piles in clays6.4.4.7 Other factors affecting shaft resistance6.4.4.8 Effect of soil plug on open-ended pipe piles6.4.5 Correlation with Standard Penetration Tests6.4.5.1 General6.4.5.2 End-bearing resistance6.4.5.3 Shaft resistance6.4.6 Correlation with Other Insitu 5AXIALLY LOADED PILES IN ROCK6.5.1 General6.5.2 Driven Piles in Rock6.5.3 Bored Piles in Rock6.5.3.1 General6.5.3.2 Semi-empirical methods6.5.3.3 Bearing capacity theories6.5.3.4 Insitu tests103103104104104105111111
9PageNo.6.5.3.5 Presumptive bearing values6.5.4 Rock Sockets1111146.6UPLIFT CAPACITY OF PILES6.6.1 Piles in Soil6.6.2 Rock Sockets6.6.3 Cyclic Loading1171171191206.7LATERAL LOAD CAPACITY OF PILES6.7.1 Vertical Piles in Soil6.7.2 Inclined Loads6.7.3 Raking Piles in Soil6.7.4 Rock Sockets6.7.5 Cyclic Loading1211211291291291316.8NEGATIVE SKIN FRICTION6.8.1 General6.8.2 Calculation of Negative Skin Friction6.8.3 Field Observations in Hong Kong6.8.4 Means of Reducing Negative Skin Y PILES FOR DESIGN EVALUATION1356.11PILE DESIGN IN KARST MARBLE1376.12STRUCTURAL DESIGN OF PILES6.12.1 General6.12.2 Lifting Stresses6.12.3 Driving and Working Stresses6.12.4 Bending and Buckling of Piles6.12.5 Mini-piles1411411411411421436.13DEFORMATION OF SINGLE PILES6.13.1 General6.13.2 Axial Loading6.13.2.1 General6.13.2.2 Load transfer method6.13.2.3 Elastic continuum methods6.13.2.4 Numerical methods6.13.2.5 Determination of deformation parameters6.13.3 Lateral Loading6.13.3.1 General6.13.3.2 Equivalent cantilever method6.13.3.3 Subgrade reaction method143143146146146146150152155155156156
10PageNo.6.13.3.4 Elastic continuum methods6.147.CORROSION OF PILES159160GROUP EFFECTS1657.1GENERAL1657.2MINIMUM SPACING OF PILES1657.3ULTIMATE CAPACITY OF PILE GROUPS7.3.1 General7.3.2 Vertical Pile Groups in Granular Soils under Compression7.3.2.1 Free-standing driven piles7.3.2.2 Free-standing bored piles7.3.2.3 Pile groups with ground bearing cap7.3.3 Vertical Pile Groups in Clays under Compression7.3.4 Vertical Pile Groups in Rock under Compression7.3.5 Vertical Pile Groups under Lateral Loading7.3.6 Vertical Pile Groups under Tension Loading7.3.7 Pile Groups Subject to Eccentric E SKIN FRICTION ON PILE GROUPS1757.5DEFORMATION OF PILE GROUPS7.5.1 Axial Loading on Vertical Pile Groups7.5.1.1 General7.5.1.2 Semi-empirical methods7.5.1.3 Equivalent raft method7.5.1.4 Equivalent pier method7.5.1.5 Interaction factor methods7.5.1.6 Numerical methods7.5.2 Lateral Loading on Vertical Pile Groups7.5.2.1 General7.5.2.2 Methodologies for analysis7.5.2.3 Effect of pile cap7.5.3 Combined Loading on General Pile Groups7.5.3.1 General7.5.3.2 Methodologies for analysis7.5.3.3 Choice of 901911927.6DESIGN CONSIDERATIONS IN SOIL-STRUCTUREINTERACTION PROBLEMS7.6.1 General7.6.2 Load Distribution between Piles192192192
11PageNo.7.6.2.1 General7.6.2.2 Piles subject to vertical loading7.6.2.3 Piles subject to lateral loading7.6.3 Piled Raft Foundations7.6.3.1 Design principles7.6.3.2 Methodologies for analysis7.6.3.3 Case histories7.6.4 Use of Piles to Control Foundation Stiffness7.6.5 Piles in Soils Undergoing Movement7.6.5.1 General7.6.5.2 Piles in soils undergoing lateral movement7.6.5.3 Piles in heaving soils8.192193193195195195197198199199199200PILE INSTALLATION AND CONSTRUCTION CONTROL2018.1GENERAL2018.2INSTALLATION OF DISPLACEMENT PILES8.2.1 Equipment8.2.2 Characteristics of Hammers and Vibratory Drivers8.2.2.1 General8.2.2.2 Drop hammers8.2.2.3 Steam or compressed air hammers8.2.2.4 Diesel hammers8.2.2.5 Hydraulic hammers8.2.2.6 Vibratory drivers8.2.3 Selection of Method of Pile Installation8.2.4 Potential Problems Prior to Pile Installation8.2.4.1 Pile manufacture8.2.4.2 Pile handling8.2.5 Potential Problems during Pile Installation8.2.5.1 General8.2.5.2 Structural damage8.2.5.3 Pile head protection assembly8.2.5.4 Obstructions8.2.5.5 Pile whipping and verticality8.2.5.6 Toeing into rock8.2.5.7 Pile extension8.2.5.8 Pre-ignition of diesel hammers8.2.5.9 Difficulties in achieving set8.2.5.10 Set-up phenomenon8.2.5.11 False set phenomenon8.2.5.12 Piling sequence8.2.5.13 Raking piles8.2.5.14 Piles with bituminous or epoxy 08208212212213214214215216217217217218218
12PageNo.8.2.5.15 Problems with marine piling8.2.5.16 Driven cast-in-place piles8.2.5.17 Cavernous marble8.2.6 Potentially Damaging Effects of Construction andMitigating Measures8.2.6.1 Ground movement8.2.6.2 Excess porewater pressure8.2.6.3 Noise8.2.6.4 Vibration8.3INSTALLATION OF MACHINE-DUG PILES8.3.1 Equipment8.3.1.1 Large-diameter bored piles8.3.1.2 Mini-piles and socketed H-piles8.3.1.3 Continuous flight auger (cfa) piles8.3.1.4 Shaft- and base-grouted piles8.3.2 Use of Drilling Fluid for Support of Excavation8.3.2.1 General8.3.2.2 Stabilising action of bentonite slurry8.3.2.3 Testing of bentonite slurry8.3.2.4 Polymer fluid8.3.3 Assessment of Founding Level and Condition of Pile Base8.3.4 Potential Problems during Pile Excavation8.3.4.1 General8.3.4.2 Bore instability and overbreak8.3.4.3 Stress relief and disturbance8.3.4.4 Obstructions8.3.4.5 Control of bentonite slurry8.3.4.6 Base cleanliness and disturbance of founding materials8.3.4.7 Position and verticality of pile bores8.3.4.8 Vibration8.3.4.9 Sloping rock surface8.3.4.10 Inspection of piles8.3.4.11 Recently reclaimed land8.3.4.12 Bell-outs8.3.4.13 Soft sediments8.3.4.14 Piles in landfill and chemically contaminated ground8.3.4.15 Cavernous marble8.3.5 Potential Problems during Concreting8.3.5.1 General8.3.5.2 Quality of concrete8.3.5.3 Quality of grout8.3.5.4 Steel reinforcement8.3.5.5 Placement of concrete in dry condition8.3.5.6 Placement of concrete in piles constructedunder water or 39239240240241241241241241242242243244
13PageNo.8.48.59.8.3.5.7 Concrete placement in continuous flight auger piles8.3.5.8 Extraction of temporary casing8.3.5.9 Effect of groundwater8.3.5.10 Problems in soft ground8.3.5.11 Cut-off levels8.3.6 Potential Problems after Concreting8.3.6.1 Construction of adjacent piles8.3.6.2 Impact by construction plant8.3.6.3 Damage during trimming8.3.6.4 Cracking of piles due to thermal effectsand ground movement244245246246247247247247247248INSTALLATION OF HAND-DUG CAISSONS8.4.1 General8.4.2 Assessment of Condition of Pile Base8.4.2.1 Hand-dug caissons in saprolites8.4.2.2 Hand-dug caissons in rock8.4.3 Potential Installation Problems and ConstructionControl Measures8.4.3.1 General8.4.3.2 Problems with groundwater8.4.3.3 Base heave and shaft stability8.4.3.4 Base softening8.4.3.5 Effects on shaft resistance8.4.3.6 Effects on blasting8.4.3.7 Cavernous marble8.4.3.8 Safety and health hazard8.4.3.9 Construction control248248248248249249INTEGRITY TESTS OF PILES8.5.1 Role of Integrity Tests8.5.2 Types of Non-destructive Integrity Tests8.5.2.1 General8.5.2.2 Sonic logging8.5.2.3 Vibration (impedance) test8.5.2.4 Echo (seismic or sonic integrity) test8.5.2.5 Dynamic loading tests8.5.3 Practical Considerations in the Use of Integrity 252252252PILE LOADING TESTS2679.1GENERAL2679.2TIMING OF PILE TESTS267
14PageNo.9.3STATIC PILE LOADING TESTS9.3.1 Reaction Arrangement9.3.1.1 Compression tests9.3.1.2 Uplift loading tests9.3.1.3 Lateral loading tests9.3.2 Equipment9.3.2.1 Measurement of load9.3.2.2 Measurement of pile head movement9.3.3 Test Procedures9.3.3.1 General9.3.3.2 Maintained-load tests9.3.3.3 Constant rate of penetration tests9.3.4 Instrumentation9.3.4.1 General9.3.4.2 Axial loading tests9.3.4.3 Lateral loading tests9.3.5 Interpretation of Test Results9.3.5.1 General9.3.5.2 Evaluation of failure load9.3.5.3 Acceptance criteria9.3.5.4 Axial loading tests on instrumented piles9.3.5.5 Lateral loading tests9.3.5.6 Other aspects of loading test 2752752772792802802802822862862879.4DYNAMIC LOADING TESTS9.4.1 General9.4.2 Test Methods9.4.3 Methods of Interpretation9.4.3.1 General9.4.3.2 CASE method9.4.3.3 CAPWAP method9.4.3.4 SIMBAT method9.4.3.5 Other methods of analysis9.4.4 Recommendations on the Use of Dynamic Loading DIX A295SUMMARY OF RESULTS OF INSTRUMENTEDPILE LOADING TESTS IN HONG KONG337GLOSSARY OF SYMBOLS363GLOSSARY OF TERMS373
15LIST OF TABLESTableNo.PageNo.3.1Bearing Capacity Factors for Computing Ultimate Bearing Capacity ofShallow Foundations453.2Values of Cα/Cc for Geotechnical Materials514.1Advantages and Disadvantages of Displacement Piles564.2Advantages and Disadvantages of Machine-dug Piles594.3Advantages and Disadvantages of Hand-dug Caissons626.1Minimum Global Factors of Safety for Piles in Soil and Rock866.2Minimum Mobilisation Factors for Shaft Resistance and End-bearingResistance866.3Typical Values of Shaft Resistance Coefficient, β, in Saprolites andSand966.4Rating Assigned to Individual Parameters using RMR ClassificationSystem1096.5Allowable Bearing Pressure Based on Computed RMR Value1106.6Presumed Allowable Vertical Bearing Pressure for Foundations onHorizontal Ground1136.7Classification of Marble1396.8Limits on Increase of Vertical Effective Stress on Marble Surface1416.9Shape and Rigidity Factors for Calculating Settlements of Points onLoaded Areas at the Surface of an Elastic Half-space1526.10Correlations between Drained Young's Modulus and SPT N Value forWeathered Granites in Hong Kong1546.11Typical Values of Coefficient of Horizontal Subgrade Reaction1587.1Tolerance of Installed Piles1667.2Reduction Factor for Coefficient of Subgrade Reaction for a LaterallyLoaded Pile Group1888.1Typical Energy Transfer Ratio of Pile Hammers2038.2Possible Defects in Displacement Piles Caused by Driving209
16TableNo.PageNo.8.3Defects in Displacement Piles Caused by Ground Heave and PossibleMitigation Measures2108.4Problems with Displacement Piles Caused by Lateral GroundMovement and Possible Mitigation Measures2108.5Problems with Driven Cast-in-place Piles Caused by Groundwater andPossible Mitigation Measures2118.6Limits on Driving Stress2118.7Limits on Properties of Bentonite Slurry2308.8Causes and Mitigation of Possible Defects in Replacement Piles2328.9Interpretation of Vibration Tests on Piles2598.10Classification of Pile Damage by Dynamic Loading Test2649.1Loading Procedures and Acceptance Criteria for Pile Loading Tests inHong Kong2769.2Range of CASE Damping Values for Different Types of Soil291A1Interpreted Shaft Resistance in Loading Tests on InstrumentedReplacement Piles in Hong Kong343A2Interpreted Shaft Resistance in Loading Tests on InstrumentedDisplacement Piles in Hong Kong347A3Interpreted Shaft Resistance in Loading Tests on InstrumentedReplacement Piles with Shaft-grouting in Hong Kong350A4Interpreted Shaft Resistance and End-bearing Resistance in LoadingTests on Instrumented Replacement Piles Embedded in Rock in HongKong351
17LIST OF FIGURESFigureNo.PageNo.2.1Principal Rock and Soil Types in Hong Kong282.2Geological Map of Hong Kong312.3Representation of a Corestone-bearing Rock Mass323.1Generalised Loading and Geometric Parameters for a Spread ShallowFoundation443.2Linear Interpolation Procedures for Determining Ultimate BearingCapacity of a Spread Shallow Foundation near the Crest of a Slope475.1Suggested Procedures for the Choice of Foundation Type for a Site706.1Wave Equation Analysis926.2Relationship between Nq and φ'946.3Relationship between β and φ' for Bored Piles in Granular Soils966.4Design Line for α Values for Piles Driven into Clays996.5Correlation between Allowable Bearing Pressure and RQD for a JointedRock Mass1056.6Determination of Allowable Bearing Pressure on Rock1076.7Relationship between Deformation Modulus and RMR for a JointedRock Mass1086.8Allowable Bearing Pressure Based on RMR Value for a Jointed RockMass beneath Piles1106.9Determination of Allowable Bearing Capacity on Rock1126.10Load Distribution in Rock Socketed Piles, φ' 70 1156.11Load Distribution in Rock Socketed Piles, φ' 40 1156.12Mobilised Shaft Resistance in Piles Socketed in Rock1166.13Failure Mechanisms for Belled Piles in Granular Soils Subject to UpliftLoading120
18FigureNo.PageNo.6.14Failure Modes of Vertical Piles under Lateral Loads1226.15Coefficients Kqz and Kcz at depth z for Short Piles Subject to LateralLoad1236.16Ultimate Lateral Resistance of Short Piles in Granular Soils1256.17Ultimate Lateral Resistance of Long Piles in Granular Soils1266.18Influence Coefficients for Piles with Applied Lateral Load and Moment(Flexible Cap or Hinged End Conditions)1276.19Influence Coefficients for Pi
3.3 DESIGN OF SHALLOW FOUNDATIONS ON ROCK 51 3.4 PLATE LOADING TEST 52 3.5 RAFT FOUNDATIONS 53 4. TYPES OF PILE 55 4.1 CLASSIFICATION OF PILES 55 4.2 LARGE-DISPLACEMENT PILES 56 4.2.1 General 56 4.2.2 Precast Reinforced Concrete Piles 56 4.2.3 Precast Prestressed Spun Concrete Piles 57 4.2.4 Closed-ended Steel Tubular Piles 57. 7 Page No. 4.2.5 Driven Cast-in-place Concrete Piles 58 4.3 SMALL .
Animals Clifton B. & Anne Batchelder Foundation, Gifford Foundation Inc., Lied Foundation Trust Arts Ethel S. Abbott Charitable Foundation, Burlington Capital Foundation, Baer Foundation, The Theodore G. Baldwin Foundation, Blair Area Community Foundation, Cooper Foundation, Ford Foundation, Ike & Roz
Lenzmeier Family Foundation Susan G. Komen Breast Cancer Foundation 25,000 — 49,999 Broadway Cares/Equity Fights AIDS Frey Foundation Hope Chest for Breast Cancer Foundation 10,000 — 24,999 F.R. Bigelow Foundation Hope Chest for Breast Cancer Foundation HRK Foundation John Mondati Foundation Pohlad Family Foundation Randy Shaver Foundation
Foundation, S. D. Bechtel Jr. Foundation, Cook Ranches, D & D Foundation, the William H. Donner Foundation, Fieldstead & Co., Kinship Foundation, Claude R. Lambe Charitable Foundation, Fred Maytag Family Foundation, Ohrstrom Foundation, Oram Founda-tion, and the Randolph Foundation—whose sacrifices have made this
Camp Jorn YMCA, WI Camp Kooch-i-Ching, MN. Levity impACT Charitable Foundation The Henry Nias Foundation The Lefkofsky Family Foundation Zenkel Foundation Richard and Lois Werner Foundation Hannah S. & Samuel A. Cohn Memorial Foundation Alan and Esther Fleder Foundation Donald M Ephrain
Tulsa Area United Way Anonymous 25,000 - 49,999 The Helmerich Trust Peggy V. Helmerich Morningcrest Healthcare Foundation Claudette Rogers Bequest Sarkeys Foundation The Anne & Henry Zarrow Foundation 10,000 - 24,999 The Mervin Bovaird Foundation Flint Family Foundation The Herman Kaiser Foundation George Kaiser Family Foundation
Like many design processes, foundation design is an iterative process. First, the loads on the elevated structure are determined (see Chapter 9). #en a preliminary foundation design is considered, "ood loads on the preliminary design are determined, and foundation style is chosen and the respective elements are sized to resist those loads.
4) Design/construction parameters for pool equipment and under what conditions its use is acceptable including starting platforms, moveable floors, bulkheads, and diving boards. The Facility Design and Construction Code Module shows a Table of Contents giving the context of the Facility Design and Construction Design, Construction, Operation and
STAAD. foundation is an exhaustive analysis, design, and drafting solution for a variety of foundations that include general foundation types such as isolated, combined footings, mat foundations, pile caps and slab on grade and plant foundation such as vertical vessel foundation and heat exchanger foundation. A part of the STAAD.
