# Rbq^fkfkd=t^ii=abpfdk

Save this PDF as:

Size: px
Start display at page:

## Transcription

1 Rbq^fkfkd=t^ii=abpfdk MORGAN STATE UNIVERSITY SCHOOL OF ARCHITECTURE AND PLANNING LECTURE VIII Dr. Jason E. Charalambides = = elt=albp=^=`^kqfibsbr= Rbq^fkfkd=t^ii=tlRh\ The main function of a cantilever retaining wall is to constrain soil grade changes. It is a very practical design particularly for heights between 6`-18`. The stem of the wall is essentially a slab acting as a cantilever to the lateral load applied by the soil on it s side, and it is anchored to the base. The base is a one-way footing that counteracts direct loads and moments generated from the stem and from the soil that is retained. A drainage system should always be accommodated within the design in order to minimize the hydrostatic lateral pressure against the stem.

2 mrlmlrqflkp=^ka= il^afkd The maximum vertical reaction pressure against the toe should remain within the limits of the Allowable Soil Pressure, and all surface of the base is under positive pressure. The force displacement graph for soils is a non linear relationship where the slope of the graph decreases as the applied force increases. When the soil fails, the value of stiffness is zero but the displacement is too large to be tolerated if the wall is to function under anticipated loads. The initial stiffness of the soil (0%- 5%) should be applied as basis for allowable stress when the wall is loaded. pqrbppbp=^mmifba The soil pressure against the stem is regarded as a hydrostatic pressure applied by a fluid with density identical to the density of the soil. Totally saturated soil (no air gaps) have a lateral pressure coefficient as high as 1.0. Soils with a relative cohesion carry coefficients at a scale between 35% and 40%, while sand may carry a coefficient at approximately 30%. All these factors need to be obtained by specializing geotechnical engineer reports.

3 bu^jmib Assuming a standard surcharge height of, calculate the forces, moments, eccentricity, safety factor, and bearing stress of the retaining wall indicatedk h base =10 inch Length 1 =6 inch Length =60 inch γ soil =15 pcf γ conc =150 pcf k.s=0.4 L=144 inch B=96 inch w stem =B (Length 1 +Length )=10 inch Z =L h base =134 inch bu^jmib F stemv =Z w stem 1 γ.conc=1.4 kip F basev =h base B 1 γ.conc=1 kip F surchv =s Length 1 γ.soil=1.5 kip F earthv =Z Length 1 γ.soil=6.98 kip F stemv =Z w stem 1 γ.conc=1,4 kip

4 bu^jmib bu^jmib The Safety Indicator, a factor that determines whether the design is approved or if it should be adjusted based on geometric forms and loading generated, is given by the following formula: In this case, the result is.445, thus we are ok to proceed.

5 bu^jmib The distance from the heel to the resultant vertical force equals the moment of all forces divided by the vertical force and has a value of 53.73k`/10.6k = The center of the base is 4 from the heel and the eccentricity of the resultant force is = 1.06 from the center of the base. Since the eccentricity of force is located within the kern (middle third of the base), it is rational to assume that the base is bearing against soil. bu^jmib The bearing stresses are given by the following: If the resultant vertical force was outside the kern, the pressure distribution would be treated as a triangular form. Naturally, that triangular diagram would have a length 3 times the distance from the toe to the resultant force.

6 Analysis of Cantilever Retaining Wall Analyze and verify the capacity and the loads applied on the indicated retaining wall of the figure below given that it retains granular soil (Use the Rankine Formula for Active soil pressure). For the soil, a triaxial test has been conducted and the results of the axial and radial stress are provided. Loads, dimensions and all necessary data are given. σ A := 3.5 tonf σ R := 1.75 tonf γ conc := 150 lbf 3 C A := 950 lbf Cl cover := in CA is coeff of adhesion f y := 60ksi ASP := tonf = 4000 psf f' c := 3ksi γ soil := 15 lbf d 3 b_ini := 1in δ := 17deg b := 1 we consider strips of 1 λ := 90deg s:= 0in O:= 3 E := 5.5 V := 1.5 U:= β := 18.4deg L:= 15 T:= 1 F := 1.5 Base := O + E + F F' := F T 1) Determining angle of Internal friction, beta angle, angle of failure plain, the Rankine Active Pressure and the Total Active Pressure Resultant: Φ := asin σ A σ A + σ R H:= L + V + E tan( β) β := atan H L V E H = β = 18.4 deg These are Rankine's formulas. Another one is by Coulomb that is applied below sin( λ + Φ) bk a γ soil H K a := K sin( λ) a = R a := sin( Φ + δ) sin( Φ β) sin( λ δ) 1 + R sin( λ δ) sin( λ + β) a = lbf

7 ) Solving for loads and moments generated: Vertical components: 1 ( H V L) E γ soil P E sl_v := P sl_v = 0.63 kip M sl_v := P sl_v 3 M sl_v = 1.15 k' P sl_v1 := 1 ( L) ( E) γ soil P sl_v1 = kip E M sl_v1 := P sl_v1 M sl_v1 = 8.36 k' P Base := 1 V Base γ conc P Base =.5 kip Base M Base := P Base M Base = 11.5 k' P Stem_ 1 F' F' := L γ conc P Stem_ = 0.56 kip M Stem_ := P Stem_ E + T + 3 M Stem_ = 3.75 k' P Stem_1 := 1 T L γ conc T P Stem_1 =.5 kip M Stem_1 := P Stem_1 E + M Stem_1 = 13.5 k' P sc_toe := 1 O U γ soil P sc_toe = 0.75 kip O M sc_toe := P sc_toe Base M sc_toe = 6.38 k' P sc_v := 1 s E γ soil P sc_v = 0 kip E M sc_v := P sc_v M sc_v = 0k' P vert := P sl_v1 + P sl_v + P sc_v + P Base + P Stem_1 + P Stem_ + P sc_toe P vert = kip M Vtot := M Stem_1 + M Stem_ + M Base + M sc_v + M sl_v1 + M sl_v + M sc_toe M Vtot = k' Horizontal components: P sc_h := 1γ soil K a s L P sc_h = 0 kip L M sc_h := P sc_h M sc_h = 0k' L L P soil_h := 1γ soil K a P soil_h = kip M soil_h := P soil_h 3 M soil_h = 8.03 k U U P soil_t := 1γ soil K a P soil_t = kip M soil_t := P soil_t 3 M soil_t = k P horiz := 1P soil_h + P sc_h + P soil_t M Htot := M sc_h + M soil_h + M soil_t Summing up moments for overturning: P horiz = 5.51 kip M Htot = 7.97 k' M overt := M Vtot + M Htot M overt = 9.35 k' 3) We continue with calculations for overturning and sliding at this stage:

8 Estimating safety indicator against overturning and verifying that that the resultant is within kern (middle third of footings length): ( ) P vert M Vtot SI ot = B > M Htot ( P vert ) ( ) P vert M Vtot Base M = Htot ( P vert ) 3.69 SI ot = "OK" M overt P vert = 5.51 Or Percentagewise... M overt P vert Base = Res 3rd = "Kern" R av := R a sin( δ) R av = lbf R ah := R a cos( δ) R ah = lbf Estimating safety against sliding (Use delta in tan for keyless, phi for keyed): ( ) tan δ P vert + R av ( ) + C A Base SI slide = > 1.5 R ah ( ) tan δ P vert + R av ( ) + bc A Base = 1.9 R ah SI slide = "OK" 4) Calculating eccentricity and bearing stress: First, the distance from the heel to the resultant of vertical forces, then the eccentricity, and then the FP bearing. V u := P Stem + P Base + P sc_v + P sl_v1 + P sl_v + P sc_toe V u = kip M overt d heel_res := d V heel_res = 5.51 u A F := Base 1 A F = 10 Base ecc := d heel_res ecc = 0.51 V u 6V u ecc F p_toe := + A F 1 Base F p_toe =.19 ksf V u 6V u ecc F p_heel := A F 1 Base F p_heel = 1.16 ksf 5) Sizing the depth of the stem: Note: For the size of the stem we do not apply safety factors as we would do for "strength design", that is for rebars in the concrete. Instead, we use the loads as estimated because that will be sufficient for deformation and displacement. In the following formula we see the 1 multiplied by the specific weight of soil and then multiplied by the K factor and in the larger parenthesis we see the following: Surcharge height multiplied by wall height and then by midheight where the resultant of that rectangular form would be located Wall height multiplied by wall height (as rotated horizontally) divided by for rectangular form, multiplied by 1/3 of wall height which will be the location of the resultant. Triangular formation of Soil above the wall is treated in a fashion similar to the surcharge.

9 ( L + V) ( L + V) M u b γ soil K a s ( L + V) ( H L V) L + V ( ) := + + M 3 u = 43.5 k' Determine the β1 value and the coefficient k10 for the given concrete and steel grades: β 1 = 0.85 k 10 :=.177 f' c β β 1 k 10 = 0.41 ksi ( ) Calculate the distance necessary to locate the rebars within the stem: (Note that for "b" we take 1 strips) bd M u M u > d := d = in k 10 bk 10 Given the above mentioned value for stem depth, we should also consider " for clear cover (The minimum cover for rebar #6 or above is in (ACI 7.7.1)) + the diameter of horizontal rebars + the radius of vertical rebars. We give approximate estimates for initial values of bar diameter to be used: d tot = 14 in 6) Designing and determining location for reinforcement. Here we consider safety factor of 1.6 for soil and overburden pressures that will be applied for the design for strength, i.e. the rebars that we will include in our final product. Φ := 1.6 f h := Φγ soil K a f h = 0.08 ksf Take y at top surface of base:.5 L We give an array of values of depth.5 L P u = f h ( s + y) y := based on the total depth divided in.75 L quarters: 1.0L P u := f h ( s + y) P u = ksf M y b f h s y y := M y = k' M y As_est := As_est = 1d f y b The above mentioned values for area of steel correspond to the depths given in the array of values "y". It is however necessary that we apply no value less than the minimum at any depth even though the calculations may yield cross sectional areas that are less than the As_min defined by the ACI codes. As_min :=.0033 d As_min = 0.41 in in

10 In this case, we can pick the maximum of the array of values to start with at the very bottom of the stem. A s_sel = in At various heignt (or depth) values of the stem we can we can specify different "ρ" distribution according to the cross sectional area of steel needed. Bar Designation Number Weight per foot (lbf) Diameter db Area As Perimeter A b6 :=.44in d b6 :=.76in A b7 :=.6in d b7 :=.875in A b6 A s_sel A b7 A s_sel = = Take 6'' c/c at full depth. At three quarters depth we see that the spacing can be modified to 15" c/c but that will not be easy to adjust with the 6" increments. Therefore, every other reba (i.e. at 1" c/c) will extend all the way to the top. Note: Larger spans with #8 were possible but it is prefferable to have smaller rebars at shorter distances that will better integrate the steel with the concrete. in in Selecting the remaining reinforcement (rebars and placement): We need to place vertical reinforcement to support the horizontal bars on the exterior face of the retaining wall. If Z>14 we use c/c, otherwise we use c/c. The horizontal shrinkage and temperature reinforcement required for the stem and the footing is given by the following: ( ).00 b d tot A sh := A sh = 0.34 in A b4 :=.in Walls thicker than 10 in require two layers of reinforcement. Therefore: Take 1 c/c. d b4 :=.4in Given the above bar diameters we can establish the precise dimension of the cantileven wall's effective depth: d b6 d := d tot Cl cover d b4 d = 11. in The shear experienced at the base of the wall is: A b4 A sh = 7.14 in

11 L V u := f h sl + b V u = 8.97 kip Therefore, the shear capacity should exceed the experienced shear: Φ :=.75 ΦV n = Φ ( bd ) f' c ΦV n = kip V cond = "OK" Note: The initial wall thickness (initial guess) was 1 on top and 1.5 on the bottom. The 14" overall thickness will not produce any further stress than the initial estimation. F' P Stem := L γ conc P Stem =.81 kip P Stem_fin := 1 d tot L γ conc P Stem_fin =.6 kip

### REINFORCED 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

### Module 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

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

### Earth Pressure and Retaining Wall Basics for Non-Geotechnical Engineers

PDHonline Course C155 (2 PDH) Earth Pressure and Retaining Wall Basics for Non-Geotechnical Engineers Instructor: Richard P. Weber, P.E. 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA

### Reinforced Concrete Design. Design of Slabs. Types of Slabs Load Paths and Framing Concepts One-way Slabs Two-way Slabs. Mongkol JIRAVACHARADET

16 Reinforced Concrete Design Design of Slabs Types of Slabs Load Paths and Framing Concepts One-way Slabs Two-way Slabs Mongkol JIRAVACHARADET S U R A N A R E E UNIVERSITY OF TECHNOLOGY INSTITUTE OF ENGINEERING

### FOUNDATION 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 14-1 Load Path and Transfer to

### TYPES 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

### INFORMATION BULLETIN NO.

One- and Two-Family Standard Garage Slab and Foundation Wall Details for use with the 2012 International Residential Code (IRC) INFORMATION BULLETIN NO. 114-2012 October 1, 2012 City Planning & Development

### Design Example 1 Reinforced Concrete Wall

Design Example 1 Reinforced Concrete Wall OVERVIEW The structure in this design example is an eight-story office with load-bearing reinforced concrete walls as its seismic-force-resisting system. This

### Type 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, 2001-05 press Esc to end, for next, for previous slide 1 Type of Force 1 Axial (tension /

### 11/1/2010 3:57 PM 1 of 11

Masonry Wall 6.0 - MASONRY WALL ANALYSIS AND DESIGN ================================================================================ Job ID : Job Description : Designed By : ================================================================================

### SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED

SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED NOTE: MOMENT DIAGRAM CONVENTION In PT design, it is preferable to draw moment diagrams

### FOOTING 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 0-4371

### EXAMPLE 1 DESIGN OF CANTILEVERED WALL, GRANULAR SOIL

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

### GEOTECHNICAL 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

VERTICAL STRESS INCREASES IN SOIL Point Loads (P) TYPES OF LOADING Line Loads (q/unit length) Revised 0/015 Figure 6.11. Das FGE (005). Examples: - Posts Figure 6.1. Das FGE (005). Examples: - Railroad

### Design 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

### A 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 AASHTO-LRFD specifications require checking the deck for vehicular

### Section 5A: Guide to Designing with AAC

Section 5A: Guide to Designing with AAC 5A.1 Introduction... 3 5A.3 Hebel Reinforced AAC Panels... 4 5A.4 Hebel AAC Panel Design Properties... 6 5A.5 Hebel AAC Floor and Roof Panel Spans... 6 5A.6 Deflection...

### Stress Analysis Verification Manual

Settle3D 3D settlement for foundations Stress Analysis Verification Manual 007-01 Rocscience Inc. Table of Contents Settle3D Stress Verification Problems 1 Vertical Stresses underneath Rectangular Footings

### Wang, L., Gong, C. "Abutments and Retaining Structures." Bridge Engineering Handbook. Ed. Wai-Fah Chen and Lian Duan Boca Raton: CRC Press, 2000

Wang, L., Gong, C. "Abutments and Retaining Structures." Bridge Engineering Handbook. Ed. Wai-Fah Chen and Lian Duan Boca Raton: CRC Press, 000 9 Abutments and Retaining Structures Linan Wang California

### A 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

14.53 THEORETICAL SOIL MECHANICS VERTICAL STRESS INCREASES IN SOILS TYPES OF LOADING Point Loads (P) Line Loads (q/unit length) Figure 6.11. Das FGE (005). Examples: -Posts Figure 6.1. Das FGE (005). Examples:

### Worked 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

### ENCE 4610 Foundation Analysis and Design

This image cannot currently be displayed. ENCE 4610 Foundation Analysis and Design Shallow Foundations Total and Differential Settlement Schmertmann s Method This image cannot currently be displayed. Strength

### Chapter 9 CONCRETE STRUCTURE DESIGN REQUIREMENTS

Chapter 9 CONCRETE STRUCTURE DESIGN REQUIREMENTS 9.1 GENERAL 9.1.1 Scope. The quality and testing of concrete and steel (reinforcing and anchoring) materials and the design and construction of concrete

### Analysis of Underground Water Tank

Analysis of Underground Water Tank Using SAP2000 (Metric Units) Analysis of Underground Water Tank Using SAP2000 Table of Content Objective... 3 Problem... 3 Step by Step... 6 1. Start Model with Template...

Laterally Loaded Piles 1 Soil Response Modelled by p-y Curves In order to properly analyze a laterally loaded pile foundation in soil/rock, a nonlinear relationship needs to be applied that provides soil

### PDHonline 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 22030-6658 Phone & Fax: 703-988-0088 www.pdhonline.org

### PILE 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

### Reinforced Concrete Design SHEAR IN BEAMS

CHAPTER Reinforced Concrete Design Fifth Edition SHEAR IN BEAMS A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part I Concrete Design and Analysis 4a FALL 2002 By Dr.

### Chapter - 3 Design of Rectangular Beams and One-way Slabs

Rectangular Beams and One-way Slabs Page 1 of 9 Chapter - 3 Design of Rectangular Beams and One-way Slabs 12 h A 12 strip in a simply supported one-way slab h b=12 L Rectangular Beams and One-way Slabs

### Wire Fabric and Reinforcement

Wire Fabric and Reinforcement Under the state specification for 709.08 for concrete reinforcement, ASTM A 82 is called out. Under the state specification 709.10 for concrete reinforcement, ASTM A 185 is

### SLAB DESIGN. Introduction ACI318 Code provides two design procedures for slab systems:

Reading Assignment SLAB DESIGN Chapter 9 of Text and, Chapter 13 of ACI318-02 Introduction ACI318 Code provides two design procedures for slab systems: 13.6.1 Direct Design Method (DDM) For slab systems

### November 20, 2013. Heather Sustersic had132@psu.edu. Dear Professor Sustersic,

November 20, 2013 Heather Sustersic had132@psu.edu Dear Professor Sustersic, The following technical report was written to fulfill the requirements specified in the Structural Technical Report 4 assignment

### MOHAWK PRE-EXISTING SLAB REQUIREMENTS & NEW SLAB RECOMMEDATIONS

MOHAWK PRE-EXISTING SLAB REQUIREMENTS & NEW SLAB RECOMMEDATIONS MOHAWK RESOURCES LTD. 65 VROOMAN AVE. AMSTERDAM, NY 12010 TOLL FREE : 1-800-833-2006 LOCAL : 1-518-842-1431 FAX : 1-518-842-1289 INTERNET:

### SUPPLEMENTAL TECHNICAL SPECIFICATIONS BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS

July 14, 2015 1.0 GENERAL BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS This work shall consist of furnishing all materials, equipment, labor, and incidentals necessary for conducting bi-directional

### Detailing of Reinforcment in Concrete Structures

Chapter 8 Detailing of Reinforcment in Concrete Structures 8.1 Scope Provisions of Sec. 8.1 and 8.2 of Chapter 8 shall apply for detailing of reinforcement in reinforced concrete members, in general. For

### Since the Steel Joist Institute

SELECTING and SPECIFYING Wesley B. Myers, P.E. An insider s guide to selecting and specifying K-series, LH, DLH-series joists and joist girders Since the Steel Joist Institute adopted the first standard

### STUDENT MANUAL HEAVY EQUIPMENT & RIGGING SPECIALIST TRAINING MODULE 2 UNIT 2: CALCULATING WEIGHTS & CENTER OF GRAVITY

STUDENT MANUAL HEAVY EQUIPMENT & RIGGING SPECIALIST TRAINING MODULE 2 UNIT 2: CALCULATING WEIGHTS & CENTER OF GRAVITY Unit Objective Enabling Objectives Upon completion of this unit, you will be able to

### Formwork 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

### Index 20010 Series Prestressed Florida-I Beams (Rev. 07/12)

Index 20010 Series Prestressed Florida-I Beams (Rev. 07/12) Design Criteria AASHTO LRFD Bridge Design Specifications, 6th Edition; Structures Detailing Manual (SDM); Structures Design Guidelines (SDG)

### TABLE OF CONTENTS. Roof Decks 172 B, BA, BV Deck N, NA Deck. Form Decks 174.6 FD,.6 FDV Deck 1.0 FD, 1.0 FDV Deck 1.5 FD Deck 2.0 FD Deck 3.

Pages identified with the NMBS Logo as shown above, have been produced by NMBS to assist specifiers and consumers in the application of New Millennium Building Systems Deck products. Pages identified with

### Terzaghi's Bearing Capacity Equations

Terzaghi's Bearing Capacity Equations Bearing capacity equation Bearing capacity factors Bearing capacity Chart Example 1: trip footing on cohesionless soil Example 2: quare footing on clay soil Example

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

### HOW TO DESIGN CONCRETE STRUCTURES Foundations

HOW TO DESIGN CONCRETE STRUCTURES Foundations Instructions for the Members of BIBM, CEMBUREAU, EFCA and ERMCO: It is the responsibility of the Members (national associations) of BIBM, CEMBUREAU, EFCA and

### STRUCTURAL DESIGN BRIEF - SURREY WORKS YARD REDEVELOPMENT

1. GENERAL The following brief outlines the design considerations being used to inform the structural design of the project. It will describe, in general terms, the structural systems of each building

### Reinforced Concrete Design to BS8110 Structural Design 1 Lesson 5

Lesson 5: Deflection in reinforced concrete beams Content 4.1 Introduction 4. Definitions 4..1 Tension 4.. Compression 4.3 Initial sizing 4.3.1 Worked example 4.4 Reinforcement details 4.5 Anchorage at

### Drained and Undrained Conditions. Undrained and Drained Shear Strength

Drained and Undrained Conditions Undrained and Drained Shear Strength Lecture No. October, 00 Drained condition occurs when there is no change in pore water pressure due to external loading. In a drained

### DESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,

DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared

MICROPILES SUBJECT TO LATERAL LOADING Dr. Jesús Gómez, P.E. Micropile Design and Construction Seminar Las Vegas, NV April 3-4, 2008 Outline When are micropiles subject to lateral load? How do we analyze

### Designed 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 fourth-generation Steel Piering System that has led to the

### EMPLOYER : POWER GRID COMPANY OF BANGLADESH LIMITED (PGCB )

EMPLOYER : POWER GRID COMPANY OF BANGLADESH LIMITED (PGCB ) CONTRACT NO. : PGCB/DANIDA/1 DESIGN-BUILD AND TURNKEY CONTRACT FOR CONSTRUCTION OF 132kV JOYDEVPUR - KABIRPUR - TANGAIL TRANSMISSION LINE PROJECT

### INTERNATIONAL BUILDING CODE STRUCTURAL

INTERNATIONAL BUILDING CODE STRUCTURAL S5-06/07 1604.11 (New), 1605 (New) Proposed Change as Submitted: Proponent: William M. Connolly, State of New Jersey, Department of Community Affairs, Division of

### Basics of Reinforced Concrete Design

Basics of Reinforced Concrete Design Presented by: Ronald Thornton, P.E. Define several terms related to reinforced concrete design Learn the basic theory behind structural analysis and reinforced concrete

### SPECIFICATION FOR SEGMENTAL RETAINING WALL SYSTEMS

SPECIFICATION FOR SEGMENTAL RETAINING WALL SYSTEMS PART 1: GENERAL 1.01 Description A. Work includes furnishing and installing segmental retaining wall (SRW) units to the lines and grades designated on

### Open channel flow Basic principle

Open channel flow Basic principle INTRODUCTION Flow in rivers, irrigation canals, drainage ditches and aqueducts are some examples for open channel flow. These flows occur with a free surface and the pressure

### Design 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

### METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION

International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 45-66, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

### Chapter 4 FLOOR CONSTRUCTION

Chapter 4 FLOOR CONSTRUCTION Woodframe floor systems and concrete slab-on-grade floors are discussed in this chapter. Although cold-formed steel framing for floor systems also is permitted by the IRC,

### The following sketches show the plans of the two cases of one-way slabs. The spanning direction in each case is shown by the double headed arrow.

9.2 One-way Slabs This section covers the following topics. Introduction Analysis and Design 9.2.1 Introduction Slabs are an important structural component where prestressing is applied. With increase

### International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL

PROJECT International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL EXP. 11/30/2014 STRUCTURAL CALCULATIONS July 24, 2014 BOWMAN, BARRETT & ASSOCIATES INC. CONSULTING ENGINEERS 312.228.0100

### SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:

SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the

### The Verdura Wall check with your local building department

The Verdura Wall The Verdura Wall by Soil Retention Products, Inc of Carlsbad, California can be constructed as a gravity retaining structure or a geosynthetic reinforced segmental retaining wall, depending

### 4.3 Results... 27 4.3.1 Drained Conditions... 27 4.3.2 Undrained Conditions... 28 4.4 References... 30 4.5 Data Files... 30 5 Undrained Analysis of

Table of Contents 1 One Dimensional Compression of a Finite Layer... 3 1.1 Problem Description... 3 1.1.1 Uniform Mesh... 3 1.1.2 Graded Mesh... 5 1.2 Analytical Solution... 6 1.3 Results... 6 1.3.1 Uniform

### MECHANICS OF SOLIDS - BEAMS TUTORIAL 2 SHEAR FORCE AND BENDING MOMENTS IN BEAMS

MECHANICS OF SOLIDS - BEAMS TUTORIAL 2 SHEAR FORCE AND BENDING MOMENTS IN BEAMS This is the second tutorial on bending of beams. You should judge your progress by completing the self assessment exercises.

### Indeterminate Analysis Force Method 1

Indeterminate Analysis Force Method 1 The force (flexibility) method expresses the relationships between displacements and forces that exist in a structure. Primary objective of the force method is to

### K 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

### 13.1 SCOPE...13-1 13.2 DEFINITIONS...13-1 13.3 NOTATION...13-1 13.4 DETERMINATION OF SOIL PROPERTIES...13-2

SECTION 13: FOUNDATION DESIGN TABLE OF CONTENTS 13 13.1 SCOPE...13-1 13.2 DEFINITIONS...13-1 13.3 NOTATION...13-1 13.4 DETERMINATION OF SOIL PROPERTIES...13-2 13.5 FOUNDATION BEARING CAPACITY...13-2 13.5.1

### POST AND FRAME STRUCTURES (Pole Barns)

POST AND FRAME STRUCTURES (Pole Barns) Post and frame structures. The following requirements serve as minimum standards for post and frame structures within all of the following structural limitations:

### Soil Strength. Performance Evaluation of Constructed Facilities Fall 2004. Prof. Mesut Pervizpour Office: KH #203 Ph: x4046

ENGR-627 Performance Evaluation of Constructed Facilities, Lecture # 4 Performance Evaluation of Constructed Facilities Fall 2004 Prof. Mesut Pervizpour Office: KH #203 Ph: x4046 1 Soil Strength 2 Soil

### CONCRETE SEGMENTAL RETAINING WALL SYSTEM

CONCRETE SEGMENTAL RETAINING WALL SYSTEM PART 1: GENERAL SPECIFICATIONS 1.01 Work Included A. Work shall consist of furnishing and constructing a Rockwood Vintage TM unit segmental retaining wall (SRW)

### Concrete 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

### A=b h= 83 in. 45ft. ft. = ft.2

The Easiest Way to Convert Units in an Algebraic Equation Physics professors teach you to convert everything into standard SI units, solve the problem, and hope the units come out right. In Chemistry and

### RESIDENTIAL FOUNDATION GUIDELINE Johnson County, KS

RESIDENTIAL FOUNDATION GUIDELINE Johnson County, KS Johnson County Building Officials Association January 2008 Residential Foundation Guideline Foundation designs for one-and two-family dwellings may use

### Module 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

### The minimum reinforcement for the stem wall is the placement of:

PolySteel creates an ideal insulated stem wall for concrete slabs that can make this part of your project easier and faster, in addition to making your finished project more energy-efficient. Figures 3.20

### 4B-2. 2. The stiffness of the floor and roof diaphragms. 3. The relative flexural and shear stiffness of the shear walls and of connections.

Shear Walls Buildings that use shear walls as the lateral force-resisting system can be designed to provide a safe, serviceable, and economical solution for wind and earthquake resistance. Shear walls

### Underpinning 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

### Design and Construction of Cantilevered Reinforced Concrete Structures

Buildings Department Practice Note for Authorized Persons, Registered Structural Engineers and Registered Geotechnical Engineers APP-68 Design and Construction of Cantilevered Reinforced Concrete Structures

### SIENA STONE GRAVITY RETAINING WALL INSTALLATION SPECIFICATIONS. Prepared by Risi Stone Systems Used by permission.

SIENA STONE GRAVITY RETAINING WALL INSTALLATION SPECIFICATIONS Prepared by Risi Stone Systems Used by permission. 1-800-UNILOCK www.unilock.com FOREWORD This outline specification has been prepared for

### 16. Beam-and-Slab Design

ENDP311 Structural Concrete Design 16. Beam-and-Slab Design Beam-and-Slab System How does the slab work? L- beams and T- beams Holding beam and slab together University of Western Australia School of Civil

### Examples of New version for Designing members of Reinforced Concrete, Steel or Timber according to Eurocode 2, Eurocode 3 and Eurocode 5

Examples of New version for Designing members of Reinforced Concrete, Steel or Timber according to Eurocode 2, Eurocode 3 and Eurocode 5 Copyright RUNET Software www.runet-software.com 1 1. Examples 1.1

### Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil

Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil Jae H. Chung, Ph.D. Bid Bridge Software Institute t University of Florida, Gainesville, FL, USA Content 1. Background 2.

### Long-term serviceability of the structure Minimal maintenance requirements Economical construction Improved aesthetics and safety considerations

Design Step 7.1 INTEGRAL ABUTMENT DESIGN General considerations and common practices Integral abutments are used to eliminate expansion joints at the end of a bridge. They often result in Jointless Bridges

### System. 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

### MECHANICAL BEHAVIOR OF REINFORCED CONCRETE BEAM-COLUMN ASSEMBLAGES WITH ECCENTRICITY

13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 4 MECHANICAL BEHAVIOR OF REINFORCED CONCRETE BEAM-COLUMN ASSEMBLAGES WITH ECCENTRICITY Tomohiko KAMIMURA

### Southwest Windpower Inc. Doc. # 0186. Southwest Windpower Inc. 45 Air Tower Analysis 7/7/03

Southwest Windpower Inc. Doc. # 0186 Southwest Windpower Inc. 45 Air Tower Analysis 7/7/03 1. Introduction: The following analysis covers tower stress and anchor loads for the Southwest Wndpower 45' Air

### MECHANICS OF SOLIDS - BEAMS TUTORIAL 1 STRESSES IN BEAMS DUE TO BENDING. On completion of this tutorial you should be able to do the following.

MECHANICS OF SOLIDS - BEAMS TUTOIAL 1 STESSES IN BEAMS DUE TO BENDING This is the first tutorial on bending of beams designed for anyone wishing to study it at a fairly advanced level. You should judge

### 1997 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

### Page 1 of 18 28.4.2008 Sven Alexander Last revised 1.3.2010. SB-Produksjon STATICAL CALCULATIONS FOR BCC 250

Page 1 of 18 CONTENT PART 1 BASIC ASSUMPTIONS PAGE 1.1 General 1. Standards 1.3 Loads 1. Qualities PART ANCHORAGE OF THE UNITS.1 Beam unit equilibrium 3. Beam unit anchorage in front..1 Check of capacity..

### Reinforced Concrete Design Project Five Story Office Building

Reinforced Concrete Design Project Five Story Office Building Andrew Bartolini December 7, 2012 Designer 1 Partner: Shannon Warchol CE 40270: Reinforced Concrete Design Bartolini 2 Table of Contents Abstract...3

### SPECIFICATIONS FOR PRECAST MODULAR BLOCK RETAINING WALL SYSTEM (revised 11/5/13)

Page 1 of 7 STONE STRONG SYSTEMS SPECIFICATIONS FOR PRECAST MODULAR BLOCK RETAINING WALL SYSTEM (revised ) PART 1: GENERAL 1.01 Description A. Work includes furnishing and installing precast modular blocks

### Soil Mechanics. Outline. Shear Strength of Soils. Shear Failure Soil Strength. Laboratory Shear Strength Test. Stress Path Pore Pressure Parameters

Soil Mechanics Shear Strength of Soils Chih-Ping Lin National Chiao Tung Univ. cplin@mail.nctu.edu.tw 1 Outline Shear Failure Soil Strength Mohr-Coulomb Failure Criterion Laboratory Shear Strength Test

### Higher Technological Institute Civil Engineering Department. Lectures of. Fluid Mechanics. Dr. Amir M. Mobasher

Higher Technological Institute Civil Engineering Department Lectures of Fluid Mechanics Dr. Amir M. Mobasher 1/14/2013 Fluid Mechanics Dr. Amir Mobasher Department of Civil Engineering Faculty of Engineering

### PART TWO GEOSYNTHETIC SOIL REINFORCEMENT. Martin Street Improvements, Fredonia, Wisconsin; Keystone Compac Hewnstone

GEOSYNTHETIC SOIL REINFORCEMENT Martin Street Improvements, Fredonia, Wisconsin; Keystone Compac Hewnstone DESIGN MANUAL & KEYWALL OPERATING GUIDE GEOSYNTHETIC SOIL REINFORCEMENT Keystone retaining walls

### ENGINEERING SCIENCE H1 OUTCOME 1 - TUTORIAL 3 BENDING MOMENTS EDEXCEL HNC/D ENGINEERING SCIENCE LEVEL 4 H1 FORMERLY UNIT 21718P

ENGINEERING SCIENCE H1 OUTCOME 1 - TUTORIAL 3 BENDING MOMENTS EDEXCEL HNC/D ENGINEERING SCIENCE LEVEL 4 H1 FORMERLY UNIT 21718P This material is duplicated in the Mechanical Principles module H2 and those