EXAMPLE 1 DESIGN OF CANTILEVERED WALL, GRANULAR SOIL


 Maryann Hall
 2 years ago
 Views:
Transcription
1 EXAMPLE DESIGN OF CANTILEVERED WALL, GRANULAR SOIL A sheet pile wall is required to support a 2 excavation. The soil is uniform as shown in the figure. To take into account the friction between the wall and the soil, we use friction angle δ = φ/2. Please note this value is applied only for passive pressure. Use factor of safety =.5 for passive pressure. Question: What is the embedment and maximum bending moment in the pile? Active pressure above cut: φ = 35, Ka = 2, P = Kaγ(2 ) = (0.27)(25)(2) = Ksf Active pressure below cut: Below the cut, use pressure slope input. The pressure slope Pa = Kaγ = (0.027)(25) = Kcf Passive pressure below cut: Soil friction φ = 35, wall friction δ = φ/2, Kp = 6.74 (NAVFAC or Epres program) The pressure slope Pp = Kpγ/F.S. = (6.74)(25)/.50 = 0.56 Kcf A short result for input and output is presented. NOTE: spacing for the sheet pile The program shows that the minimum embedment is 9.3 and the pile length is 2.3. The maximum moment in the pile is 7 Kipft /ft. The maximum moment is at 5.9 from the ground surface. EXAMPLE X γ = 25 pcf φ = 35 o δ = φ/2 (only for passive) H = 2 Dredge Line P = ksf kcf Y 0.56 kcf CivilTech Software SHORING EXAMPLES
2 EXAMPLE 2 Alternative Input for Example The conditions are the same as example. In example 2, we use an alternative input to check the versatility of the program. Instead of inputting both active and passive pressures below the cut, we input the net passive pressure below the cut. The net passive pressure is equal to Pp Pa. Question: What is the embedment and maximum bending moment in pile? Active pressure above cut: Same as Example. Net pressure below cut: Active pressure slope is Pa = Kaγ = (0.27)(25) = Kcf Passive pressure slope is Pp = Kpγ/F.S. = (6.74)(25) /.5 = 0.56 Kcf Net passive pressure slope is Pn = Pp  Pa = = Kcf The point of zero pressure is e = P/ Pn = 0.405/0.526 = 0.77 Input two active pressures in driving pressure input: One is from x = 0 to x = 2. Another is from x = 2 to x = There is no active pressure input below dredge line. The passive pressure starts Y = 0.77, with a net slope = Kcf The same as example. Alternative: Another alternative input is also presented in attached file, example 2A. In this input, the net passive pressure slope, Kcf is directly inputted from Y = 0 with starting pressure of Ksf. In this way, the calculation of zero pressure point, e, can be omitted. CivilTech Software SHORING EXAMPLES 2
3 EXAMPLE 2 X γ = 25 pcf φ = 35 o δ = φ/2 (only for passive) H = 2 e Y = 0.77 P = ksf Y kcf EXAMPLE 3 SURCHARGE, Ps = H = 2 P = P4 =.2 P2 = P5 =.752 P3 = SOIL γ = 25 pcf φ = 30 o δ = φ/2 SOIL 2 γ2 = 30 pcf φ2 = 35 o δ = φ/2 CivilTech Software SHORING EXAMPLES 3
4 EXAMPLE 3 DESIGN OF SHEET PILE WALL WITH TWO SOIL AND SURCHARGE LOAD A sheet pile wall is required to support 2 excavation. F.S. =.5 is required for passive pressure. Soil conditions are shown in the figure. The surcharge load will be in a separate diagram. Question: What is the embedment and maximum bending moment in pile? Active pressure above cut: <soil > φ=30, Ka =0.33, P = Kaγ(2 ) = (0.33)(25)(2) = Ksf Active pressure below cut: <soil > pressure slope, Pa = Kaγ = (0.33)(25) = 0.04 Kcf P2 = Kaγ(5 ) = (0.33)(25)(5) = 0.68 Ksf <soil 2> φ2= 35, Ka = 0.27, pressure slope Pa = Kaγ = (0.27)(30) = Kcf P3 = Kaγ (5 ) = (0.27)(30)(5) = Ksf Passive pressure below cut: <soil > φ = 30, δ= φ/2, Kp = 4.8 (NAVFAC or Epres program) pressure slope, Pp = Kpγ/F.S. = (4.8)(25) /.5 = 0.4 Kcf P4 = Pp(3 ) = 0.4(3) =.2 Ksf <soil 2> φ2 = 35, δ= φ2/2, Kp = 6.74 (NAVFAC or Epres program) pressure slope, Pp = Kpγ/F.S.= (6.74)(30) /.5 = (6.74)(30) /.5 = Kcf P5 = Pp(3 ) = 0.584(3 ) =.752 Ksf Use spacing for the sheet pile and 0.24 Ksf for surcharge load. The program shows that the minimum embedment is 3.3 and the pile length is 25. The maximum moment in the pile is 53.3 Kft/ft at 7.7 from the ground surface. CivilTech Software SHORING EXAMPLES 4
5 EXAMPLE 4 DESIGN OF SHEET PILE WALL WITH COHESIVE SOIL AND SURCHARGE LOAD Introduction : In this example, the surcharge load is merged with the active pressure. It also can be separated as example 3. Soil 2 below cut line is a cohesive material with cohesion = 500 pcf (F.S. included). Question: What is the embedment and maximum bending moment in the pile? Active pressure above cut: <soil > φ=30, Ka = 0, P = Ka q = (0.33)(300) = 0. Ksf. P2 = Ka (q + γh) = 0.33 ( x 2) = Ksf Passive pressure below cut: <soil 2> φ2 = 0, Ka = 2, P3 = 4c  σv = 4(500)  (q + γh) = [ (2)] = 0.23 Ksf For passive pressure input, use Top Pres.= 0.23 and Pres. Slope = 0 The program shows that the minimum embedment is 4.58 and the pile length is The maximum moment in the pile is 43.2 Kipft/ft at 27.3 from the ground surface. EXAMPLE 4 q = 300psf P = 0. H = 2 P3 = 0.23 P2 = SOIL (LOOSE SAND) γ = 22.5 pcf φ = 30 o δ = 0 Cu = 0 SOIL 2 (MED. CLAY) γ2 = 0 pcf φ2 = 0 Cu = 500 psf CivilTech Software SHORING EXAMPLES 5
6 EXAMPLE 5 DESIGN OF SHEET PILE WALL WITH DIFFERENTIAL WATER LEVELS The water level is higher outside of the excavation base. Seepage is allowed to flow through the bottom of the pile. The water pressures of both sides are equal, therefore, the net pressure is zero at the bottom of the pile. Question: What is the embedment and maximum bending moment in the pile? Active pressure above cut: φ = 35, Ka = 5, P = Kaγ(5 ) = (0.27)(25)(5 ) = 0.7 2, P2 = (0.27)( )(25 ) + P = Ksf Active pressure below cut: Pa = Kaγ = (0.27)( ) = 0.07 Ksf Passive pressure below cut: φ= 35, Kp = δ = φ /2, P =0 Pp = Kpγ /F.S. = (6.74)(62.6) /.5 = 0.28 Ksf Due to seepage, the net water pressure = 0 at the embedment bottom. Because the embedment depth is unknown, the value can be set 999 to let the program find embedment. (See Chapter 5). The program shows that the minimum embedment is 6.8 and the pile length is The maximum moment in the pile is 38.9 Kipft/ft at 20 from the ground surface. EXAMPLE 5 5 H = 2 5 bottom F. S. =.5 P = 0.7 γ = 25 pcf φ = 35 o δ = φ/2 (Only for passive) 2 H = 2 P2 = Pw = The depth is unknown, input 999 in program CivilTech Software SHORING EXAMPLES 6
7 EXAMPLE 6 DESIGN OF ANCHORED SHEET PILE WALL WITH THE SAME WATER LEVEL This example has a 36 deep excavation to which tieback anchors are applied. The water levels are the same inside and outside of the excavation. Two layers of soil are presented in the example. Question: What is the embedment, anchor force, and maximum bending moment in the pile? Active pressure above cut: <soil > φ = 34, Ka = 0, P = Kaγ (0 ) = , P2 = P + Kaγ (360) = P + (0.28)(60)(26) = Ksf Active pressure below cut: <soil 2> φ2 = 34.5, Ka = 36, P3 = Ka[γ(0) + γ (26)] =.26 [0(0) + 60(26)] = Ksf Passive pressure below cut: φ2= 34.5, Kp = 6.63, Pp = Kpγ Pn = Pp  Pa = ( )(65) = 0.44 Ksf Try input anchor level at 9 from the ground surface. The program shows that the minimum embedment is 7.5 and the pile length is The maximum moment in the pile is 68.7 Kipft/ft at 26 from the ground surface. The brace force = 8.8 K/ft. EXAMPLE T P=0.308 H = 36 P2=0.745 SAND BACK FILL γ = 0 γ = 60 pcf φ = 34 o δ = 0 Ka = 0.28 P3= MEDIUM SAND γ = 65 pcf Kp = 6.63 φ = 34.5 o δ/φ = 0.4 Ka = 0.26 Kp  Ka = 6.37 CivilTech Software SHORING EXAMPLES 7
8 EXAMPLE 7 DESIGN OF ANCHORED SOLDIER PILE WALL WITH LAGGING A soldier pile wall is used in this example with one tieback anchor applied for each pile. Question: What is the embedment, anchor force, and maximum bending moment in the pile? Active pressure above cut: φ = 30, Ka = 2, P = Kaγ(2 ) = Ksf Passive pressure below cut: C = 700 psf, φ = 0, Ka = 2, P2 = 4c  σv = 4(700)  (22.5)(2 ) =.33 Ksf Try an anchor level = 5 from the pile top. The program shows that the minimum embedment is.3 and the pile length is 3.3. The maximum moment in the pile is 3.2 Kipft/ft at 9.3 from the ground surface. Horizontal tieback force is 0.6 Kips per pile. EXAMPLE 7 T 5 Lagging spacing = 6 H = 2 P2 =.33 P = LOOSE SAND γ = 22.5 pcf φ = 30 o δ=0 Cu = 0 Ka = 0.33 MED. CLAY γ2 = 0 pcf φ2 = 0 Cu = 700 psf Pile Dia. = 2 CivilTech Software SHORING EXAMPLES 8
9 EXAMPLE 8 DESIGN OF SHEET PILE WALL WITH TIEBACK ANCHOR This example has a limited surcharge load. The surcharge pressure from the Lpres program is 0.42 Ksf as shown in the figure. The water pressure is similar to the condition in example 5. Question: What is the embedment, anchor force, and maximum bending moment in the pile? Surcharge: Ps = 0.42 Ksf Water pressure: Pw = γw (68 ) = (62.4)(8) = Ksf Active pressure: P = Kaγ(8 ) = (0.27)(25)(8) = 0.27 Ksf P2 = P +Kaγ= P + (0.27)( )(7) = Ksf Pa = Kpγ = (0.27)( ) = 0.07 Kcf Passive pressure: starting 2 below dredge line P3 = Kp[γ() + γ w ()] = 8.95 [ ] =.26 Ksf Pp = Kpγ = (8.95)( ) = 0.56 Kcf Use 999 for the unknown depth. (See Example 5) The program shows that the minimum embedment is 5 and the pile length is 20. The maximum moment in the pile is 7.3 Kipft/ft at 2.5 from the ground surface. T = 8.2 Kips. EXAMPLE 8 q Ps = T P = H = 5 P2 = P3 = γ = 62.6 pcf γ = 25 pcf φ = 35 o δ = φ/2 6 Pw = The depth is unknown, input 999 in program CivilTech Software SHORING EXAMPLES 9
10 EXAMPLE 9 DESIGN OF COFFERDAM WITH TWO BRACES Introduction : A cofferdam is designed for a bridge pier excavation. Two braces are used herein. Question: What is the embedment, brace force, and maximum bending moment in the pile? Surcharge: Ps = 0.42 Ksf Water pressure: Pw = γw (68 ) = (62.4)(8) = Ksf Active pressure: P = Kaγ(8 ) = (0.27)(25)(8) = 0.27 Ksf P2 = P +Kaγ = P + (0.27)( )(7) = Ksf Pa= Kpγ = (0.27)( ) = 0.07 Kcf Passive pressure: starting 2 below dredge line P3 = Kp[γ() + γ w ()] =8.95 [ ] =.26 Ksf Pp = Kpγ = (8.95)( ) = 0.56 Kcf The condition is the same as in example 8. The maximum movement is significantly reduced due to two levels of bracing. The program shows that the minimum embedment is 4.2 and the pile length is 9.2. The maximum moment in the pile is 7.8 Kipft/ft at 4. from the ground surface. T = 5.3 Kips/ ft and T2=2.9 Kips/ ft. EXAMPLE 9 q Ps = T T2 P = γ = 62.6 pcf γ = 25 pcf φ = 35 o δ = φ/2 H = P3 =.26 P2 = Pw = 0 6 Pw = The depth is unknown, input 999 in program CivilTech Software SHORING EXAMPLES 0
11 EXAMPLE 0 DESIGN OF COFFERDAM WITH THREE BRACES A cofferdam is designed to support an excavation for a bridge pier. Due to a railroad 6 from the wall, surcharge pressure of 0.42 Ksf is applied. No seepage is allowed below the pile bottom. The water pressures at both sides are not equal. The outside pressure is higher than inside. After subtraction of the inside pressure, the net hydraulic pressure is constant below 36. Question: What is the embedment, brace force, and maximum bending moment in the pile? Active pressure above cut: φ = 35, Ka = 8, P = Kaγ(8 ) = (0.27)(25)(8) = , P2 = Kaγ (358) + P = (0.27)(62.6)(27) = Ksf Water 36, Pw = (368)(62.4) =.747 Ksf Surcharge load: (from Lpres program) from 0 to 0, Ps = 0.42 Ksf at 36, Ps = 0 Active pressure below cut: active pressure slope: Pa = Kaγ = (0.27)(62.6) = 0.07 Kcf Net water pressure: Pw =.747 Ksf constant Passive pressure below cut: φ = 35, δ = φ/2, Kp = 37, P3 = Kpγ (2 ) = 8.95(62.6)(2) = Ksf passive pressure slope: Pp = Kpγ = 8.95(62.6) = 0.56 Kcf The soil below the excavation base is disturbed. Therefore the passive pressure of the top 2 soil below the dredge line is ignored. The input pressure diagram is shown as follows. The program shows that the minimum embedment is 8.5 and the pile length is The maximum moment in the pile is 32.4 Kipft/ft at 25.2 from the ground surface. T = 3.6 Kips/ ft, T2 = 2.6 Kips/ ft, and T3 = 6. Kips/ ft. CivilTech Software SHORING EXAMPLES
12 EXAMPLE 0 Surcharge q H = T T2 T3 37 P3 =.26 P = 0.27 P2 = Ps = γ = 62.6 pcf γ = 25 pcf φ = 35 o δ = φ/2 36 Pw =.747 Cancel out CivilTech Software SHORING EXAMPLES 2
13 EXAMPLE DESIGN OF TIEBACK WALL The tieback wall has an 8 spacing of soldier pile supported by timber lagging (3 x 2 ). The active pressure diagram is a trapezoid. The surcharge load of 2 of soil is added to the active diagram. The soldier pile has a 2 diameter shaft. Below the dredge line, the active pressure is acting on one diameter. The passive pressure is acting on two diameters of pile due to the arching effect. Question: What is the embedment, tieback force, and maximum bending moment in the pile? The soil report of this project requires 20(H + 2 ) for active pressure and ignoring the top 2 of passive pressure. The passive resistance is 400 pcf including F.S. Above base 8 spacing Active pressure P2 = P3 = 20(H + 2) = 20(30 + 2) = 0.64 Ksf Below base Active pressure P4 = 30(Z + 2) = 30(30 + 2) = 0.96 Ksf Active pressure slope Pa = 0.03 Kcf Acting diameter of pile. Diameter of pile = 2. Passive pressure slope Pp = 0.4 Kcf Acting 2 diameter of pile. Diameter of pile = 2. Use 3 pressure programs to input the active pressure The program shows that the minimum embedment is 6.7 and the pile length is The maximum moment in the pile is 49.7 Kipft at 27. from the ground surface. T = 44.7Kips, T2 = 45.Kips, T3 = 42.9Kips. EXAMPLE Surcharge = 2 (Height of Soil) 5.5 P = 0.04 P2 = H = 6 Lagging Spacing = 8 4 T H = T2 P3 = 0.64 T3 0.2 H = 6 32 P4 = Y 0.03 ( X + 2 ) Acting 2 Dia. of Pile = 4 Acting Dia. Of Pile = 2 CivilTech Software SHORING EXAMPLES 3
14 EXAMPLE 2 DESIGN OF ANCHORED AND RACKING BRACED WALL The original design using one level of tieback is not adequate to support the wall. An additional raking brace is added to help the stability of the wall. Question: What is the embedment, brace force, and maximum bending moment in the pile? Active pressure above exc. 20(H) = 20(30 ) = 0.6 Ksf Acting 8 Active below exc. 30(Y) = 30(30 ) = 0.6 Ksf Acting 2 (diameter of pile) Passive below exc. 400Y Acting 4 (2 diameter of pile) Diameter of pile = 2 Lagging spacing = 8 Surcharge as shown Ps = 0.36 The program only calculates the horizontal bracing force. The user has to calculate the vertical force and the total force based on the horizontal force calculations. The program shows that the minimum embedment is 5.8 and the pile length is The maximum moment in the pile is 28.6 Kipft at 24 from the ground surface. T = 6.3 Kips, T2 = 7. Kips. The force is in brace = 50 /Sin 45 = 70.7 Kips. EXAMPLE 2 Surcharge 6 T P = H = 6 Ps = Lagging Spacing = 8 7 H = 30 T2 P2 = o P3 = H = CivilTech Software SHORING EXAMPLES 4
15 EXAMPLE 3 DESIGN OF BRACED CUT WITHOUT EMBEDMENT Introduction : For trench excavation, sometimes the supporting system only uses steel plates, swale, and braces. The steel plates do not penetrate into the ground. The program also can solve these types of problems. The program also can be applied for trench box excavation for pipelines. This example uses three level of braces for a 20 cut. To check the stability problem, the heave program can be used. Question: What is the bracing force? Active pressure: φ = 30 Ka = 0.33 P = 0.65 KaγH = (0.65)(0.33)(20) 20 = 0.5 Ksf In the program output on page 2, check the bottom which will indicate the shoring wall without bracing. 3.7 T = 2.64k/ ft 0 T2 = 2.87k/ ft 6.3 T3 = 2.64k/ ft Maximum moment in plate: 2 Kipft/ft EXAMPLE 3 γ = 20pcf φ = 30 o P= H = 4 H = H = 4 CivilTech Software SHORING EXAMPLES 5
16 EXAMPLE 4 DESIGN OF SHEET PILE WALL, POUR SEAL AT BOTTOM Sometimes the bottom of the excavation is sealed to prevent water and heave. In this case, two ways can be used for inputting the concrete seal. ) Use a brace at the level of the seal. Note: the depth of the brace cannot be equal to the depth of the excavation. 0.5 to.0 is required above the excavation level as the input of this example. 2) In the passive pressure input, use a large value of Pres. Top and Pres. Slope. However, if the value is too large, the program cannot function. Trial and error is required. Question: What is the embedment and maximum bending moment in the pile? Active: P = 650 psf Water: P w = γ w (250 ) = 62.4 (5) = 936psf Passive: Pp = 300 pcf Concrete seal was poured at bottom of excavation, then dewater to excavation base. Sheet pile spacing (width) = The program shows that the minimum embedment is 3.7 and the pile length is The maximum moment in pile is.7 Kipft/ft at 8 from the ground surface. T=5.8 Kips/ ft, T2=5.8 Kips/ ft, and T3=4.2 Kips/ ft. T3 is the concrete seal. If the seal is 2 thick, the compression stress is 75 psi. EXAMPLE 4 P= T T2 0 CONCRETE SEAL, 2 THICK T3 Pw = Cancel out CivilTech Software SHORING EXAMPLES 6
17 EXAMPLE 5 DESIGN OF DEEP EXCAVATION USING MULTITIEBACK WALL This is a real project in Seattle area. The excavation is 60 below ground. The lagging spacing is 6. 7 levels of tiebacks are used. Vertical spacings of tiebacks need to be adjusted for a minimum moment in piles and smaller reaction force in tieback. The program proves easy input interface, so the user can change the depth of each tieback and run the program several times to get an optimum result. Question: What is the embedment, tieback force and maximum bending moment in the pile? Active: Above Base P = 0.65 KaγH = (0.65)(0.28)(25)(60) =.365 ksf Below Base Passive: Below Base P 2 = KaγH = (0.28)(25)(60) = 2. ksf Pa = Kaγ = (0.28)(25) = kcf Pp = Kpγ = 6.74 (30) = kcf Surcharge 00, Ps = 0.64 ksf; >0, Ps 2 = 0.24 ksf The output results are shown in the following: EXAMPLE P= Surcharge γ = 25 pcf φ = 34 o ka = Ps= 0.64 Lagging Spacing = H = P2 = Acting 2 Dia. of pile = 4. Acting Dia. of pile = 2 Ps2 = γ = 30 pcf φ = 35 o δ = φ/2 kp = 6.74 CivilTech Software SHORING EXAMPLES 7
Earth Pressure and Retaining Wall Basics for NonGeotechnical Engineers
PDHonline Course C155 (2 PDH) Earth Pressure and Retaining Wall Basics for NonGeotechnical Engineers Instructor: Richard P. Weber, P.E. 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA
More informationPDHonline Course S151A (1 PDH) Steel Sheet Piling. Instructor: Matthew Stuart, PE, SE. PDH Online PDH Center
PDHonline Course S151A (1 PDH) Steel Sheet Piling Instructor: Matthew Stuart, PE, SE 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 220306658 Phone & Fax: 7039880088 www.pdhonline.org
More informationModule 6 : Design of Retaining Structures. Lecture 28 : Anchored sheet pile walls [ Section 28.1 : Introduction ]
Lecture 28 : Anchored sheet pile walls [ Section 28.1 : Introduction ] Objectives In this section you will learn the following Introduction Lecture 28 : Anchored sheet pile walls [ Section 28.1 : Introduction
More informationDIRT DWELLING. and your. www.pinfoundations.com. Pin Foundations Inc., 2008
DIRT and your DWELLING 2008 Pin Foundations Inc., 2008 If we accept that preserving soil in its native condition is necessary, then how do we build? Utilities? Roads? Foundations? Typical Strip, Transfer,
More informationFOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples
FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 141 Load Path and Transfer to
More informationShoring Suite. Version 8. User s Manual
Shoring Suite Version 8 User s Manual CivilTech Software 2015 All the information (including technical and engineering data, processes, and results) presented in this program have been prepared according
More informationTYPES OF FOUNDATIONS
TYPES OF FOUNDATIONS 1 Foundation Systems Shallow Foundation Deep Foundation Pile Foundation Pier (Caisson) Foundation Isolated spread footings Wall footings Combined footings Cantilever or strap footings
More information5/1/2013. Topics. The challenge is to better maintain native characteristics of soils during and after construction
PIN Foundations Topics Applications Design and Construction Flow Control Credits www.pinfoundations.com Copyright 2008, Pin Foundations, Inc. Curtis Hinman WSU Extension Faculty, Watershed Ecologist chinman@wsu.edu
More informationGEOTECHNICAL ENGINEERING FORMULAS. A handy reference for use in geotechnical analysis and design
GEOTECHNICAL ENGINEERING FORMULAS A handy reference for use in geotechnical analysis and design TABLE OF CONTENTS Page 1. SOIL CLASSIFICATION...3 1.1 USCS: Unified Soil Classification System...3 1.1.1
More informationHelical Design Theory and Applications. By Darin Willis, P.E.
Helical Design Theory and Applications By Darin Willis, P.E. Solution Systems Ram Jack utilizes two unique underpinning & anchoring systems Hydraulically driven piles (pressed) Helical piles (torqued)
More informationSTRUCTURES. 1.1. Excavation and backfill for structures should conform to the topic EXCAVATION AND BACKFILL.
STRUCTURES 1. General. Critical structures may impact the integrity of a flood control project in several manners such as the excavation for construction of the structure, the type of foundation, backfill
More informationEND SHORE. TABULATED DATA Effective August 5, PACIFIC SHORING, LLC 265 Roberts Avenue Santa Rosa, Ca (707)
1 Effective August 5, 2014 PSH 265 Roberts Avenue Santa Rosa, Ca. 95407 (707) 5759014 CER, Construction Engineering Resource, Inc. 1837 Wright Street Santa Rosa, Ca. 95404 jmtengr2 @aol.com (707) 4844704
More information1997 Uniform Administrative Code Amendment for Earthen Material and Straw Bale Structures Tucson/Pima County, Arizona
for Earthen Material and Straw Bale Structures SECTION 70  GENERAL "APPENDIX CHAPTER 7  EARTHEN MATERIAL STRUCTURES 70. Purpose. The purpose of this chapter is to establish minimum standards of safety
More informationPipeline bridge crossing for mining trucks A geotechnical engineering design.
Pipeline bridge crossing for mining trucks A geotechnical engineering design. Bernard Shen Pells Sullivan Meynink, Sydney, Australia ABSTRACT The Donaldson open pit coal mine is located in Blackhill, New
More informationDesigned and Engineered to Perform
History EARTH CONTACT PRODUCTS, L.L.C., is a family owned company, based in Olathe, Kansas. This company was built upon Don May s U.S. Patented fourthgeneration Steel Piering System that has led to the
More informationModule 5 (Lectures 17 to 19) MAT FOUNDATIONS
Module 5 (Lectures 17 to 19) MAT FOUNDATIONS Topics 17.1 INTRODUCTION Rectangular Combined Footing: Trapezoidal Combined Footings: Cantilever Footing: Mat foundation: 17.2 COMMON TYPES OF MAT FOUNDATIONS
More informationREINFORCED CONCRETE. Reinforced Concrete Design. A Fundamental Approach  Fifth Edition. Walls are generally used to provide lateral support for:
HANDOUT REINFORCED CONCRETE Reinforced Concrete Design A Fundamental Approach  Fifth Edition RETAINING WALLS Fifth Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering
More informationGeotechnical Building Works (GBW) Submission Requirements
Building Control (Amendment) Act 2012 and Regulations 2012: Geotechnical Building Works (GBW) Submission Requirements Building Engineering Group Building and Construction Authority May 2015 Content : 1.
More informationCH. 6 SOILS & FOUNDATIONS
CH. 6 SOILS & FOUNDATIONS SOIL PROPERTIES Classified into four groups  Sands & gravels  Clays  Silts  Organics Subsurface Exploration Core borings: undisturbed samples of soil  Recovered bore samples
More informationEN 19971 Eurocode 7. Section 10 Hydraulic Failure Section 11 Overall Stability Section 12 Embankments. Trevor L.L. Orr Trinity College Dublin Ireland
EN 1997 1: Sections 10, 11 and 12 Your logo Brussels, 1820 February 2008 Dissemination of information workshop 1 EN 19971 Eurocode 7 Section 10 Hydraulic Failure Section 11 Overall Stability Section
More informationvulcanhammer.net This document downloaded from
This document downloaded from vulcanhammer.net since 1997, your source for engineering information for the deep foundation and marine construction industries, and the historical site for Vulcan Iron Works
More informationSince the Steel Joist Institute
SELECTING and SPECIFYING Wesley B. Myers, P.E. An insider s guide to selecting and specifying Kseries, LH, DLHseries joists and joist girders Since the Steel Joist Institute adopted the first standard
More informationBUILDING CONTROL (ACCREDITED CHECKERS AND ACCREDITED CHECKING ORGANISATIONS) (AMENDMENT NO. 2) REGULATIONS 2008
1 S 249/2008 First published in the Government Gazette, Electronic Edition, on 5th May 2008 at 5:00 pm. NO. S 249 BUILDING CONTROL ACT (CHAPTER 29) BUILDING CONTROL (ACCREDITED CHECKERS AND ACCREDITED
More informationTiebacks/Anchors & Soil Nails. Tom Richards, PE Chief Design Engineer Nicholson Construction Company 12 McClane Street Cuddy, PA 15031
Tiebacks/Anchors & Soil Nails Tom Richards, PE Chief Design Engineer Nicholson Construction Company 12 McClane Street Cuddy, PA 15031 Anchors & Nails Design Intro Materials Construction Testing Anchor
More informationA Case Study for Waterproofing Below Grade Walls Shored with Continuous Soil Mix Technology Using a Bentonite Waterproofing System
A Case Study for Waterproofing Below Grade Walls Shored with Continuous Soil Mix Technology Using a Bentonite Waterproofing System Amanda Prot Rodney Lock Stéphane Hoffman Outline Project Requirements
More informationInternational Society for Helical Foundations (ISHF)
QUICK DESIGN GUIDE For ScrewPiles and Helical Anchors in Soils Ver. 1.0 Prepared by Dr. Alan J. Lutenegger, P.E., F. ASCE for International Society for Helical Foundations (ISHF) Copyright 2015 (ISHF)
More informationA N Beal EARTH RETAINING STRUCTURES  worked examples 1
A N Beal EARTH RETAINING STRUCTURES  worked examples 1 Worked examples of retaining wall design to BS8002 The following worked examples have been prepared to illustrate the application of BS8002 to retaining
More informationCHAPTER 1 INTRODUCTION TO FOUNDATIONS
CHAPTER 1 INTRODUCTION TO FOUNDATIONS The soil beneath structures responsible for carrying the loads is the FOUNDATION. The general misconception is that the structural element which transmits the load
More informationCEEN 162  Geotechnical Engineering Laboratory Session 7  Direct Shear and Unconfined Compression Tests
PURPOSE: The parameters of the shear strength relationship provide a means of evaluating the load carrying capacity of soils, stability of slopes, and pile capacity. The direct shear test is one of the
More informationUnderpinning Systems 14.1 FOUNDATION REPAIR. Helical Piles
Helical Piles Howard A. Perko Copyright 0 2009 by John Wiley & Sons, Inc. All rights reserved. C h a p t e r 14 Underpinning Systems There has been tremendous growth in the use of helical piles for underpinning
More informationOutline MICROPILES SUBJECT TO LATERAL LOADING. Dr. Jesús Gómez, P.E.
MICROPILES SUBJECT TO LATERAL LOADING Dr. Jesús Gómez, P.E. Micropile Design and Construction Seminar Las Vegas, NV April 34, 2008 Outline When are micropiles subject to lateral load? How do we analyze
More information13.1 SCOPE...131 13.2 DEFINITIONS...131 13.3 NOTATION...131 13.4 DETERMINATION OF SOIL PROPERTIES...132
SECTION 13: FOUNDATION DESIGN TABLE OF CONTENTS 13 13.1 SCOPE...131 13.2 DEFINITIONS...131 13.3 NOTATION...131 13.4 DETERMINATION OF SOIL PROPERTIES...132 13.5 FOUNDATION BEARING CAPACITY...132 13.5.1
More informationWang, L., Gong, C. "Abutments and Retaining Structures." Bridge Engineering Handbook. Ed. WaiFah Chen and Lian Duan Boca Raton: CRC Press, 2000
Wang, L., Gong, C. "Abutments and Retaining Structures." Bridge Engineering Handbook. Ed. WaiFah Chen and Lian Duan Boca Raton: CRC Press, 000 9 Abutments and Retaining Structures Linan Wang California
More informationCHAPTER IV DECKS. (b) Attached Deck: Any deck which is physically connected to the principal building or accessory structure.
CHAPTER IV DECKS SECTION 30.30 GENERAL REQUIREMENTS 1. DEFINITIONS: (a) Deck: Any structure which serves as a raised horizontal platform on floor constructed of wood or other materials, without enclosing
More informationSteel Sheet Piling. Design Manual
Steel Sheet Piling Design Manual United States Steel Updated and reprinted by U. S. Department of Transportation /FHWA with permission. July 1984 Sections PS32 and PSA28 ate infrequently rolled and we
More informationHELICAL SCREW ANCHORS AND FOUNDATIONS IN SOIL. History, Applications, Design
HELICAL SCREW ANCHORS AND FOUNDATIONS IN SOIL Historical Perspective 1 st Recorded use of a Screw Pile was by Alexander Mitchell in 1836 for Moorings and was then applied by Mitchell to Maplin Sands Lighthouse
More informationPILE FOUNDATIONS FM 5134
C H A P T E R 6 PILE FOUNDATIONS Section I. GROUP BEHAVIOR 61. Group action. Piles are most effective when combined in groups or clusters. Combining piles in a group complicates analysis since the characteristics
More informationObjectives. To provide students with:
Excavation Safety 1 Objectives To provide students with: An introduction to 29 CFR 1926, Subpart PExcavation Standard An overview of soil mechanics An introduction to trenching and excavation hazard recognition
More informationNC Employees Workplace Program Requirements for Safety and Health. Excavation, Trenching and Shoring
Excavation, Trenching and Shoring Scope The scope of this safety requirement and procedure is to ensure that each state employee has the training and information needed to perform his or her job safely
More informationDesign of an Industrial Truss
Design of an Industrial Truss Roofing U 2 U 3 Ridge U 4 Sagrod 24 U 1 U 5 L 0 L 1 L 2 L 3 L 4 L 5 L 6 6@20 = 120 Elevation of the Truss Top Cord Bracing Sagrod Purlin at top, Bottom Cord Bracing at bottom
More informationCHAPTER III SITE EXPLORATION
CHAPTER III SITE EXPLORATION Investigational Programs. Field investigations can be divided into two major phases: a surface examination and a subsurface exploration. 1 Surface Examination a. Literature
More informationHelical Pile Application and Design
PDHonline Course C513 (1 PDH) Helical Pile Application and Design Instructor: Andrew P. Adams, PE 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 220306658 Phone & Fax: 7039880088 www.pdhonline.org
More informationModule 7 (Lecture 24 to 28) RETAINING WALLS
Module 7 (Lecture 24 to 28) RETAINING WALLS Topics 24.1 INTRODUCTION 24.2 GRAVITY AND CANTILEVER WALLS 24.3 PROPORTIONING RETAINING WALLS 24.4 APPLICATION OF LATERAL EARTH PRESSURE THEORIES TO DESIGN 24.5
More informationThe Manitoba Water Services Board SECTION
Page 1 of 10 Part 1 General 1.1 DESCRIPTION OF WORK.1 This work shall consist of the removal of all materials of whatever nature, necessary for the proper placement of structure foundations, the supply
More informationDesign of reinforced concrete columns. Type of columns. Failure of reinforced concrete columns. Short column. Long column
Design of reinforced concrete columns Type of columns Failure of reinforced concrete columns Short column Column fails in concrete crushed and bursting. Outward pressure break horizontal ties and bend
More informationType of Force 1 Axial (tension / compression) Shear. 3 Bending 4 Torsion 5 Images 6 Symbol (+ )
Cause: external force P Force vs. Stress Effect: internal stress f 05 Force vs. Stress Copyright G G Schierle, 200105 press Esc to end, for next, for previous slide 1 Type of Force 1 Axial (tension /
More informationFigure A1. Figure A2. continued on next page... HPM1. Grout Reservoir. Neat Cement Grout (Very Flowable) Extension Displacement Plate
Addendum HELICAL PULLDOWN Micropile (HPM) Introduction The HPM is a system for constructing a grout column around the shaft of a standard Helical Screw Foundation (see Figure A1). To begin the process,
More informationSECTION 4 EXCAVATION, TRENCHING AND BACKFILLING 4.01 SCOPE OF WORK
4.01 SCOPE OF WORK The work covered by this section shall consist of furnishing all materials, equipment and labor for the excavating, trenching, backfilling, and bore and jack required to install or repair
More informationRehabilitation of Existing River Piers for
Creating Value Delivering Solutions Rehabilitation of Existing River Piers for Dick Henderson Bridge, West Virginia i i Joe Carte, P.E. W.V. Department of Transportation Scott Zang, P.E. Michael Baker
More informationSECTION 02200 SUPPORT OF EXCAVATION
SECTION 02200 PART 1 GENERAL 1.01 DESCRIPTION A. Section including specifications for design and installation of excavation support. B. Section also includes specifications for excavation support systems
More informationCHAPTER 9 FEM MODELING OF SOILSHEET PILE WALL INTERACTION
391 CHAPTER 9 FEM MODELING OF SOILSHEET PILE WALL INTERACTION 9.1 OVERVIEW OF FE SOILSTRUCTURE INTERACTION Clough and Denby (1969) introduced Finite Element analysis into the soilstructure interaction
More informationATLAS RESISTANCE Pier Foundation Systems
ATLAS RESISTANCE Pier Foundation Systems Foundation Repair Systems for Civil Construction Applications: Residential, Commercial, Industrial Atlas Resistance Piers have been used to restore and/or stabilize
More informationSystem. Stability. Security. Integrity. 150 Helical Anchor
Model 150 HELICAL ANCHOR System PN #MBHAT Stability. Security. Integrity. 150 Helical Anchor System About Foundation Supportworks is a network of the most experienced and knowledgeable foundation repair
More informationK x ' Retaining. Walls ENCE 461. Foundation Analysis and Design. Mohr s Circle. and Lateral Earth. Pressures. Lateral Earth Pressure.
Lateral Earth Pressure Coefficient K x ' z ' K = lateral earth pressure coefficient x = horizontal effective stress Mohr s Circle and Lateral Earth Pressures x ' = = z ' ENCE 461 Foundation Analysis and
More informationStability. Security. Integrity.
Stability. Security. Integrity. PN #MBHPT Foundation Supportworks provides quality helical pile systems for both new construction and retrofit applications. 288 Helical Pile System About Foundation Supportworks
More informationinformation sheet Structural Materials
information sheet Structural Materials Roundwood Applications The information provided below has been taken from the New Zealand Timber Design Guide 2007, published by the Timber Industry Federation and
More informationOSHA Subpart P Trenching and Excavation
OSHA Subpart P Trenching and Excavation Behold, the trench. Defined as No Wider Than 15 feet. Otherwise, it is an excavation. Trench CaveIns A Major Killer in Construction At least 50 fatalities per year,
More informationTremie Concrete CM 420 CM 420 CM 420 CM 420. Temporary Structures. Tremie Concrete
Tremie Concrete Underwater concrete plays an important role in the construction of offshore structures. It may be used to tie together various elements in composite action (i.e., to tie piling to the footing).
More informationCurrent Version: September 26, 2012 Previous Versions: 02/24/10, 03/26/08, 03/09/04, 02/17/00 and 05/16/97 Item No. 509S Excavation Safety Systems
Item No. 509S Excavation Safety Systems 509S.1 Description This item shall govern the designing, furnishing, installing, maintaining and removing or abandoning of temporary Excavation Safety Systems consisting
More informationAuger Boring. Dr. Mark Knight. Centre for Advancement of Trenchless Technologies (CATT) University of Waterloo. New Installations.
Auger Boring Dr. Mark Knight Centre for Advancement of Trenchless Technologies (CATT) University of Waterloo 1 New Installations New Installations NonSteering Methods Steering Methods Moling/Piercing
More informationHigh Capacity Helical Piles Limited Access Projects
High Capacity Helical Piles Limited Access Projects Tel 403 2281767 Canada, USA, Russia Brendan ODonoghue 519 8306113 Presentation Summary 1. Helical piles Background on large diameter shafts and helices
More informationComprehensive Design Example 2: Foundations for Bulk Storage Facility
Comprehensive Design Example 2: Foundations for Bulk Storage Facility Problem The project consists of building several dry product storage silos near an existing rail siding in an open field presently
More informationINFORMATION BULLETIN NO.
One and TwoFamily Standard Garage Slab and Foundation Wall Details for use with the 2012 International Residential Code (IRC) INFORMATION BULLETIN NO. 1142012 October 1, 2012 City Planning & Development
More informationALLOWABLE LOADS ON A SINGLE PILE
C H A P T E R 5 ALLOWABLE LOADS ON A SINGLE PILE Section I. BASICS 51. Considerations. For safe, economical pile foundations in military construction, it is necessary to determine the allowable load capacity
More informationThe unit costs are based on the trend line of the 3 low bids for the average quantity.
Page 1 of 8 COST ESTIMATE GENERAL INSTRUCTIONS The unit costs are based on the trend line of the 3 low bids for the average quantity. Apply the Unit Costs to ordinary structures. Unit Costs should generally
More informationSECTION 206 EXCAVATION FOR STRUCTURES
SECTION 206 EXCAVATION FOR STRUCTURES 206.1 Description. This work shall consist of the necessary excavation for the foundations of all structures, removal and disposal of all excavated material, backfilling
More informationBRIDGE RESTORATION AND LANDSLIDE CORRECTION USING STRUCTURAL PIER AND GRADE BEAM
BRIDGE RESTORATION AND LANDSLIDE CORRECTION USING STRUCTURAL PIER AND GRADE BEAM Swaminathan Srinivasan, P.E., M.ASCE H.C. Nutting/Terracon David Tomley, P.E., M.ASCE KZF Design Delivering Success for
More informationUse of arched cables for fixation of empty underground tanks against undergroundwaterinduced
Journal of Civil Engineering (IEB), 36 () (008) 7986 Use of arched cables for fixation of empty underground tanks against undergroundwaterinduced floatation Ala a M. Darwish Department of Building &
More informationFormwork for Concrete
UNIVERSITY OF WASHINGTON DEPARTMENT OF CONSTRUCTION MANAGEMENT CM 420 TEMPORARY STRUCTURES Winter Quarter 2007 Professor Kamran M. Nemati Formwork for Concrete Horizontal Formwork Design and Formwork Design
More informationVERTICAL MICROPILE LATERAL LOADING. Andy Baxter, P.G.
EFFICIENT DESIGN OF VERTICAL MICROPILE SYSTEMS TO LATERAL LOADING Dr. Jesús Gómez, P.E. PE Andy Baxter, P.G. Outline When are micropiles subject to lateral load? How do we analyze them? Shear Friction
More informationExcavation Safety LCS 6465 (0711)
Excavation Safety LCS 6465 (0711) Excavations: Hazard Recognition in Trenching and Shoring A. Weight of Soil The weight of soil varies with type and moisture content. One cubic foot of soil can weigh
More informationFOOTING DESIGN EXAMPLE
County: Any Design: BRG Date: 10/007 Hwy: Any Ck Dsn: BRG Date: 10/007 FOOTING DESIGN EXAMPLE Design: Based on AASHTO LRFD 007 Specifications, TxDOT LRFD Bridge Design Manual, and TxDOT Project 04371
More informationEngineering Design Manual
Engineering Design Manual Table of Contents Helical Anchors Design Manual  5 Introduction 
More informationALMITA & SCREW PILE INTRODUCTION
ALMITA & SCREW PILE INTRODUCTION Charlie Street Inside Sales charlie.street@almita.com Chris Boettcher Business Development Manager chris.boettcher@almita.com Agenda Safety Moment Introduction of the Company
More informationSECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED
SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED NOTE: MOMENT DIAGRAM CONVENTION In PT design, it is preferable to draw moment diagrams
More informationWorked Example 2 (Version 1) Design of concrete cantilever retaining walls to resist earthquake loading for residential sites
Worked Example 2 (Version 1) Design of concrete cantilever retaining walls to resist earthquake loading for residential sites Worked example to accompany MBIE Guidance on the seismic design of retaining
More informationDRIVEN PIPE PILES IN DENSE SAND
DRIVEN PIPE PILES IN DENSE SAND BYRON BYRNE GEOMECHANICS GROUP THE UNIVERSITY OF WESTERN AUSTRALIA ABSTRACT: Piles are often driven open ended into dense sand with the aim of increasing the ease of penetration
More informationSECTION 02401 SHEETING, SHORING AND BRACING
SECTION 02401 SHEETING, SHORING AND BRACING This section should be edited to reflect soil conditions specific to the project site and the recommendations of a Geotechnical Engineer licensed in the State
More informationProLift Steel Pile Foundation Repair
ProLift Steel Pile Foundation Repair ProLift Steel Pile Foundation Repair System Prolift steel piles are designed for the stresses of Texas soils. They can have multiple steel walls, depending on the
More informationA transverse strip of the deck is assumed to support the truck axle loads. Shear and fatigue of the reinforcement need not be investigated.
Design Step 4 Design Step 4.1 DECK SLAB DESIGN In addition to designing the deck for dead and live loads at the strength limit state, the AASHTOLRFD specifications require checking the deck for vehicular
More informationReport on. Wind Resistance of Signs supported by. Glass Fiber Reinforced Concrete (GFRC) Pillars
Report on Wind Resistance of Signs supported by Glass Fiber Reinforced Concrete (GFRC) Pillars Prepared for US Sign and Fabrication Corporation January, 2006 SUMMARY This study found the attachment of
More informationEurocode 7  Geotechnical design  Part 2 Ground investigation and testing
Brussels, 1820 February 2008 Dissemination of information workshop 1 Eurocode 7  Geotechnical design  Part 2 Ground investigation and testing Dr.Ing. Bernd Schuppener, Federal Waterways Engineering
More information11/1/2010 3:57 PM 1 of 11
Masonry Wall 6.0  MASONRY WALL ANALYSIS AND DESIGN ================================================================================ Job ID : Job Description : Designed By : ================================================================================
More informationGeotechnical Engineering in the Urban Environment Engineering Consulting Services, LTD
Geotechnical Engineering in the Urban Environment Engineering Consulting Services, LTD Karl A. Higgins, III, P.E., Senior Principal Engineer 2014 Annual Meeting Introduction Geotechnical Engineering Challenges
More informationH 300 DESIGN LOADS AND DISTRIBUTION OF LOADS
686 H 300 TABLE OF CONTENTS H 300 DESIGN LOADS AND DISTRIBUTION OF LOADS SECTION NO. SUBJECT DATE H 310 GENERAL REQUIREMENTS Feb. 1984 H 320 DEAD LOAD " H 330 LIVE LOAD " H 331 HIGHWAY LIVE LOAD " H 332
More informationPILE FOUNDATION. Pile
PILE FOUNDATION. One or more of the followings: (a)transfer load to stratum of adequate capacity (b)resist lateral loads. (c) Transfer loads through a scour zone to bearing stratum 1 (d)anchor structures
More informationThe Manitoba Water Services Board SECTION 022180 Standard Construction Specifications PIPE EXCAVATION, BEDDING AND BACKFILL Page 1 of 11
Page 1 of 11 Part 1 General 1.1 DESCRIPTION OF WORK.1 The work described herein shall consist of the excavation of trenches (or excavation of tunnels); the supply and placing of bedding and backfill materials;
More informationConcrete Pipe Design Manual INDEX OF CONTENTS. FOREWORD... iii. Chapter 1. INTRODUCTION... 1
Concrete Pipe Design Manual INDEX OF CONTENTS FOREWORD...... iii Chapter 1. INTRODUCTION... 1 Chapter 2. HYDRAULICS OF SEWERS Sanitary Sewers... 3 Determination of Sewer System Type... 3 Determination
More informationOverhang Bracket Loading. Deck Issues: Design Perspective
Deck Issues: Design Perspective Overhang Bracket Loading Deck overhangs and screed rails are generally supported on cantilever brackets during the deck pour These brackets produce an overturning couple
More informationA. Cylindrical Tank, FixedRoof with Rafter & Column (cont.)
According to API 650 Code, Edition Sept. 2003 Page : 23 of 34 9. Seismic Design. [APPENDIX E, API 650] 9.1. Overturning Moment due to Seismic forces applied to bottom of tank shell, M = Z I (C1 Ws Xs +
More informationGEOTECHNICAL INVESTIGATION CITY OF HOUSTON SURFACE WATER TRANSMISSION PROGRAM CONTRACT 74A1 WATERLINE COH WBS NO. S00090001093 HOUSTON, TEXAS
GEOTECHNICAL INVESTIGATION CITY OF HOUSTON SURFACE WATER TRANSMISSION PROGRAM CONTRACT 74A1 WATERLINE COH WBS NO. S00090001093 HOUSTON, TEXAS Reported To: LAN, Inc. Houston, Texas by Aviles Engineering
More informationFundamentals of Helical Anchors/Piles
Fundamentals of Helical Anchors/Piles By Thomas B. Watson, III, P. E. Table of Contents I. History of Helical Anchors/Piles II. What are Helical Anchors/Piles? III. An Overview of Corrosion IV. Spacing
More informationStatic analysis of restrained sheetpile walls
Static analysis of restrained sheetpile walls Bogdan Rymsza Warsaw University of Technology, Civil Engineering Faculty, Poland Krzysztof Sahajda Aarsleff Sp. z o.o., Poland ABSTRACT: The results of displacement
More informationTRENCHING AND EXCAVATION PROGRAM
Quality. Integrity. Experience. Electrical Engineers and Contractors Since 1918 Specializing in Design/Build TRENCHING AND EXCAVATION PROGRAM Procedures Training Protective Support Systems PURPOSE The
More informationUpDown Construction Utilizing Steel Sheet Piles and Drilled Shaft Foundations
UpDown Construction Utilizing Steel Sheet Piles and Drilled Shaft Foundations Nathan A. Ingraffea, P.E., S.E. Associate, KPFF Consulting Engineers, Portland, Oregon, USA Abstract The use of steel sheet
More informationsymptoms of a faulty foundation
symptoms of a faulty foundation How does drought impact your home's foundation? For many Texas families, their home becomes the single largest investment and also the family fortune. The home's foundation
More informationRetaining Wall Global Stability & AASHTO LRFD Unnecessary, Unreasonable Guideline Changes Result in Huge Wastes of Money at Some Wall Locations
Retaining Wall Global Stability & AASHTO LRFD Unnecessary, Unreasonable Guideline Changes Result in Huge Wastes of Money at Some Wall Locations The implementation of the AASHTO LRFD Bridge Design Specifications
More informationCONSTANT HEAD AND FALLING HEAD PERMEABILITY TEST
CONSTANT HEAD AND FALLING HEAD PERMEABILITY TEST 1 Permeability is a measure of the ease in which water can flow through a soil volume. It is one of the most important geotechnical parameters. However,
More informationABSTRACT 1. INTRODUCTION 2. DESCRIPTION OF THE SEGMENTAL BEAM
Ninth LACCEI Latin American and Caribbean Conference (LACCEI 11), Engineering for a Smart Planet, Innovation, Information Technology and Computational Tools for Sustainable Development, August 3, 11,
More information