Civil Professional Engineer Study Guides

Quantity Take off Methods

Quantity take-off methods are a means for estimating the cost of each aspect of a project. A project consists of many activities and materials all of which are accounted for as items of a project. For example, a project may involve the construction of a retaining wall. There are many activities and materials associated to complete this. Some include excavation, formwork, concrete for the wall, reinforcing steel etc. When contract drawings and specifications are developed, all of these items must be identified. All items also must include a quantity associated it's them to indicate the amount or extent of work for the item. These quantities must be defined by a particular unit of measure which must be appropriate for the action or material. Taking excavation as an example of an item, there must be an amount of excavation associated with it. Since excavation involves removing a volume of material, the most appropriate unit is cubic yard or cubic feet. To estimate the cost of the project, each item has a price per unit associated with it. This price is determined by previous similar work and taking into account the specifics of the particular project. Below is an example of the breakdown of some items associated with an example retaining wall project:

Cost Estimating

Project Schedules

Project schedules must be set and maintained to ensure it remains on time and on budget. To determine a project schedule, all tasks must be identified and the length of time (durations) for each task must be estimated. These tasks can then be sequenced by determining what the appropriate order of tasks are. Some tasks must be completed before others can begin. These tasks are defined as predecessors. See the example chart below indicating identified tasks, durations, and predecessors: This information can then be visualized by producing and activity diagram. First begin by drawing tasks. Start with A: Then determine which tasks have A as a predecessor. Draw these tasks as well with arrows indicating these tasks are connected: Continue in the same manor with each task. The final chart is as follows: Then you can determine the critical path of the project. The critical path is defined as the sequence of tasks which would yield the shortest amount of time to complete the project. If the duration of any task on the critical path is changed, the duration of the entire project will change. In the example above you can determine the critical path by identifying all paths and the critical one is the longest sum of duration. Therefore the possible paths are A-B-D, A-B-E, and A-C-E which have total durations of 6, 7, and 6. Therefore the critical path is A-B-E. A change in duration of non-critical tasks will only change the project duration if the change creates a longer path than the existing critical one.

Activity Identification and Sequencing

The appropriate steps in the proper sequence need to be identified to complete a project. This involves understanding all the tasks involved in a specific project type and providing a timeline of events to properly facilitate the successful completion of the project. There are many types of projects and the specifics can vary. For the purposes of the PE Exam, it is important to have a general knowledge of common construction tasks and sequences. Below are some examples of design and construction tasks divided by when they occur in certain project phases: Pre-Design/Design/Project Award - Owner initiates project - Owner hires Architect/Engineer or uses In-House Architect/Engineer - Contract documents and specifications are developed - Contractors bid on the project - Project is awarded Pre-Construction - Contractor submittals are reviewed and approved - Sub-Contractors hired - Site survey, staking, and layout - Procurement of materials Construction - Traffic Control, water handling, etc. installed if necessary - Crane set up and positioning - Temporary earth retaining systems installed if necessary - Excavation - Formwork or Erection - Testing of materials - Installation of rebar - Pouring of concrete - Concrete curing - Backfill Post-Construction - Semi Final/Final Inspections - Open road to traffic - Punch-Lists - As-Built drawings

Construction Loads

Construction loads are temporary loads, occurring within the duration of a project, imposed on a structure which may be partially or fully complete. This may include materials, personnel, equipment, or temporary structures. The concern for construction loads is to understand the different types of stresses they may impose on members as opposed to the final in-place condition of those members and ensure they are designed to handle these forces. Materials: Storage of materials is an often overlooked aspect of a project. Rebar, excavated materials, or other building materials need to be stored in an accessible location and will often impose a large additional dead load on the structure. Temporary Structures: Temporary structures may often be needed to either provide additional support to unstable members or access for personnel to continue the erection process. Temporary structures may also be for the housing of materials or personnel. Equipment: Equipment is often needed for various construction activities such as welding or painting procedures. The weight and distribution of these loads should be accounted for. Cranes: Cranes can also be considered equipment however special attention should be given to the sequencing of erection based on the cranes reach. Members in Temporary Conditions: Along with additional dead load, construction can introduce stresses into members for which they are not designed. Some examples include the erection of a precast member such as a wall panel which may be designed for compression but will see some flexure about its weak axis while it is being picked and placed. Also, the first steel girder in a bridge before it is connected to the others through diaphragms will be unstable and must be temporarily supported. In these conditions, design measures need to be taken even though they are not required for the final condition.

Construction Methods

Steel: Strong and durable material. Steel has the capabilities to be used for long span bridges and high rise buildings. Steel members are manufactured using either the hot-rolled or cold-formed methods. Steel members are provided in predetermined shapes. Some examples include W-, S-, C, and HSS-shapes. Steel is connected and constructed by the use of bolted or welded connections. The advantages of steel are again the ability to span long distances and the weight of the members compared to the strength is relatively low. Some disadvantages include the high cost, lack of ability to form unique shapes, and tendency of the material to corrode. When steel is exposed to salts, a chemical reaction occurs causing the steel to rust and even loose section properties. To counteract corrosion some preventive measures are paint systems, coating systems such as galvanizing, or weathering steel. Reinforced Concrete: Concrete is strong in compression but weak in tension. However it has the ability to bond to reinforcing steel to appropriately resist tension. Reinforced concrete is used in buildings and shorter span bridges or certain components of bridges. Some common applications are foundation elements, bridge decks and parapets, or retaining walls. The advantage of concrete is it can be formed to any shape or aesthetic look with proper formwork and is strong in compression. The disadvantages however are that concrete has a high self-weight, will likely crack, and has a limited span length. The reinforcing in concrete can also corrode and cause pop-outs or spalls. Precast/Prestressed/Post-Tensioned Concrete: Precast concrete is concrete which is cast somewhere other than its final location, either at a plant or another area on the construction site, and is then stripped from its forming, transported to the site, and erected. Prestressed concrete is precast concrete which has been pre-compressed using steel strands with high elasticity. The strands are tensioned to a design force before the concrete is cast. Then the concrete mix is placed and cured. The strands are then cut at the ends. Since the strands have a high elasticity, they will try to return to their original state. However since the stands are now bonded to the concrete, there is a compressive force transferred to the concrete. This force will oppose the stresses caused by bending. Post-Tensioned concrete uses the same concept as prestressed concrete. However, the concrete member is cast first and the strands are tensioned through the member using plastic tubes embedded along the length of the member. The tube is then grouted and the strands are cut to transfer the force. Precast Concrete will have the lowest tensile capacity and therefore is used for the lowest spans. Precast is often used for compression members or bridge deck units. Prestressed Concrete is be able to span larger distances and is used for floor members. It is common in parking garages as double-tee shapes for floor members or for long span bridges with common shapes such as prestressed bulb tees. Post tensioned concrete is not as common and is used for much larger spans. Precast concrete advantages are the quality of concrete is often better under plant controlled conditions and the construction is much quicker. The disadvantages are there is a higher cost than reinforced concrete due to shipping and erection expenses and the tendons also are susceptible to corrosion. Wood: Relatively low strength material. Wood is often used in residential applications or for very small span bridges. Wood is extremely cheap and lightweight for erection. In addition to the low strength, wood also will deteriorate due to rot and is highly sensitive to fire damage. Masonry: Can be reinforced or unreinforced. Masonry is also strong in compression but weak in tension. Only used in small retaining wall applications and some older bridges still are composed of masonry components.

Temporary Structures

Structures which are built for a specific purpose, often to facilitate an aspect of a construction project, and are removed before the conclusion of the project are temporary structures. Some examples include: - Temporary Buildings: May be used for storage or offices during construction. - Scaffolding: Temporary elevated platforms which provide access to perform certain tasks. - Temporary Supports and Shoring: Often forces are introduced during construction which are not the same as the final in-place conditions. In these situations temporary supports are needed to keep structural members stable until the construction can be complete. - Temporary earth retaining systems: When excavation is needed, there is often not enough room to safely dig to the required depths. There may be a need to support traffic or adjacent facilities during the excavation. In these cases temporary earth retaining is required. Some examples include sheet piles, concrete blocks, or trench boxes. - Formwork: Concrete formwork is used to place concrete to the desired shape and will remain in place until the mix has cured to the desired strength. -Cofferdams: A wall constructed to prevent the flow of water to a specific area. Can be made of sandbags, sheet piling, or other materials.

Lateral Earth Pressure

Soil Consolidation

Settlement is when the soil supporting the foundation consolidates which causes a decrease in volume and a drop in elevation. This causes the foundation to no longer be fully supported and will introduce additional stress. There are three phases of settlement: 1. Immediate Settling or Elastic Settling: This settlement occurs immediately after the structure is built. The load from the structure causes instant consolidation of the soil. This is the main component of settlement in sandy soil conditions. 2. Primary Consolidation: A more gradual consolidation which is due to water leaving the voids over time. This is mostly a factor only in clayey soils. 3. Secondary Consolidation: Also occurs at a very gradual rate. This is due to the shifting and readjustment of soil grains. Most often this is the lowest magnitude of consolidation phases.

Effective Stress

Bearing Capacity

For shallow foundations, the soil below must be suitable to support the load transferred through the footing. Different types of soils have different bearing capacities. Sand is often a good foundation material. Sand undergoes some small immediate settlement and then stabilizes since it drains quickly. Clay generally is poor in bearing capacity. Clays do not drain quickly and will retain water for longer periods of time leading to long-term settlements. Most soils in reality are some combination of sands, clays, and silts which will behave somewhere in-between sand and clay. Exceeding the allowable bearing capacity of a soil will cause shear failure or excessive settlements. Bearing capacity is determined using the Terzaghi-Meyerhof equation:

Slope Stability

Dead and Live Load

Dead Loads: Loads which are permanent in the final condition of the structure. Examples include self weight and additional permanent loads (such as pavement). Dead load factors are often lower than other types of loads. This is due to the higher level of reliability being able to predict the magnitude and character of these loads. Live Loads: Loads which will or may change over time. In general live loads represent pedestrian or vehicle loads. The load factor for live loads is often much higher due to the unpredictability. In LRFD different types of loads are factored to represent a safety factor based on the reliability of our ability to accurately predict certain loading conditions. If only Dead and Live loads are present, the likely load combination is: 1.2D + 1.6L

Trusses

Trusses are structural members used to span long distances. Trusses are built up by members which are only in axial tension or axial compression. They can be analyzed by the method of joints as illustrated below. Consider the example truss with nodes labeled. To design, the axial force in each member must be determined. If we wanted to find the force in member BD, first like a typical beam, the reactions at A and B can be found by summing forces. Then take a free body diagram of only the joint at A. This is shown below. In summing vertical reactions and since the reaction at A was found, the force in AC can be determined. Then there are only 2 horizontal forces and the force in AB can be found: Then take a free body diagram of Joint B as shown below. Since there are only two horizontal forces, the axial force in member BD can then be determined: The remainder of the truss can be analyzed similarly. Zero force members: When determining how many 0-Force members a truss has, analyze each joint individually as a free body diagram and follow these guidelines: In a joint with 2 members and no external forces or supports, both members are 0-force In a joint with 2 members and external forces, If the force is parallel to one member and perpendicular to the other, then the member perpendicular to the force is a 0-force member. In a joint with 3 members and no external forces, if 2 members are parallel then the other is a 0-force member All other members are non-zero.

Bending Stress

Bending Stress Mc/I M = Applied Moment c = Distance from the Centroid of the Cross Section to the Desired Location of Stress I = Moment of Inertia of the Cross Section

Shear Stress

Shear stress at any point along a beam is the shear at that point over the area. t = V/A V = Shear at the point of interest A = Cross sectional area There is also horizontal shear stress due to bending Horizontal shear stress t = VQ/Ib V = Applied Shear Force (kips) Q = First Moment of the Desired Area = ay. a = Cross Sectional Area from Point of Desired Shear Stress to Extreme Fiber (in2) y = Distance from Centroid of Beam to Centroid of Area “a” (in) I = Moment of Inertia of Beam (in3) b = Width of Member (in)

Axial Stress

Axial Stress: P/A P = Applied Force A = Cross Sectional Area

Deflection

Deflection is the degree to which an element is displaced under load. Common equations for the maximum deflection of beams can be found in the Beam Chart

Beams

The chart below shows reactions, moments, and max deflections for common beam types: Shear and Moment Diagrams Shear and moment diagrams are a graphical representation of the forces applied along the length of a beam. The following rules are used to develop shear diagrams: -A concentrated force causes a jump In the shear diagram of equal magnitude -A distributed load causes a line in the diagram with slope equal to the distributed load -Forces up are positive and down is negative This is depicted graphically below: The following are rules for construction of a moment diagram: -The moment at any point on the graph is equal to the area under the shear diagram up to this point -An isolated moment causes a jump in the diagram of equal magnitude -The shear at any point in the beam is equal to the slope of the same point on the moment diagram -A distributed load will cause a parabolic moment diagram curve

Columns

Slabs

One way slabs: Slabs are structural elements whose length and widths are large compared to the thickness. Slabs are often used as floors or as foundation elements. Flexure: Slabs must be analyzed by simplified methods due to the indeterminacy of a full analysis. The most common of which is to analyze as a 1- foot wide strip and treat the span length as a beam. Transverse reinforcement is necessary to control temperature and shrinkage. Shear: Shear in slabs is also determined by taking one foot wide sections to analyze as a beam. However often shear will not control.

Footings

Retaining Walls

Retaining walls are built to facilitate an immediate change in elevation. Some uses are to support roadways or a need for a wide, level area to be formed from a sloping existing grade. Retaining walls are designed to resist lateral loads from active earth pressure (see geotechnical section for computation of these loads) and surcharge loads which is any additional load imposed on the soil above, which when close enough will cause an additional pressure on the load due to the distribution of this load through soil. The stem of retaining walls can be analyzed as a cantilever beam extending vertically from the footing. The footing is composed of the toe which is the portion on the side of the lower elevation of soil and the heel which is portion on the side of the higher elevation of soil. Retaining walls are analyzed on a per foot width: Moment at base of stem= Mstem=Rahya Rah = Horizontal Active Earth Pressure per ft Width ya = Eccentricity of Horizontal Active Earth Pressure For shear, the critical section is a distance, d, from the base of the stem where d is the distance from the main flexural reinforcement (Heel side) to the extreme compression face (Toe side): Vstem=Rah

Open Channel Flow

For open channel flow use the Chezy-Manning equation: Q = Flow Rate (cfs) n = Roughness Coefficient A = Area of Water R = Hydraulic Radius S = Slope (decimal form) The hydraulic radius is the area of water divided by the wetted perimeter which is the perimeter of the sides of the channel which are in contact with water.

Stormwater Collection

There are many components used in the collection of stormwater some examples include: Culverts: A pipe carrying water under or through a feature. Culverts often carry brooks or creeks under roadways. Culverts must be designed for large intensity storm events. Stormwater Inlets: Roadside storm drains which collect water from gutter flow or roadside swales. Gutter/Street flow: Flow which travels along the length of the street or gutter. Storm Sewer Pipes: Pipes installed under the road which carry the water from inlets to a suitable outlet. The principle of Conservation of Flow is often applicable when analyzing drainage. It states that the flow in must equal a flow out and therefore: Q1 + Q2 = Q3

Storm Characteristics

Storm characteristics include duration, total volume, and intensity. Duration: The length of time of a storm. Often measured in days and hours. Total Volume: The entire amount of precipitation throughout the duration of the storm in a defined area. Storm Intensity: Total volume of the storm divided by the duration of the storm event. Intensities can be averaged over the entire storm or at shorter intervals to provide instantaneous high intensity portions of the storm. Hyetographs are bar graphs used to measure instantaneous rainfall intensities over time. A design storm must be specified when performing any calculations. The design storm is defined by its recurrence interval which is the given amount of time it is likely to see a storm of a certain intensity. Design storms are often 10, 20, 50, or 100-year storms meaning a storm of a certain intensity would only occur once within the given duration. Hyetographs – Graphical representation of rainfall distribution over time. Hydrograph – Graphical representation of rate of flow vs time past a given point often in a river, channel or conduit. Parts of a Hydrograph are shown graphically:

Runoff Analysis

The rational method can be used to determine the flow rate from runoff of a drainage area. The equation is: Q = ACi Q = Flow Rate (cfs) A = Drainage Area (Acres) C = Runoff Coefficient i = Rainfall Intensity (in/hr) For total flow from multiple areas to a single outlet the conservation of flow principle is applied and the total is the sum of all flow into the outlet. Time of Concentration, tc: The time of travel for water to move from the hydraulically most remote point in a watershed to the outlet. The time of concentration is the sum of three components: tc=tsheet+tshallow+tchannel For approximately the first 300 ft, water moves as sheet flow:

NRCS/SCS Runoff Method

This is an alternative method for determining runoff: S = Storage Capacity of Soil (in.) CN = NRCS Curve Number Q = Runoff (in.) Pg = Gross Rain Fall (in.)

Detention and Retention Ponds

Detention and retention ponds are often used to collect water for flood control and stormwater runoff treatment. Detention Ponds: Also known as dry ponds. These are ponds which are often kept dry except during flood events. The pond will fill up during increased precipitation to control the flow intensity. This is common in dry, arid or urban areas to prevent excessive flooding. The ponds typically will be designed to hold water for about 24 hours. Detention ponds also controls the amount of sediment since it is captured in the pond and then typically becomes accessible after the pond has dried. Retention Ponds: Also called wet ponds since they contain a volume of water at all times. The elevation of the water will vary depending on precipitation but will always maintain a permanent amount of water based on low flow conditions. This allows sediment control since the deposits will settle to the bottom and allow for collection.

Pressure Conduits

The Darcy Equation is used for fully turbulent flow to find the head loss due to friction. The equation is: hf = Head Loss Due to Friction (ft) f = Darcy Friction Factor L = Length of Pipe (ft) v = Velocity of Flow (ft/sec) D = Diameter of Pipe (ft) g = Acceleration Due to Gravity, Use 32.2 ft/sec2 The Hazen-Williams equation is also used to determine head loss due to friction. Be aware of units as this equation may be presented in different forms. The most common is the following: hf = Head Loss due to Friction (ft) L = Length (ft) V = Velocity (gallons per minute) C = Roughness Coefficient d = Diameter (ft) In addition to these losses, there is also what is called minor losses of energy due to friction Minor Losses – Friction losses due to fittings in the line, changes in the dimensions of the pipe, or changes in direction Minor losses can be calculated as per the Method of Loss coefficients. Each change in the flow of pipe is assigned a loss coefficient, K Loss coefficients for fittings are most often determined and provided by the manufacturer Loss coefficients for sudden changes in area must be determined: For Sudden Expansions: For Sudden Contractions: D1=Smaller diamter pipe Loss coefficients are then multiplied by the kinetic energy to determine the loss.

Bernoulli Energy Equation

The Bernoulli equation for the conservation of energy states that the total energy is equal to the sum of the pressure + kinetic energy + potential energy and is conserved at any point in the system. Therefore: Epr = Pressure = p Ev = Kinetic Energy = v2/2g v = Velocity (ft/s) g = Acceleration Due to Gravity (32.2 ft/s2) Ep = Potential Energy = z = Height above point of interest to surface of water (ft)

Horizontal Curves

Vertical Curves

Traffic Volume

The following are traffic volume factors. It is important to note for how many lanes and directions the values represent: Average Daily Traffic, ADT: Average number of vehicles per day over a given time period. Average Annual Daily Traffic, AADT: Average number of vehicles per day over a year. Typically it is calculated by dividing the total volume of vehicles in a year by 365 days. Average Daily Truck Traffic, ADTT: Average number a trucks per day in a given time period. Design Hour Volume, DHV: The hour of volume used in design. K-factor, K: The ratio of the Design Hour Volume to the Average Annual Daily Traffic (DHV/AADT). Directional Factor, D: Percentage of volume for the dominant direction of traffic during peak flow. Directional Design Hour Volume, DDHV: The product of the Directional Factor and the Design Hour Volume. Rate of Flow, v: Equivalent hourly rate at which vehicles pass a given point during a given time interval. The time frame is often taken as 15 min. Design Capacity: Maximum volume a given roadway can handle. Ideal Capacity, c: Ideal amount of volume for a given roadway. For freeways this is often taken as 2400 passenger cars per hour per lane (pcphpl). Volume to capacity ratio: Volume over capacity, v/c Peak Hour Factor, PHF: Ratio of the peak hour volume to the peak rate of flow in that hour:

Vehicle Dynamics

The distance it takes a driver to stop after recognizing an obstruction is the sum of two components. The first is before breaking and the second is after breaking. This is represented in the following equation: The first component assumes the velocity is constant during the perception reaction time which is the time it takes the driver to recognize the obstruction and begin the breaking process. This is calculated by: vtp where v = Velocity (ft/s) tp = Perception Reaction Time (seconds) The stopping distance during the breaking process is the following: sb = v2mph/(30(f+G)) v = Velocity (miles per hour) f = Friction Factor with the Pavement G = slope (positive for uphill and negative for downhill) To convert the velocity from ft/s to mi/hour where applicable multiply by: (3600 s/hr)/(5280 ft/mi)

Soil Classification

Soil Properties

The strength of soil is often determined by the standard penetration test. This measures the resistance to penetration using a standard split spoon sampler which is hit by a 140 lb hammer dropped from 30” high. The number of blows required to drive the sampler 12” after an initial penetration of 6” is referred to as the N-Value. Permeability of a soil is a measure of continuous voids. The flow rate of water through soil depending on its permeability can be measured by Darcy’s Law:

Concrete Properties

Concrete consists of cement, coarse aggregate, fine aggregate, and water. Additionally concrete may contain admixtures to enhance a certain desirable aspect of the target product. Some properties of concrete include: Concrete Strength, f’c,: The design compressive strength of the concrete. In general this will range from 3000 to 6000 psi. However strengths can be much higher such as 20,000 psi with proper mixing and additives. sqrt = square root Modulus of Elasticity (Normal weight concrete), Ec = 57,000 sqrt(f'c) Modulus of Rupture or the tensile strength, fr = 7.5sqrt(f'c) While the tensile strength of concrete is ignored in flexure, this is often used in cracking analysis. Water to Cement ratio, w/c, is the amount of water to the amount of cement in a given mix. In general the w/c ratio is inversely proportional to the strength since the higher amount of cement, the stronger the mix. Cement Types: Type I – General use cement. When special properties are not desired Type I can be used. Type II – Used in areas where sulfate attack is a concern. This is often in areas exposed to groundwater such as drainage structures. Type II will cure at a slower rate and therefore produce less heat than other types and gain strength at a slower rate. Type III – High early strength concrete. As opposed to type II or IV, a large amount of heat is released quickly and therefore is not suitable for mass-type pours. Type III is used in concrete where rapid strength gain is desirable such as precast concrete. Type IV – Low heat of hydration. Gains strength slowly and generates a low amount of heat. Often used for mass-pours such as mat foundations or large retaining walls.

Structural Steel

Yield Strength, Fy: Stress at which the steel will yield and begin to cause permanent deformations. Ultimate Strength, Fu: Stress at which the steel will fracture or fail in brittle behavior. Modulus of Elasticity, Es = The tendency of a material to deform when subjected to forces. Also is the ratio of stress over strain. Often in structural steel it is assumed to be taken as 29,000 ksi Ductility: Measure of a materials ability to deform before failure. Ductility is the ratio of ultimate failure strain to yielding strain. Toughness: The ability to withstand high stresses without fracturing. Hardness: The ability of a material to resist surface deformation.

Material Test Methods and Spec Conformance

Concrete: Strength tests: Most often strength is determined by loading cylinders often 6” in diameter to failure and recording the results. Slump Test: Measure of the consistency and workability of a batch of concrete. A cone about 6” in diameter on the wide end and 12” tall is filled with concrete. The filled cone is placed on the ground and then removed to allow the concrete to naturally disperse. The remaining height and diameter of the concrete mix is measured and recorded. Steel: Tensile Test: Axially loading a steel member to recorded the strain in the member as the load increases. From this test the yield strength, ultimate strength, and stress strain curve can be determined. When the applied stress exceeds the yield strength, the member will undergo plastic deformation and the cross sectional area will reduce until the member fractures. This is known as necking. Fatigue Testing: Fatigue is damage caused by repeated cycles of loading. Even though the stress in fatigue is less than the yield strength of the member, the repetition over a long period of time can cause failure. A fatigue test measures the ability of a member to resist repeated cycles of stress at a given magnitude. Scratch Hardness Test: Also known as Mohs Test. Compares the hardness of a material to that of minerals. Minerals of known and increasing hardness are used to scratch the sample and results are observed. Charpy V-Notch Test: Measure of a member’s toughness. A member is given a 45 degree notch and a pendulum is used to hit the opposite side of the member. This is performed at different heights and magnitudes until the member fails.

Compaction

Compaction is the reduction of voids in a mass of soil. The more compacted a mass of soil is, the more stable and stronger it is to support a structure. Compaction is done by placing soil in layers called lifts and using equipment to mechanically apply weight and potentially vibration to the lifts. Some types of compaction equipment are Grid Rollers for rocky soil, sheep foot rollers for cohesive soils, or roller compactors with vibration capabilities for cohesion less soils. When soil is compacted, the volume decreases. This is referred to as shrinkage. To calculate the compacted volume of a soil mass from its volume in its natural state use the following equation:

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Excavation

The most common method for determining the volume of excavation for cut and fill is the average end area method: V = L(A1+A2)/2 L = Distance Between Area 1 and 2 (ft) A1 and A2 = Respective Cross-Sectional Areas (ft2)

Construction Site Layout

Construction sites are surveyed and markers are placed to indicate measurements and control points. These points are designated in the field by the use of stakes. These stakes can be called construction stakes, alignment stakes, offset stakes, grade stakes, or slope stakes depending on what they are meant to indicate. The accuracy of dimensions depends on the intent. Some accuracy requirements are shown below:

Soil Erosion and Sediment Control

During construction activities involving excavation, there can be a significant amount of soil erosion leading to a dispersion of sediment. This needs to be controlled to prevent a negative impact to the surrounding areas. There are a number of options for sediment control: Silt Fences: Fences consisting of a geotextile fabric and posts which allow the passing of runoff water but will catch the suspended sediment. They will be placed at the bottom of slopes and/or at the perimeter of the job sites at low points. Hay Bales: Placed at the toe of slopes to help control runoff. Bales should be embedded in the ground and anchored securely with wooden posts. Erosion Control Fabric: Geotextile fabric used for the control of erosion on steep slopes. Often these are used on piles of excavated material. Temporary Seeding and Mulch: This involves seeding and mulching slopes to create growth that can control erosion due to the roots holding together soil. This is often used as a permanent measure for cut slopes. Slope drain: A drain constructed to direct water to a specified area. The drain can be constructed with numerous materials such as plastic or metal pipes and concrete or asphalt. Drains must be properly anchored to resist forces from the flow of water. The outlet often is required to slow the flow of water by using energy dissipaters such as riprap. Sediment Structure: An energy dissipating structure often made of rocks used to slow the flow of water and catch sediment. Temporary Berm: A hill constructed of compacted soil to prevent runoff flowing in a specific direction. Berms are placed either at the top or bottom of slopes. Impact of Construction on Adjacent Facilities Construction can have a negative effect on surrounding properties and areas. These issues need to be anticipated and mitigated as possible. Some of the concerns include: Construction Noise: OHSA sets maximum decibel limits on daily sound exposure. In the United States, this is typically 90 dBA for the eight hour noise level. Runoff and Sediment: Construction sites, especially those involving excavation, can change the dynamics of runoff and drainage. See the section on Soil Erosion and Sediment Control for more details. View: Construction projects often change the landscape of the affected area. This may have an impact on the look and feel of an area. The needs of adjacent properties may need to be considered for these changes. Rights of Way: Often, land which is not owned by the owner of the project is necessary for the final or temporary conditions. In these cases land needs to be acquired temporarily or permanently to complete the work. The owner of the project and of the land must come to an agreement to allow use of the property. Economic or social impact: Construction during and after may impact the access or desirability of a business or residential area. Consideration should be taken to limit the impacts to businesses or residents. For example, a bridge detour may cut off access to a restaurant which collects patrons mostly from tourists passing the effected route. The owner would then be compensated for the loss of business.

Safety

Safety is extremely important for construction sites. The OSHA CFR 29 Part 1910 and Part 1926: Occupational Safety and Health provides requirements for all types of construction situations and is recommended to use for the exam. Some of the highlights which you should further familiarize yourself with include:

• Excavation Safety: Except for excavations in rock, anything deeper than 5 ft must be stabilized to prevent cave-in. This may be achieved by providing appropriate earth retention systems or sloping at appropriate rates. This is determined by the depth of excavation, soil type, and other requirements.

Quantity Take off Methods

Quantity take-off methods are a means for estimating the cost of each aspect of a project. A project consists of many activities and materials all of which are accounted for as items of a project. For example, a project may involve the construction of a retaining wall. There are many activities and materials associated to complete this. Some include excavation, formwork, concrete for the wall, reinforcing steel etc. When contract drawings and specifications are developed, all of these items must be identified. All items also must include a quantity associated it's them to indicate the amount or extent of work for the item. These quantities must be defined by a particular unit of measure which must be appropriate for the action or material. Taking excavation as an example of an item, there must be an amount of excavation associated with it. Since excavation involves removing a volume of material, the most appropriate unit is cubic yard or cubic feet. To estimate the cost of the project, each item has a price per unit associated with it. This price is determined by previous similar work and taking into account the specifics of the particular project. Below is an example of the breakdown of some items associated with an example retaining wall project:

Cost Estimating

Project Schedules

Project schedules must be set and maintained to ensure it remains on time and on budget. To determine a project schedule, all tasks must be identified and the length of time (durations) for each task must be estimated. These tasks can then be sequenced by determining what the appropriate order of tasks are. Some tasks must be completed before others can begin. These tasks are defined as predecessors. See the example chart below indicating identified tasks, durations, and predecessors: This information can then be visualized by producing and activity diagram. First begin by drawing tasks. Start with A: Then determine which tasks have A as a predecessor. Draw these tasks as well with arrows indicating these tasks are connected: Continue in the same manor with each task. The final chart is as follows: Then you can determine the critical path of the project. The critical path is defined as the sequence of tasks which would yield the shortest amount of time to complete the project. If the duration of any task on the critical path is changed, the duration of the entire project will change. In the example above you can determine the critical path by identifying all paths and the critical one is the longest sum of duration. Therefore the possible paths are A-B-D, A-B-E, and A-C-E which have total durations of 6, 7, and 6. Therefore the critical path is A-B-E. A change in duration of non-critical tasks will only change the project duration if the change creates a longer path than the existing critical one.

Activity Identification and Sequencing

The appropriate steps in the proper sequence need to be identified to complete a project. This involves understanding all the tasks involved in a specific project type and providing a timeline of events to properly facilitate the successful completion of the project. There are many types of projects and the specifics can vary. For the purposes of the PE Exam, it is important to have a general knowledge of common construction tasks and sequences. Below are some examples of design and construction tasks divided by when they occur in certain project phases: Pre-Design/Design/Project Award - Owner initiates project - Owner hires Architect/Engineer or uses In-House Architect/Engineer - Contract documents and specifications are developed - Contractors bid on the project - Project is awarded Pre-Construction - Contractor submittals are reviewed and approved - Sub-Contractors hired - Site survey, staking, and layout - Procurement of materials Construction - Traffic Control, water handling, etc. installed if necessary - Crane set up and positioning - Temporary earth retaining systems installed if necessary - Excavation - Formwork or Erection - Testing of materials - Installation of rebar - Pouring of concrete - Concrete curing - Backfill Post-Construction - Semi Final/Final Inspections - Open road to traffic - Punch-Lists - As-Built drawings

Construction Loads

Construction loads are temporary loads, occurring within the duration of a project, imposed on a structure which may be partially or fully complete. This may include materials, personnel, equipment, or temporary structures. The concern for construction loads is to understand the different types of stresses they may impose on members as opposed to the final in-place condition of those members and ensure they are designed to handle these forces. Materials: Storage of materials is an often overlooked aspect of a project. Rebar, excavated materials, or other building materials need to be stored in an accessible location and will often impose a large additional dead load on the structure. Temporary Structures: Temporary structures may often be needed to either provide additional support to unstable members or access for personnel to continue the erection process. Temporary structures may also be for the housing of materials or personnel. Equipment: Equipment is often needed for various construction activities such as welding or painting procedures. The weight and distribution of these loads should be accounted for. Cranes: Cranes can also be considered equipment however special attention should be given to the sequencing of erection based on the cranes reach. Members in Temporary Conditions: Along with additional dead load, construction can introduce stresses into members for which they are not designed. Some examples include the erection of a precast member such as a wall panel which may be designed for compression but will see some flexure about its weak axis while it is being picked and placed. Also, the first steel girder in a bridge before it is connected to the others through diaphragms will be unstable and must be temporarily supported. In these conditions, design measures need to be taken even though they are not required for the final condition.

Construction Methods

Steel: Strong and durable material. Steel has the capabilities to be used for long span bridges and high rise buildings. Steel members are manufactured using either the hot-rolled or cold-formed methods. Steel members are provided in predetermined shapes. Some examples include W-, S-, C, and HSS-shapes. Steel is connected and constructed by the use of bolted or welded connections. The advantages of steel are again the ability to span long distances and the weight of the members compared to the strength is relatively low. Some disadvantages include the high cost, lack of ability to form unique shapes, and tendency of the material to corrode. When steel is exposed to salts, a chemical reaction occurs causing the steel to rust and even loose section properties. To counteract corrosion some preventive measures are paint systems, coating systems such as galvanizing, or weathering steel. Reinforced Concrete: Concrete is strong in compression but weak in tension. However it has the ability to bond to reinforcing steel to appropriately resist tension. Reinforced concrete is used in buildings and shorter span bridges or certain components of bridges. Some common applications are foundation elements, bridge decks and parapets, or retaining walls. The advantage of concrete is it can be formed to any shape or aesthetic look with proper formwork and is strong in compression. The disadvantages however are that concrete has a high self-weight, will likely crack, and has a limited span length. The reinforcing in concrete can also corrode and cause pop-outs or spalls. Precast/Prestressed/Post-Tensioned Concrete: Precast concrete is concrete which is cast somewhere other than its final location, either at a plant or another area on the construction site, and is then stripped from its forming, transported to the site, and erected. Prestressed concrete is precast concrete which has been pre-compressed using steel strands with high elasticity. The strands are tensioned to a design force before the concrete is cast. Then the concrete mix is placed and cured. The strands are then cut at the ends. Since the strands have a high elasticity, they will try to return to their original state. However since the stands are now bonded to the concrete, there is a compressive force transferred to the concrete. This force will oppose the stresses caused by bending. Post-Tensioned concrete uses the same concept as prestressed concrete. However, the concrete member is cast first and the strands are tensioned through the member using plastic tubes embedded along the length of the member. The tube is then grouted and the strands are cut to transfer the force. Precast Concrete will have the lowest tensile capacity and therefore is used for the lowest spans. Precast is often used for compression members or bridge deck units. Prestressed Concrete is be able to span larger distances and is used for floor members. It is common in parking garages as double-tee shapes for floor members or for long span bridges with common shapes such as prestressed bulb tees. Post tensioned concrete is not as common and is used for much larger spans. Precast concrete advantages are the quality of concrete is often better under plant controlled conditions and the construction is much quicker. The disadvantages are there is a higher cost than reinforced concrete due to shipping and erection expenses and the tendons also are susceptible to corrosion. Wood: Relatively low strength material. Wood is often used in residential applications or for very small span bridges. Wood is extremely cheap and lightweight for erection. In addition to the low strength, wood also will deteriorate due to rot and is highly sensitive to fire damage. Masonry: Can be reinforced or unreinforced. Masonry is also strong in compression but weak in tension. Only used in small retaining wall applications and some older bridges still are composed of masonry components.

Temporary Structures

Structures which are built for a specific purpose, often to facilitate an aspect of a construction project, and are removed before the conclusion of the project are temporary structures. Some examples include: - Temporary Buildings: May be used for storage or offices during construction. - Scaffolding: Temporary elevated platforms which provide access to perform certain tasks. - Temporary Supports and Shoring: Often forces are introduced during construction which are not the same as the final in-place conditions. In these situations temporary supports are needed to keep structural members stable until the construction can be complete. - Temporary earth retaining systems: When excavation is needed, there is often not enough room to safely dig to the required depths. There may be a need to support traffic or adjacent facilities during the excavation. In these cases temporary earth retaining is required. Some examples include sheet piles, concrete blocks, or trench boxes. - Formwork: Concrete formwork is used to place concrete to the desired shape and will remain in place until the mix has cured to the desired strength. -Cofferdams: A wall constructed to prevent the flow of water to a specific area. Can be made of sandbags, sheet piling, or other materials.

Lateral Earth Pressure

Soil Consolidation

Settlement is when the soil supporting the foundation consolidates which causes a decrease in volume and a drop in elevation. This causes the foundation to no longer be fully supported and will introduce additional stress. There are three phases of settlement: 1. Immediate Settling or Elastic Settling: This settlement occurs immediately after the structure is built. The load from the structure causes instant consolidation of the soil. This is the main component of settlement in sandy soil conditions. 2. Primary Consolidation: A more gradual consolidation which is due to water leaving the voids over time. This is mostly a factor only in clayey soils. 3. Secondary Consolidation: Also occurs at a very gradual rate. This is due to the shifting and readjustment of soil grains. Most often this is the lowest magnitude of consolidation phases.

Effective Stress

Bearing Capacity

For shallow foundations, the soil below must be suitable to support the load transferred through the footing. Different types of soils have different bearing capacities. Sand is often a good foundation material. Sand undergoes some small immediate settlement and then stabilizes since it drains quickly. Clay generally is poor in bearing capacity. Clays do not drain quickly and will retain water for longer periods of time leading to long-term settlements. Most soils in reality are some combination of sands, clays, and silts which will behave somewhere in-between sand and clay. Exceeding the allowable bearing capacity of a soil will cause shear failure or excessive settlements. Bearing capacity is determined using the Terzaghi-Meyerhof equation:

Slope Stability

Dead and Live Load

Dead Loads: Loads which are permanent in the final condition of the structure. Examples include self weight and additional permanent loads (such as pavement). Dead load factors are often lower than other types of loads. This is due to the higher level of reliability being able to predict the magnitude and character of these loads. Live Loads: Loads which will or may change over time. In general live loads represent pedestrian or vehicle loads. The load factor for live loads is often much higher due to the unpredictability. In LRFD different types of loads are factored to represent a safety factor based on the reliability of our ability to accurately predict certain loading conditions. If only Dead and Live loads are present, the likely load combination is: 1.2D + 1.6L

Trusses

Trusses are structural members used to span long distances. Trusses are built up by members which are only in axial tension or axial compression. They can be analyzed by the method of joints as illustrated below. Consider the example truss with nodes labeled. To design, the axial force in each member must be determined. If we wanted to find the force in member BD, first like a typical beam, the reactions at A and B can be found by summing forces. Then take a free body diagram of only the joint at A. This is shown below. In summing vertical reactions and since the reaction at A was found, the force in AC can be determined. Then there are only 2 horizontal forces and the force in AB can be found: Then take a free body diagram of Joint B as shown below. Since there are only two horizontal forces, the axial force in member BD can then be determined: The remainder of the truss can be analyzed similarly. Zero force members: When determining how many 0-Force members a truss has, analyze each joint individually as a free body diagram and follow these guidelines: In a joint with 2 members and no external forces or supports, both members are 0-force In a joint with 2 members and external forces, If the force is parallel to one member and perpendicular to the other, then the member perpendicular to the force is a 0-force member. In a joint with 3 members and no external forces, if 2 members are parallel then the other is a 0-force member All other members are non-zero.

Bending Stress

Bending Stress Mc/I M = Applied Moment c = Distance from the Centroid of the Cross Section to the Desired Location of Stress I = Moment of Inertia of the Cross Section

Shear Stress

Shear stress at any point along a beam is the shear at that point over the area. t = V/A V = Shear at the point of interest A = Cross sectional area There is also horizontal shear stress due to bending Horizontal shear stress t = VQ/Ib V = Applied Shear Force (kips) Q = First Moment of the Desired Area = ay. a = Cross Sectional Area from Point of Desired Shear Stress to Extreme Fiber (in2) y = Distance from Centroid of Beam to Centroid of Area “a” (in) I = Moment of Inertia of Beam (in3) b = Width of Member (in)

Axial Stress

Axial Stress: P/A P = Applied Force A = Cross Sectional Area

Deflection

Deflection is the degree to which an element is displaced under load. Common equations for the maximum deflection of beams can be found in the Beam Chart

Beams

The chart below shows reactions, moments, and max deflections for common beam types: Shear and Moment Diagrams Shear and moment diagrams are a graphical representation of the forces applied along the length of a beam. The following rules are used to develop shear diagrams: -A concentrated force causes a jump In the shear diagram of equal magnitude -A distributed load causes a line in the diagram with slope equal to the distributed load -Forces up are positive and down is negative This is depicted graphically below: The following are rules for construction of a moment diagram: -The moment at any point on the graph is equal to the area under the shear diagram up to this point -An isolated moment causes a jump in the diagram of equal magnitude -The shear at any point in the beam is equal to the slope of the same point on the moment diagram -A distributed load will cause a parabolic moment diagram curve

Columns

Slabs

One way slabs: Slabs are structural elements whose length and widths are large compared to the thickness. Slabs are often used as floors or as foundation elements. Flexure: Slabs must be analyzed by simplified methods due to the indeterminacy of a full analysis. The most common of which is to analyze as a 1- foot wide strip and treat the span length as a beam. Transverse reinforcement is necessary to control temperature and shrinkage. Shear: Shear in slabs is also determined by taking one foot wide sections to analyze as a beam. However often shear will not control.

Footings

Retaining Walls

Retaining walls are built to facilitate an immediate change in elevation. Some uses are to support roadways or a need for a wide, level area to be formed from a sloping existing grade. Retaining walls are designed to resist lateral loads from active earth pressure (see geotechnical section for computation of these loads) and surcharge loads which is any additional load imposed on the soil above, which when close enough will cause an additional pressure on the load due to the distribution of this load through soil. The stem of retaining walls can be analyzed as a cantilever beam extending vertically from the footing. The footing is composed of the toe which is the portion on the side of the lower elevation of soil and the heel which is portion on the side of the higher elevation of soil. Retaining walls are analyzed on a per foot width: Moment at base of stem= Mstem=Rahya Rah = Horizontal Active Earth Pressure per ft Width ya = Eccentricity of Horizontal Active Earth Pressure For shear, the critical section is a distance, d, from the base of the stem where d is the distance from the main flexural reinforcement (Heel side) to the extreme compression face (Toe side): Vstem=Rah

Open Channel Flow

For open channel flow use the Chezy-Manning equation: Q = Flow Rate (cfs) n = Roughness Coefficient A = Area of Water R = Hydraulic Radius S = Slope (decimal form) The hydraulic radius is the area of water divided by the wetted perimeter which is the perimeter of the sides of the channel which are in contact with water.

Stormwater Collection

There are many components used in the collection of stormwater some examples include: Culverts: A pipe carrying water under or through a feature. Culverts often carry brooks or creeks under roadways. Culverts must be designed for large intensity storm events. Stormwater Inlets: Roadside storm drains which collect water from gutter flow or roadside swales. Gutter/Street flow: Flow which travels along the length of the street or gutter. Storm Sewer Pipes: Pipes installed under the road which carry the water from inlets to a suitable outlet. The principle of Conservation of Flow is often applicable when analyzing drainage. It states that the flow in must equal a flow out and therefore: Q1 + Q2 = Q3

Storm Characteristics

Storm characteristics include duration, total volume, and intensity. Duration: The length of time of a storm. Often measured in days and hours. Total Volume: The entire amount of precipitation throughout the duration of the storm in a defined area. Storm Intensity: Total volume of the storm divided by the duration of the storm event. Intensities can be averaged over the entire storm or at shorter intervals to provide instantaneous high intensity portions of the storm. Hyetographs are bar graphs used to measure instantaneous rainfall intensities over time. A design storm must be specified when performing any calculations. The design storm is defined by its recurrence interval which is the given amount of time it is likely to see a storm of a certain intensity. Design storms are often 10, 20, 50, or 100-year storms meaning a storm of a certain intensity would only occur once within the given duration. Hyetographs – Graphical representation of rainfall distribution over time. Hydrograph – Graphical representation of rate of flow vs time past a given point often in a river, channel or conduit. Parts of a Hydrograph are shown graphically:

Runoff Analysis

The rational method can be used to determine the flow rate from runoff of a drainage area. The equation is: Q = ACi Q = Flow Rate (cfs) A = Drainage Area (Acres) C = Runoff Coefficient i = Rainfall Intensity (in/hr) For total flow from multiple areas to a single outlet the conservation of flow principle is applied and the total is the sum of all flow into the outlet. Time of Concentration, tc: The time of travel for water to move from the hydraulically most remote point in a watershed to the outlet. The time of concentration is the sum of three components: tc=tsheet+tshallow+tchannel For approximately the first 300 ft, water moves as sheet flow:

NRCS/SCS Runoff Method

This is an alternative method for determining runoff: S = Storage Capacity of Soil (in.) CN = NRCS Curve Number Q = Runoff (in.) Pg = Gross Rain Fall (in.)

Detention and Retention Ponds

Detention and retention ponds are often used to collect water for flood control and stormwater runoff treatment. Detention Ponds: Also known as dry ponds. These are ponds which are often kept dry except during flood events. The pond will fill up during increased precipitation to control the flow intensity. This is common in dry, arid or urban areas to prevent excessive flooding. The ponds typically will be designed to hold water for about 24 hours. Detention ponds also controls the amount of sediment since it is captured in the pond and then typically becomes accessible after the pond has dried. Retention Ponds: Also called wet ponds since they contain a volume of water at all times. The elevation of the water will vary depending on precipitation but will always maintain a permanent amount of water based on low flow conditions. This allows sediment control since the deposits will settle to the bottom and allow for collection.

Pressure Conduits

The Darcy Equation is used for fully turbulent flow to find the head loss due to friction. The equation is: hf = Head Loss Due to Friction (ft) f = Darcy Friction Factor L = Length of Pipe (ft) v = Velocity of Flow (ft/sec) D = Diameter of Pipe (ft) g = Acceleration Due to Gravity, Use 32.2 ft/sec2 The Hazen-Williams equation is also used to determine head loss due to friction. Be aware of units as this equation may be presented in different forms. The most common is the following: hf = Head Loss due to Friction (ft) L = Length (ft) V = Velocity (gallons per minute) C = Roughness Coefficient d = Diameter (ft) In addition to these losses, there is also what is called minor losses of energy due to friction Minor Losses – Friction losses due to fittings in the line, changes in the dimensions of the pipe, or changes in direction Minor losses can be calculated as per the Method of Loss coefficients. Each change in the flow of pipe is assigned a loss coefficient, K Loss coefficients for fittings are most often determined and provided by the manufacturer Loss coefficients for sudden changes in area must be determined: For Sudden Expansions: For Sudden Contractions: D1=Smaller diamter pipe Loss coefficients are then multiplied by the kinetic energy to determine the loss.

Bernoulli Energy Equation

The Bernoulli equation for the conservation of energy states that the total energy is equal to the sum of the pressure + kinetic energy + potential energy and is conserved at any point in the system. Therefore: Epr = Pressure = p Ev = Kinetic Energy = v2/2g v = Velocity (ft/s) g = Acceleration Due to Gravity (32.2 ft/s2) Ep = Potential Energy = z = Height above point of interest to surface of water (ft)

Horizontal Curves

Vertical Curves

Traffic Volume

The following are traffic volume factors. It is important to note for how many lanes and directions the values represent: Average Daily Traffic, ADT: Average number of vehicles per day over a given time period. Average Annual Daily Traffic, AADT: Average number of vehicles per day over a year. Typically it is calculated by dividing the total volume of vehicles in a year by 365 days. Average Daily Truck Traffic, ADTT: Average number a trucks per day in a given time period. Design Hour Volume, DHV: The hour of volume used in design. K-factor, K: The ratio of the Design Hour Volume to the Average Annual Daily Traffic (DHV/AADT). Directional Factor, D: Percentage of volume for the dominant direction of traffic during peak flow. Directional Design Hour Volume, DDHV: The product of the Directional Factor and the Design Hour Volume. Rate of Flow, v: Equivalent hourly rate at which vehicles pass a given point during a given time interval. The time frame is often taken as 15 min. Design Capacity: Maximum volume a given roadway can handle. Ideal Capacity, c: Ideal amount of volume for a given roadway. For freeways this is often taken as 2400 passenger cars per hour per lane (pcphpl). Volume to capacity ratio: Volume over capacity, v/c Peak Hour Factor, PHF: Ratio of the peak hour volume to the peak rate of flow in that hour:

Vehicle Dynamics

The distance it takes a driver to stop after recognizing an obstruction is the sum of two components. The first is before breaking and the second is after breaking. This is represented in the following equation: The first component assumes the velocity is constant during the perception reaction time which is the time it takes the driver to recognize the obstruction and begin the breaking process. This is calculated by: vtp where v = Velocity (ft/s) tp = Perception Reaction Time (seconds) The stopping distance during the breaking process is the following: sb = v2mph/(30(f+G)) v = Velocity (miles per hour) f = Friction Factor with the Pavement G = slope (positive for uphill and negative for downhill) To convert the velocity from ft/s to mi/hour where applicable multiply by: (3600 s/hr)/(5280 ft/mi)

Soil Classification

Soil Properties

The strength of soil is often determined by the standard penetration test. This measures the resistance to penetration using a standard split spoon sampler which is hit by a 140 lb hammer dropped from 30” high. The number of blows required to drive the sampler 12” after an initial penetration of 6” is referred to as the N-Value. Permeability of a soil is a measure of continuous voids. The flow rate of water through soil depending on its permeability can be measured by Darcy’s Law:

Concrete Properties

Concrete consists of cement, coarse aggregate, fine aggregate, and water. Additionally concrete may contain admixtures to enhance a certain desirable aspect of the target product. Some properties of concrete include: Concrete Strength, f’c,: The design compressive strength of the concrete. In general this will range from 3000 to 6000 psi. However strengths can be much higher such as 20,000 psi with proper mixing and additives. sqrt = square root Modulus of Elasticity (Normal weight concrete), Ec = 57,000 sqrt(f'c) Modulus of Rupture or the tensile strength, fr = 7.5sqrt(f'c) While the tensile strength of concrete is ignored in flexure, this is often used in cracking analysis. Water to Cement ratio, w/c, is the amount of water to the amount of cement in a given mix. In general the w/c ratio is inversely proportional to the strength since the higher amount of cement, the stronger the mix. Cement Types: Type I – General use cement. When special properties are not desired Type I can be used. Type II – Used in areas where sulfate attack is a concern. This is often in areas exposed to groundwater such as drainage structures. Type II will cure at a slower rate and therefore produce less heat than other types and gain strength at a slower rate. Type III – High early strength concrete. As opposed to type II or IV, a large amount of heat is released quickly and therefore is not suitable for mass-type pours. Type III is used in concrete where rapid strength gain is desirable such as precast concrete. Type IV – Low heat of hydration. Gains strength slowly and generates a low amount of heat. Often used for mass-pours such as mat foundations or large retaining walls.

Structural Steel

Yield Strength, Fy: Stress at which the steel will yield and begin to cause permanent deformations. Ultimate Strength, Fu: Stress at which the steel will fracture or fail in brittle behavior. Modulus of Elasticity, Es = The tendency of a material to deform when subjected to forces. Also is the ratio of stress over strain. Often in structural steel it is assumed to be taken as 29,000 ksi Ductility: Measure of a materials ability to deform before failure. Ductility is the ratio of ultimate failure strain to yielding strain. Toughness: The ability to withstand high stresses without fracturing. Hardness: The ability of a material to resist surface deformation.

Material Test Methods and Spec Conformance

Concrete: Strength tests: Most often strength is determined by loading cylinders often 6” in diameter to failure and recording the results. Slump Test: Measure of the consistency and workability of a batch of concrete. A cone about 6” in diameter on the wide end and 12” tall is filled with concrete. The filled cone is placed on the ground and then removed to allow the concrete to naturally disperse. The remaining height and diameter of the concrete mix is measured and recorded. Steel: Tensile Test: Axially loading a steel member to recorded the strain in the member as the load increases. From this test the yield strength, ultimate strength, and stress strain curve can be determined. When the applied stress exceeds the yield strength, the member will undergo plastic deformation and the cross sectional area will reduce until the member fractures. This is known as necking. Fatigue Testing: Fatigue is damage caused by repeated cycles of loading. Even though the stress in fatigue is less than the yield strength of the member, the repetition over a long period of time can cause failure. A fatigue test measures the ability of a member to resist repeated cycles of stress at a given magnitude. Scratch Hardness Test: Also known as Mohs Test. Compares the hardness of a material to that of minerals. Minerals of known and increasing hardness are used to scratch the sample and results are observed. Charpy V-Notch Test: Measure of a member’s toughness. A member is given a 45 degree notch and a pendulum is used to hit the opposite side of the member. This is performed at different heights and magnitudes until the member fails.

Compaction

Compaction is the reduction of voids in a mass of soil. The more compacted a mass of soil is, the more stable and stronger it is to support a structure. Compaction is done by placing soil in layers called lifts and using equipment to mechanically apply weight and potentially vibration to the lifts. Some types of compaction equipment are Grid Rollers for rocky soil, sheep foot rollers for cohesive soils, or roller compactors with vibration capabilities for cohesion less soils. When soil is compacted, the volume decreases. This is referred to as shrinkage. To calculate the compacted volume of a soil mass from its volume in its natural state use the following equation:

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Excavation

The most common method for determining the volume of excavation for cut and fill is the average end area method: V = L(A1+A2)/2 L = Distance Between Area 1 and 2 (ft) A1 and A2 = Respective Cross-Sectional Areas (ft2)

Construction Site Layout

Construction sites are surveyed and markers are placed to indicate measurements and control points. These points are designated in the field by the use of stakes. These stakes can be called construction stakes, alignment stakes, offset stakes, grade stakes, or slope stakes depending on what they are meant to indicate. The accuracy of dimensions depends on the intent. Some accuracy requirements are shown below:

Soil Erosion and Sediment Control

During construction activities involving excavation, there can be a significant amount of soil erosion leading to a dispersion of sediment. This needs to be controlled to prevent a negative impact to the surrounding areas. There are a number of options for sediment control: Silt Fences: Fences consisting of a geotextile fabric and posts which allow the passing of runoff water but will catch the suspended sediment. They will be placed at the bottom of slopes and/or at the perimeter of the job sites at low points. Hay Bales: Placed at the toe of slopes to help control runoff. Bales should be embedded in the ground and anchored securely with wooden posts. Erosion Control Fabric: Geotextile fabric used for the control of erosion on steep slopes. Often these are used on piles of excavated material. Temporary Seeding and Mulch: This involves seeding and mulching slopes to create growth that can control erosion due to the roots holding together soil. This is often used as a permanent measure for cut slopes. Slope drain: A drain constructed to direct water to a specified area. The drain can be constructed with numerous materials such as plastic or metal pipes and concrete or asphalt. Drains must be properly anchored to resist forces from the flow of water. The outlet often is required to slow the flow of water by using energy dissipaters such as riprap. Sediment Structure: An energy dissipating structure often made of rocks used to slow the flow of water and catch sediment. Temporary Berm: A hill constructed of compacted soil to prevent runoff flowing in a specific direction. Berms are placed either at the top or bottom of slopes. Impact of Construction on Adjacent Facilities Construction can have a negative effect on surrounding properties and areas. These issues need to be anticipated and mitigated as possible. Some of the concerns include: Construction Noise: OHSA sets maximum decibel limits on daily sound exposure. In the United States, this is typically 90 dBA for the eight hour noise level. Runoff and Sediment: Construction sites, especially those involving excavation, can change the dynamics of runoff and drainage. See the section on Soil Erosion and Sediment Control for more details. View: Construction projects often change the landscape of the affected area. This may have an impact on the look and feel of an area. The needs of adjacent properties may need to be considered for these changes. Rights of Way: Often, land which is not owned by the owner of the project is necessary for the final or temporary conditions. In these cases land needs to be acquired temporarily or permanently to complete the work. The owner of the project and of the land must come to an agreement to allow use of the property. Economic or social impact: Construction during and after may impact the access or desirability of a business or residential area. Consideration should be taken to limit the impacts to businesses or residents. For example, a bridge detour may cut off access to a restaurant which collects patrons mostly from tourists passing the effected route. The owner would then be compensated for the loss of business.

Safety

Safety is extremely important for construction sites. The OSHA CFR 29 Part 1910 and Part 1926: Occupational Safety and Health provides requirements for all types of construction situations and is recommended to use for the exam. Some of the highlights which you should further familiarize yourself with include:

• Excavation Safety: Except for excavations in rock, anything deeper than 5 ft must be stabilized to prevent cave-in. This may be achieved by providing appropriate earth retention systems or sloping at appropriate rates. This is determined by the depth of excavation, soil type, and other requirements.

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Mass Balance

Mass balance refers to the conservation of mass as it enters and exits a system. This concept is essential to the Water Resources and Environmental exam as it is a common method in solving for unknowns in many types of problems. This principle simply put is that mass is always conserved in fluid systems regardless of the properties of that system. Therefore what enters the system must also exit the system. The equation can be represented as mass: M1 = M2 M1 = Mass entering the system M2 = Mass exiting the system The equation can also be represented by equating flow rates. In this case the equation is commonly known as the continuity equation: Q1 = Q2 Q1 = Flow rate into system Q2 = Flow rate out of a system Given that the flow rate is equal to the area multiplied by the velocity, the equation can be used to equate these variables as well: A1V1 = A2V2

Hydraulic Loading

Hydraulic loading refers to the flows in MGD (Million Gallons per Day) or cu. Ft./day to a treatment plant or treatment process. The equation is as follows: HLR=QA HLR = Hydraulic loading rate Q = Flow rate A = Surface area of the wet basin Detention time is the amount of time it takes a given volume of wastewater to pass through the clarifier: td=VQ V = Volume of clarifier

Solids Loading

Solids loading similarly to hydraulic loading is the amount of suspended solids in a substance as it flows to the treatment facility. Solids loading is expressed as the following:

Hydraulic Flow Measurement

Many flow devices are available to measure either the flow rate or velocity of a given system. These methods are often used in conjunction with the laws of energy and mass conservation to be able to analyze a system. Here are a few of the more prevalent ones for the purposes of the PE exam: Pitot Static Tubes g = Force effect due to gravity (32.2 ft/s2) h = Difference in elevations of the fluid columns (ft) ρ = Density of water (62.4 lb/ft3) ρm = Density of manometer fluid (lb/ft3) v = Velocity (ft/s) 2. Orifice or Venturi Meter Cf = Flow coefficient Ao = Orifice area A1 = Pipe area p = Pressure ρ = Density g = Force due to gravity Cd = Discharge coefficient Cc = Coefficient of contraction Fva =Velocity of approach factor

Bernoulli Continuity Equation

The Bernoulli equation for the conservation of energy states that the total energy is equal to the sum of the pressure + kinetic energy + potential energy of a system and is conserved at any point in the system. Therefore:

Pressure Conduit

Pressure conduits refer to closed cross sections that are not open to the atmosphere such as pipes: The Darcy Equation is used for fully turbulent flow to find the head loss due to friction. The equation is: hf = Head Loss due to friction (ft) f = Darcy friction factor L = Length of pipe (ft) v = Velocity of flow (ft/sec) D = Diameter of pipe (ft) g = Acceleration due to gravity, (Use 32.2 ft/sec2) The Hazen-Williams equation is also used to determine head loss due to friction. Be aware of units as this equation may be presented in different forms. The most common is the following: hf = Head Loss due to F\friction (ft) L = Length (ft) V = Velocity (gallons per minute) C = Roughness coefficient d = Diameter (ft) In addition to these losses, there is also what is called minor losses of energy due to friction Minor Losses – Friction losses due to geometric changes such as fittings in the line, changes in the dimensions of the pipe, or changes in direction: Minor losses can be calculated as per the Method of Loss coefficients. Each change in the flow of a pipe is assigned a loss coefficient, K Loss coefficients for fittings are most often determined and provided by the manufacturer Loss coefficients for sudden changes in area can be determined: For Sudden Expansions: For Sudden Contractions: D1=Smaller diamter pipe D2=Larger diamter pipe Loss coefficients are then multiplied by the kinetic energy to determine the loss:

Pump Application and Analysis

A pump is a machine which adds energy to the flow of water or other fluids. A pump is often used to oppose the effects of gravity to transport a fluid to a position up grade. The head added by a pump can be determined from the following equation as a function of the total energy:

Pipe Network Analysis

A system of pipes can be arranged in different configurations to be able to appropriately transport water. There are a few types of common arrangements that can be used. Each has certain principles to follow when determining the flow through the system. It is important to remember the conservation of mass or flow principle when analyzing these systems: Series Pipe System: Pipes of different areas connected along the same line. In a series pipe, the total friction loss is the sum of the loss in all the individual pipes. Therefore, in a pipe such as the one shown above the total head loss can be determined as follows: Parallel Pipe Systems: As the name suggests, this is a pipe system with flow separating into parallel pipes. There are three concepts which are important to keep in mind during the analysis of parallel pipes:

1. The head loss in parallel pipes is equal
2. The head loss between the inlet and outlet is equal to that of each pipe individually
3. The flow rate at the outlet is equal to the sum of the flow rates from the parallel pipes

Pipe Networks: These are more complicated systems of pipes which have flow breaking off in multiple directions. Often pipe networks are very complicated and left to iterative analysis on computers. It is important to note the two concepts which govern the analysis however:

1. The flow entering the system is equal to the flow leaving the system (conservation of flow)
2. The sum of head losses in any closed loop is equal to zero

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Open Channel Flow

For open channel flow use the Chezy-Manning equation: Q = (1.49/n)AR2/3S1/2 Q = Flow Rate (cfs) n = Roughness Coefficient A = Area of Water (ft2) R = Hydraulic Radius (ft) S = Slope (decimal form) The hydraulic radius is the area of water divided by the wetted perimeter which is the perimeter of the sides of the channel which are in contact with water.

Hydraulic Energy Dissipation

A weir is a low dam used to control the flow of water. Weirs have shaped outlets notched into the top of the dam to allow water to flow out. The most common shapes are triangular and trapezoidal: Triangular Weir H = Height of water (ft) θ = Weir angle Trapezoidal Weir Often, the weir can be approximated by taking Cd, the discharge coefficient = 0.63 and the equation is simplified as: b = Width of base (ft) Broad Crested Weirs (Spillways) Spillways are used to control the flow of excess water from a dam structure. Essentially they are large weirs and therefore can be called broad crested weirs. The calculation of discharge for spillways is taken as: However, often in a dam situation the approach velocity can be taken as zero since it is so small and the equation becomes: Cs = Spillway coefficient

Stormwater Collection and Drainage

There are many components used in the collection of stormwater. Some examples include: Culverts: A pipe carrying water under or through a feature. Culverts often carry brooks or creeks under roadways. Culverts must be designed for large intensity storm events. Stormwater Inlets: Roadside storm drains which collect water from gutter flow or roadside swales. Gutter/Street flow: Flow which travels along the length of the street. Gutter flow can be approximated often by an adaptation of the Manning Equation: K = Gutter flow constant = 0.56 ft3/(s*ft) z = Inverse of the cross slope of the gutter (Decimal) n = Roughness coefficient s = Slope of the gutter (Decimal) y = water depth at the curb (ft) Storm Sewer Pipes: Pipes installed under the road which carry the water from inlets to a suitable outlet.

Sub- and Supercritical Flow

Sub and super critical flows are relative to the critical flow depth. This depth is defined as that which minimizes the energy of the flow of water for a given channel cross section and slope. The critical flow depth is important because since the energy is minimized the flow rate is maximized. So when the flow depth is greater than the critical depth, the flow is subcritical and the velocity is less than the critical velocity. When the depth is less than the critical depth, the flow is supercritical and the velocity is faster than the critical. For a rectangular channel, the following equations can be used to determine the critical depth and critical velocity: dc = Critical depth of flow (ft) Q = Flow rate (ft3/s) w = Width (ft) The Froude number is used to qualify a flow channel and can be used to determine if it is sub or supercritical. The number is dimensionless: v = Velocity (ft/s) L = Characteristic length and is determined based on the channel geometry. For a rectangular section L = d For a circular section flowing half full L = πD/8 For trapezoidal and semi-circle sections L = the area of flow/top width of channel If the Froude number is less than 1, the flow is subcritical If the Froude number is greater than 1, the flow is supercritical A hydraulic jump is a rise in water elevation due to a supercritical flow abruptly meeting a subcritical flow. The following equations can determine the heights and velocities in a hydraulic jump for rectangular sections: d1=depth of supercritical flow (ft) d2=depth of subcritical flow (ft) Fr = Froude Number for associated depth v = Velocity at associated depth (ft/s) g = Force effect due to gravity (32.2 ft/s2)

Storm Characteristics

A design storm must be specified when performing any calculations. The design storm is defined by its recurrence interval which is the given amount of time it is likely to see a storm of a certain intensity. Design storms are often 10, 20, 50, or 100-year storms meaning a storm of a certain intensity would only occur once within the given duration.

Runoff Analysis

The rational method can be used to determine the flow rate from runoff of a drainage area. The equation is: Q = ACi Q = Flow Rate (cfs) A = Drainage Area (Acres) C = Runoff Coefficient i = Rainfall Intensity (in/hr) NRCS/SCS Runoff Method This is an alternative method for determining runoff: S = Storage Capacity of Soil (in.) CN = NRCS Curve Number Q = Runoff (in.) Pg = Gross Rain Fall (in.)

Hydrographs

Hyetographs – Graphical representation of rainfall distribution over time Hydrograph – Graphical representation of rate of flow vs time past a given point often in a river, channel, or conduit. The area under the hydrograph curve is the volume for a given time period Parts of a Hydrograph are shown graphically: Unit Hydrographs can be determined by dividing the points on the typical hydrograph by the average excess precipitation. Synthetic Hydrographs are created if there is insufficient data for a watershed. This method uses the NRCS curve number and is a function of the storage capacity. To develop the synthetic hydrograph, you must calculate the time to peak flow: tR = Storm duration (time) Lo = Length overland (ft) SPercentage = Slope of land The equation for peak discharge from a synthetic hydrograph then is:

Rainfall

Storm characteristics include duration, total volume, and intensity Duration: The length of time of a storm. Often measured in days and hours. Total Volume: The entire amount of precipitation throughout the duration of the storm in a defined area. Storm Intensity: Total volume of the storm divided by the duration of the storm event. Intensities can be averaged over the entire storm or at shorter intervals to provide instantaneous high intensity portions of the storm. Hyetographs are bar graphs used to measure instantaneous rainfall intensities over time and are covered below.

Time of Concetration

Stream Gauging

Stream gauging is the measurement of a stream channel to determine the discharge by obtaining the depth and velocity of the channel over time. The channel can be approximated by areas created by connected the dots of the measured depths. The discharge can be calculated by the following: w = Width of cross section (ft) y = Height of cross section (ft) v = Velocity at indicated cross section (ft/s)

Depletions

The change in storage for a body of water can be approximated from the following equation: ΔS=P+R+GI-GO-E-T-O S = Storage P = Precipitation R = Runoff GI = Groundwater inflow GO = Groundwater outflow E = Evaporation T = Transpiration O = Surface water release

Stormwater Management

Detention and retention ponds are often used to collect water for flood control and stormwater runoff treatment. Detention Ponds: Also known as dry ponds. These are ponds which are often kept dry except during flood events. The pond will fill up during increased precipitation to control the flow intensity. This is common in dry, arid, or urban areas to prevent excessive flooding. The ponds typically will be designed to hold water for about 24 hours. Detention ponds also control the amount of sediment since it is captured in the pond and then typically becomes accessible after the pond has dried. Retention Ponds: Also called wet ponds since they contain a volume of water at all times. The elevation of the water will vary depending on precipitation but will always maintain a permanent amount of water based on low flow conditions. This allows sediment control since the deposits will settle to the bottom and allow for collection. Infiltration is the rate of which water seeps into the ground. The Horton equation can be used to approximate this rate. This assumes that the water supply is infinite and the ground is saturated:

Aquifers

Aquifers are bodies of saturated rock which contain and allow for the flow of water. Aquifers then by definition must be of a material that is porous and permeable. Some examples of material which are common for aquifers are sandstone, fractured limestone, and gravel but many others exist. Aquifers can be divided into 2 zones separated by the portion above and below the water table. The portion below is also saturated whereas that above may be fully, partially, or not saturated. Aquifers are often defined by certain characteristics which can be calculated using soil samples. These are the same as discussed in the soil properties section of the morning session but we define some of the most common characteristics here: The Hydraulic Gradient is also an important characteristic in defining an aquifer. This is defined as the change in hydraulic head over a particular distance: i = Hydraulic gradient H = Height (ft) L = Length (ft)

Groundwater Flow

Well Analysis

Wastewater Collection Systems

Wastewater is collected by a network of pipes known as sanitary sewer. Some residents may not be connected to the sewer line and may resort to septic tanks for their wastewater disposal. Wastewater in sewer networks is transported to the wastewater treatment plants to be treated. Lift stations are pump stations which can be used to facilitate the transportation of the waste water to the treatment plant. Smoke testing is a method of determining if there are leaks in a wastewater system. Smoke is pumped into a pipe and will seep through any cracks which can then be identified. Infiltration is water which enters the system due to imperfections in the system such as cracks in the line or improperly constructed portions. Inflow is water that enters the system from unanticipated or illegal means.

Wastewater Treatment Process

Wastewater treatment processes are the procedures for treating wastewater so that it may be used again. This process will remove sediments, sludge, taste, odors, and any other undesirable characteristics of the water. The process can be divided into preliminary, primary, and secondary treatment which will be discussed further below.

Wastewater Flow Rates

The quantity of wastewater from a municipal needs to be determined to properly design the treatment system. This is based on anticipated discharge from residential, commercial and other buildings. In addition, the system must account for infiltration and inflow as defined previously. Flow rate can be approximated as the average flow or the peak flow. The peak flow is the highest daily flow rate. The average and peak flow are related by the peaking factor: The peak factor can also be approximated by the population using the Harmon equation: P is the population in thousands of people

Preliminary Treatment

Preliminary treatment is the first step in the wastewater treatment process. This portion of the process is mostly the mechanical removal of debris and other large objects which may be caught in the flow. Heavy chemicals and large amounts of oil are also removed during this process. In general, anything that can be identified with the naked eye and easily screened will be removed during the preliminary treatment process. This process is often performed with large mechanical screens or filters. These large obstructions must also be removed so that they do not damage or impede the subsequent processes.

Primary Treatment

Primary treatment is the second level in wastewater treatment. In this portion the wastewater is allowed to settle to remove any remaining oils and any solids which are able to separate. Typically about half of the solids will be removed during this portion of the process. It is also expected that this level of the process will remove 25%-35% of the Biochemical Oxygen Demand (BOD) in the wastewater.

Nitrification and Dentrification

Nitrification is the use of oxygen by autotrophic bacteria. In this process the bacteria oxidizes ammonia to nitrites and nitrates. This process is important to understand as it relates to determining the Biochemical Oxygen Demand (BOD) of a particular sample and more specifically, the Ultimate Biochemical Oxygen Demand (BODu). To test for BOD, samples are diluted and dissolved oxygen is measured initially and typically after a 5-day period. The following equation is used to determine the Biochemical Oxygen Demand after that 5-day period (BOD5): DOi = Initial Dissolved Oxygen content DOf = Final Dissolved Oxygen content V = Volume The process of nitrification causes a deviation from the trajectory of the carbonaceous process of oxygen demand as it relates to time. This must be accounted for when determining the Ultimate BOD. The BOD at any time t is called the BOD exertion and is related to the ultimate by the following equation: It is important to note that at initially in a sample there is only a small amount of autotrophic bacteria present and the process of nitrification is delayed from having a significant effect on the BOD process. For reference the chemical equation for nitrification is: Denitrification is the removal or loss of nitrogen by the means of bacteria. The chemical equation is:

Phosphorous Removal

Phosphorous removal can be separated into two different types. A small percentage is insoluble and can be removed during primary settling. The remaining amount is soluble and must be chemically converted to an insoluble material for removal. Often aluminum sulfate, ferric sulfide, and lime is used to complete this process so that the phosphorous can precipitate and settle for removal. The most common is aluminum sulfate. The Chemical equations for removal are:

Solids Treatment

Mixed Liquor Suspended Solids (MLSS) is the concentration of bacteria, solids, and any other undesirable material in sludge. To remove sludge, the MLSS is considered food for the activated microorganisms in the aeration process. It is often important to determine the food to microorganism ratio from the equation below:

Digestion

Digestion is a process of treating sludge that is too thick or bulky to be easily worked with for disposal. In other words if the sludge is too thick it can be further broken down by digestion so that it can be moved more easily. There are 2 processes of digestion: aerobic and anerobic. Aerobic digestion is putting the sludge in a large open holding tank for a period of time. In this tank the sludge is stirred and left open to air. This allows bacteria to consume the sludge reducing the solids. Often, up to 70% of the solids can be removed through this process. Anaerobic digestion as the name suggests occurs without the use of oxygen. This process is more delicate in nature and proper care must be taken during as to not upset the desired result. However, it is often a more economical solution. Bacteria which does not require oxygen is introduced to the system. These bacteria, in a three-stage process, convert the sludge to gases which can then be released.

Disinfection

Disinfectants are chemicals which are used to kill bacteria that is present in water. In general when disinfectants are discussed, the chemical referred to is chlorine. Chlorine is easily the most widely used mainly because of the cost comparative to other types of disinfectants. Chlorine however is a toxic substance and can be extremely dangerous to public health. It must be handled safely and properly. In wastewater chlorine can be used to destroy common bacteria such as coliform. This is the presence of fecal matter in water supply.

Advanced Treatment

Advanced treatment also known as tertiary treatment and is a final level of the wastewater treatment process. This phase handles any remaining pollutants that are still above allowable levels that have not been removed during the previous stages. Here are some of the pollutants that may be removed during this level. Suspended Solids – At this point any solids remaining are very small in size and would need to be removed by more advanced techniques. This may involve microstrainers or filter beds which are able to remove very high gradation solids. Phosphorous – This stage may require the removal of phosphorous. This is done through the use of chemical precipitation. This process utilizes aluminum, iron, and lime coagulates. Ammonia – There are many processes for use of removal of ammonia to acceptable levels. These may include stripping, biological denitrification, breakpoint chlorination, anion exchange, and algae ponds.

Secondary Treatment

The most intensive of the levels of wastewater treatment is the secondary treatment. This may involve biological treatment in tickling filters and sludge treatment. The most amount of BOD will be removed in this stage.

Stream Degradation

Stream Degradation is the wearing away and lowering of a stream bed over time due to erosion from the flow of water within a stream. Often flow rates and velocities which are too high can cause this. The removal of the soil can affect the water quality by increasing the amount of sediment in the water and therefore decreasing clarity and oxygen in the stream.

Oxygen Dynamics

Oxygen dynamics is related to the amount of oxygen present in flowing water. More specifically this type of oxygen is referred to as Dissolved Oxygen (DO). Simply put dissolved oxygen is the amount of gaseous oxygen present in a moving volume of water. DO is also affected by the temperature and must be adjusted appropriately Dissolved Oxygen is one of the more relevant parameters when determining the quality of a mass of water so it is important to be able to understand and analyze its content. Typical concentrations of DO may vary greatly throughout the year for a given body of water. Concentrations may range anywhere from 1 mg/L to 20 mg/L. The level that is appropriate is based on the type of life that needs to be sustained. Certain organisms require a larger content of DO to survive than others. For example, larger marine animals such as trout or salmon may require 12-14 mg/L whereas others like pike may only need 3-4 mg/L. Re-aeration is a process used to increase the Dissolved Oxygen content of a specific water source. This is where oxygen from the air is dissolved into the water by causing turbulence in the water. Turbulence causes the water to move rapidly by forces such as a physical force, wind or currents. This causes a mixing of the water and air in which increased amounts of oxygen will begin to dissolve into the body of water. Turbulence can be used to mix bottom and top areas of water which may have uneven amounts of dissolved oxygen. Often the top portion of water will have higher concentrations. Mixing them will more evenly distribute the dissolved oxygen. To determine the final DO concentration resulting from the mixing of two sources, use the following: C = Concentration Q = Flow rate

Total Maximum Daily Load (TMDL)

Total Maximum Daily Load often referred to as TMDL, relates to the Clean Water Act of 1972 which set the standards for pollutants in water. TMDL in accordance with this legislation provides the maximum amount of a pollutant which a body of water can receive that will not violate the quality standards. Some of the pollutants which are of concern are nitrogen, phosphorous, and sediment among others. TMDL is the sum of all the pollutants entering a system and the inclusion of a factor of safety: TMDL=WLA+LA+MOS+SV WLA = Waste Land Allocation (Direct flow into the body such as pipes and ditches) LA = Land Allocation (Pollutants from land areas) MOS = Margin of Safety SV = Seasonal Variation

Biological Contaminants

Biological contaminants refers to the amount of organisms in the water. These organisms are also sometimes referred to as microbes. The microbes, because they are living, will reproduce if there is a sufficient supply of food. The food is called the substrate and may or may not be limited to facilitate the biological growth. The Monod equation is used to determine the rate at which substrate is converted into biomass which is simply the total mass of microorganisms in a given volume of water. The equation is as follows:

Chemical Contaminants

Chemical contaminants are a severe concern in water as they may impose health risks to the public. Water should be tested regularly for the presence of such chemicals and action taken immediately. Since chemicals pose a risk to human life, acceptable levels of risk need to be identified and associated with the concentrations of the chemical. The following equation can be used:

Drinking Water Distribution Systems

As the name suggests, systems are developed so that drinking water can be safely and efficiently distributed to the populations. These systems may consist of many components such as pipes, reservoirs, pumps, storage tanks and many others. These components carry water from a centralized distribution plant which maintains regulated levels of safe drinking water.

Drinking Water Treatment Process

There is a large number of processes which can be performed to get water meeting quality standards. The selection of which processes are performed depends heavily on the characteristics of the water specific to a certain plant. The procedure can be divided into 3 components: Pretreatment, Treatment, and Special Treatment. Here we will provide a breakdown of what may be involved in each portion depending on the type of water that needs to be treated. Pretreatment Screening: As the name suggests suspended solids which are large enough to be physically removed by allowing water to flow through fine screens is an initial process that is necessary to remove any debris. Microstraining: A second level of screening used to remove the more finer debris. This process is very effective in the removal of algae. Plain Settling: A removal of sediment by allowing the water to sit and the natural movement of sediments to fall to the bottom to occur. Aeration: The rapid moving of water to allow mixing or the infusion of oxygen into the water. Aeration can have many benefits depending on the desired result. It can increase dissolved oxygen, decrease dissolved gases, reduce iron and manganese, or decrease odor and taste compounds. Treatment Lime Softening: As the name suggests this is the process of adding lime water (calcium hydroxide) to soften water. This additive will react with the calcium and manganese to form precipitates. Coagulation and Sedimentation: This process is the addition of chemicals, called coagulates, to form together contaminants into solids which can then be removed. Coagulates form together precipitate which is called floc. This process is essential to the treatment of water and is covered in greater detail later on. Rapid Sand Filtration/Pressure Sand Filtration: See section on filtration.

Demands

Water demands need to be measured and analyzed so that distribution systems may be properly designed. Water demand is most often specified as gallons per capita per day (gpcd). It can also be expressed as Average Annual Daily Flow (AADF) which as the name suggests is the average daily use of water per person averaged over a year time period. A common value used for basic design purposes is often taken as 165 gpcd but should be adjusted based on the intended water use whether it be residential, commercial, or industrial. Besides the average flow demand throughout a day, there may be increased demands instantaneously which systems must have adequate capacity for. The average annual daily flow times a specified multiplier is often used to determine the instantaneous demand: Qinstant=M(AADF) It is also important to note that per capita demand needs to account for the entire population but it must often be specified at what time period. Because of growth, a distribution system should meet some future predicted growth of population.

Storage

Water supplies need to be stored for a variety of uses and as well as to ensure adequate supply in times of growth or emergency. Water can be distributed from storage either through gravity or pumping. Gravity is available when there is a sufficiently high point in elevation relative to the population. Otherwise pumping is necessary. Water is most often stored in surface or elevated tanks. Within these tanks the elevation of the surface water is monitored to determine the appropriate distribution pressure. These are often monitored by altitude valves.

Sedimentation

A plain sedimentation tank is used to allow water which includes suspended sediments to settle out. The time and velocity for the particles to settle is a function of the temperature of the water, the particle size and the specific gravity of the particles (however this is often taken as 2.65 for analysis). Assumed settling velocities can be taken as the following to calculate the actual settling velocities: Gravel: 3.28 ft/s Coarse Sand: 0.328 ft/s Fine Sand: 0.0328 ft/s Silt: 0.000328 ft/s Then the approach to determining the settlement time can be determined by first calculating the Reynolds number:

Taste and Odor Control

There are many processes which can aid in the elimination of undesirable taste and odor in water. Some include chlorination, aeration and micro straining. To identify the presence of taste or order, the threshold odor number (TON) is established and can be calculated as per below: TON= (V Raw Sample+V Dilution Water)/VRaw Sample Typically, a TON of less than 6 is desirable

Rapid Mixing

This process as mentioned above is the addition of chemicals, called coagulates, to form together contaminants into solids which can then be removed. Coagulates form together precipitate which is called floc. For this reason we have combined two of the NCEES syllabus items since it is most appropriate to discuss these topics together. The most common type of coagulates are aluminum sulfate commonly referred to simply as alum. Others include ferrous sulfate and chlorinated copperas. Alum is often provided in doses in the range of 5-50 mg/L. There are three requirements for Alum to be effective: A large enough quantity of Alum must be present to neutralize the negative particles present in the water Enough alkalinity must be present to facilitate the reaction of aluminum sulfate to aluminum hydroxide The PH must be within the acceptable range which is a function of the type on contaminant. Typically it is taken between 6-7 The amount of coagulate to successfully form floc must be determined. The equation for the feed rate is:

Filtration

Filtration is used to remove excess floc, precipitates from softening, algae, debris and any other suspended byproducts remaining in the treated water. The most common is rapid sand filtration. Rapid Sand Filtration is the filtering of water through a bed of sand and gravel as a medium for removing suspended particles. Water moves through a layer of sand in which the suspended particles will be held back by the sand. Depending on the type of filter, the loading rate can be anywhere from 2 – 10 gpm/ft2. The loading rate can be determined by the following equation: Load Rate= Flow Rate/Area Filters often need to be cleaned and therefore there is a high maintenance cost. The pores between the filters will become clogged and need to get washed out. To counteract this is a process called back washing. This is where water is pumped slowly in the reverse direction of the water to be filtered so that the pores in the sand can be expanded to release any trapped material. It is important during backwashing to monitor the rise rate of the water to ensure it does not exceed the settling velocity of the smallest particle intended to be left in the filter. These rates are often taken as about 1-3 ft/min. The amount of backwash needed can be determined by: V= Area Filter(Rise Rate)(t Backwash)

Disinfection

Disinfectants were defined earlier in the wastewater section. Here we will discuss by products. Chlorine in water produces the following chemical reaction depending on PH PH > 4: Cl2+ H2O →HCl+HOCl PH > 9: HOCl → H++ OCl- HCl and HOCL are hydrochloric and hypochlorous acids respectively. You can see that at PH greater than 9, the hypochlorous acid becomes hydrogen and hypochlorite ions.

Hardness and Softening

Hardness is a measure of the presence of calcium and magnesium ions expressed as calcium carbonate (CaCO3). Practically, hardness in water does not provide any health concerns but does have an effect on the usefulness of the water. One of the main concerns is often that hardness in water will greatly reduce the effectiveness of soap. It also has a detrimental effect on the pipes and storage facilities of a water distribution system. There are two types of hardness: Carbonate Hardness: Water containing Bicarbonate (HCO3-) Noncarbonate Hardness: Remaining hardness not carbonate due to sulfates, chlorides, and nitrates. Hardness can also be expressed as total hardness which is the sum of carbonate and noncarbonate hardness in mg/L as CaCO3. There is a clear connection between the alkalinity of water and the hardness. The following assumptions can be made:

• If Total Hardness = Alkalinity, all hardness is carbonate and there are no sulfates, chlorides, or nitrates present

Economic Analysis

The PE exam will potentially provide examples of engineering economics which are geared towards assets in water resources. For these questions refer to the morning session equations for engineering economics.

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Mass Balance

Mass balance refers to the conservation of mass as it enters and exits a system. This concept is essential to the Water Resources and Environmental exam as it is a common method in solving for unknowns in many types of problems. This principle simply put is that mass is always conserved in fluid systems regardless of the properties of that system. Therefore what enters the system must also exit the system. The equation can be represented as mass: M1 = M2 M1 = Mass entering the system M2 = Mass exiting the system The equation can also be represented by equating flow rates. In this case the equation is commonly known as the continuity equation: Q1 = Q2 Q1 = Flow rate into system Q2 = Flow rate out of a system Given that the flow rate is equal to the area multiplied by the velocity, the equation can be used to equate these variables as well: A1V1 = A2V2

Hydraulic Loading

Hydraulic loading refers to the flows in MGD (Million Gallons per Day) or cu. Ft./day to a treatment plant or treatment process. The equation is as follows: HLR=QA HLR = Hydraulic loading rate Q = Flow rate A = Surface area of the wet basin Detention time is the amount of time it takes a given volume of wastewater to pass through the clarifier: td=VQ V = Volume of clarifier

Solids Loading

Solids loading similarly to hydraulic loading is the amount of suspended solids in a substance as it flows to the treatment facility. Solids loading is expressed as the following:

Hydraulic Flow Measurement

Many flow devices are available to measure either the flow rate or velocity of a given system. These methods are often used in conjunction with the laws of energy and mass conservation to be able to analyze a system. Here are a few of the more prevalent ones for the purposes of the PE exam: Pitot Static Tubes g = Force effect due to gravity (32.2 ft/s2) h = Difference in elevations of the fluid columns (ft) ρ = Density of water (62.4 lb/ft3) ρm = Density of manometer fluid (lb/ft3) v = Velocity (ft/s) 2. Orifice or Venturi Meter Cf = Flow coefficient Ao = Orifice area A1 = Pipe area p = Pressure ρ = Density g = Force due to gravity Cd = Discharge coefficient Cc = Coefficient of contraction Fva =Velocity of approach factor

Bernoulli Continuity Equation

The Bernoulli equation for the conservation of energy states that the total energy is equal to the sum of the pressure + kinetic energy + potential energy of a system and is conserved at any point in the system. Therefore:

Pressure Conduit

Pressure conduits refer to closed cross sections that are not open to the atmosphere such as pipes: The Darcy Equation is used for fully turbulent flow to find the head loss due to friction. The equation is: hf = Head Loss due to friction (ft) f = Darcy friction factor L = Length of pipe (ft) v = Velocity of flow (ft/sec) D = Diameter of pipe (ft) g = Acceleration due to gravity, (Use 32.2 ft/sec2) The Hazen-Williams equation is also used to determine head loss due to friction. Be aware of units as this equation may be presented in different forms. The most common is the following: hf = Head Loss due to F\friction (ft) L = Length (ft) V = Velocity (gallons per minute) C = Roughness coefficient d = Diameter (ft) In addition to these losses, there is also what is called minor losses of energy due to friction Minor Losses – Friction losses due to geometric changes such as fittings in the line, changes in the dimensions of the pipe, or changes in direction: Minor losses can be calculated as per the Method of Loss coefficients. Each change in the flow of a pipe is assigned a loss coefficient, K Loss coefficients for fittings are most often determined and provided by the manufacturer Loss coefficients for sudden changes in area can be determined: For Sudden Expansions: For Sudden Contractions: D1=Smaller diamter pipe D2=Larger diamter pipe Loss coefficients are then multiplied by the kinetic energy to determine the loss:

Pump Application and Analysis

A pump is a machine which adds energy to the flow of water or other fluids. A pump is often used to oppose the effects of gravity to transport a fluid to a position up grade. The head added by a pump can be determined from the following equation as a function of the total energy:

Pipe Network Analysis

A system of pipes can be arranged in different configurations to be able to appropriately transport water. There are a few types of common arrangements that can be used. Each has certain principles to follow when determining the flow through the system. It is important to remember the conservation of mass or flow principle when analyzing these systems: Series Pipe System: Pipes of different areas connected along the same line. In a series pipe, the total friction loss is the sum of the loss in all the individual pipes. Therefore, in a pipe such as the one shown above the total head loss can be determined as follows: Parallel Pipe Systems: As the name suggests, this is a pipe system with flow separating into parallel pipes. There are three concepts which are important to keep in mind during the analysis of parallel pipes:

1. The head loss in parallel pipes is equal
2. The head loss between the inlet and outlet is equal to that of each pipe individually
3. The flow rate at the outlet is equal to the sum of the flow rates from the parallel pipes

Pipe Networks: These are more complicated systems of pipes which have flow breaking off in multiple directions. Often pipe networks are very complicated and left to iterative analysis on computers. It is important to note the two concepts which govern the analysis however:

1. The flow entering the system is equal to the flow leaving the system (conservation of flow)
2. The sum of head losses in any closed loop is equal to zero

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Open Channel Flow

For open channel flow use the Chezy-Manning equation: Q = (1.49/n)AR2/3S1/2 Q = Flow Rate (cfs) n = Roughness Coefficient A = Area of Water (ft2) R = Hydraulic Radius (ft) S = Slope (decimal form) The hydraulic radius is the area of water divided by the wetted perimeter which is the perimeter of the sides of the channel which are in contact with water.

Hydraulic Energy Dissipation

A weir is a low dam used to control the flow of water. Weirs have shaped outlets notched into the top of the dam to allow water to flow out. The most common shapes are triangular and trapezoidal: Triangular Weir H = Height of water (ft) θ = Weir angle Trapezoidal Weir Often, the weir can be approximated by taking Cd, the discharge coefficient = 0.63 and the equation is simplified as: b = Width of base (ft) Broad Crested Weirs (Spillways) Spillways are used to control the flow of excess water from a dam structure. Essentially they are large weirs and therefore can be called broad crested weirs. The calculation of discharge for spillways is taken as: However, often in a dam situation the approach velocity can be taken as zero since it is so small and the equation becomes: Cs = Spillway coefficient

Stormwater Collection and Drainage

There are many components used in the collection of stormwater. Some examples include: Culverts: A pipe carrying water under or through a feature. Culverts often carry brooks or creeks under roadways. Culverts must be designed for large intensity storm events. Stormwater Inlets: Roadside storm drains which collect water from gutter flow or roadside swales. Gutter/Street flow: Flow which travels along the length of the street. Gutter flow can be approximated often by an adaptation of the Manning Equation: K = Gutter flow constant = 0.56 ft3/(s*ft) z = Inverse of the cross slope of the gutter (Decimal) n = Roughness coefficient s = Slope of the gutter (Decimal) y = water depth at the curb (ft) Storm Sewer Pipes: Pipes installed under the road which carry the water from inlets to a suitable outlet.

Sub- and Supercritical Flow

Sub and super critical flows are relative to the critical flow depth. This depth is defined as that which minimizes the energy of the flow of water for a given channel cross section and slope. The critical flow depth is important because since the energy is minimized the flow rate is maximized. So when the flow depth is greater than the critical depth, the flow is subcritical and the velocity is less than the critical velocity. When the depth is less than the critical depth, the flow is supercritical and the velocity is faster than the critical. For a rectangular channel, the following equations can be used to determine the critical depth and critical velocity: dc = Critical depth of flow (ft) Q = Flow rate (ft3/s) w = Width (ft) The Froude number is used to qualify a flow channel and can be used to determine if it is sub or supercritical. The number is dimensionless: v = Velocity (ft/s) L = Characteristic length and is determined based on the channel geometry. For a rectangular section L = d For a circular section flowing half full L = πD/8 For trapezoidal and semi-circle sections L = the area of flow/top width of channel If the Froude number is less than 1, the flow is subcritical If the Froude number is greater than 1, the flow is supercritical A hydraulic jump is a rise in water elevation due to a supercritical flow abruptly meeting a subcritical flow. The following equations can determine the heights and velocities in a hydraulic jump for rectangular sections: d1=depth of supercritical flow (ft) d2=depth of subcritical flow (ft) Fr = Froude Number for associated depth v = Velocity at associated depth (ft/s) g = Force effect due to gravity (32.2 ft/s2)

Storm Characteristics

A design storm must be specified when performing any calculations. The design storm is defined by its recurrence interval which is the given amount of time it is likely to see a storm of a certain intensity. Design storms are often 10, 20, 50, or 100-year storms meaning a storm of a certain intensity would only occur once within the given duration.

Runoff Analysis

The rational method can be used to determine the flow rate from runoff of a drainage area. The equation is: Q = ACi Q = Flow Rate (cfs) A = Drainage Area (Acres) C = Runoff Coefficient i = Rainfall Intensity (in/hr) NRCS/SCS Runoff Method This is an alternative method for determining runoff: S = Storage Capacity of Soil (in.) CN = NRCS Curve Number Q = Runoff (in.) Pg = Gross Rain Fall (in.)

Hydrographs

Hyetographs – Graphical representation of rainfall distribution over time Hydrograph – Graphical representation of rate of flow vs time past a given point often in a river, channel, or conduit. The area under the hydrograph curve is the volume for a given time period Parts of a Hydrograph are shown graphically: Unit Hydrographs can be determined by dividing the points on the typical hydrograph by the average excess precipitation. Synthetic Hydrographs are created if there is insufficient data for a watershed. This method uses the NRCS curve number and is a function of the storage capacity. To develop the synthetic hydrograph, you must calculate the time to peak flow: tR = Storm duration (time) Lo = Length overland (ft) SPercentage = Slope of land The equation for peak discharge from a synthetic hydrograph then is:

Rainfall

Storm characteristics include duration, total volume, and intensity Duration: The length of time of a storm. Often measured in days and hours. Total Volume: The entire amount of precipitation throughout the duration of the storm in a defined area. Storm Intensity: Total volume of the storm divided by the duration of the storm event. Intensities can be averaged over the entire storm or at shorter intervals to provide instantaneous high intensity portions of the storm. Hyetographs are bar graphs used to measure instantaneous rainfall intensities over time and are covered below.

Time of Concetration

Stream Gauging

Stream gauging is the measurement of a stream channel to determine the discharge by obtaining the depth and velocity of the channel over time. The channel can be approximated by areas created by connected the dots of the measured depths. The discharge can be calculated by the following: w = Width of cross section (ft) y = Height of cross section (ft) v = Velocity at indicated cross section (ft/s)

Depletions

The change in storage for a body of water can be approximated from the following equation: ΔS=P+R+GI-GO-E-T-O S = Storage P = Precipitation R = Runoff GI = Groundwater inflow GO = Groundwater outflow E = Evaporation T = Transpiration O = Surface water release

Stormwater Management

Detention and retention ponds are often used to collect water for flood control and stormwater runoff treatment. Detention Ponds: Also known as dry ponds. These are ponds which are often kept dry except during flood events. The pond will fill up during increased precipitation to control the flow intensity. This is common in dry, arid, or urban areas to prevent excessive flooding. The ponds typically will be designed to hold water for about 24 hours. Detention ponds also control the amount of sediment since it is captured in the pond and then typically becomes accessible after the pond has dried. Retention Ponds: Also called wet ponds since they contain a volume of water at all times. The elevation of the water will vary depending on precipitation but will always maintain a permanent amount of water based on low flow conditions. This allows sediment control since the deposits will settle to the bottom and allow for collection. Infiltration is the rate of which water seeps into the ground. The Horton equation can be used to approximate this rate. This assumes that the water supply is infinite and the ground is saturated:

Aquifers

Aquifers are bodies of saturated rock which contain and allow for the flow of water. Aquifers then by definition must be of a material that is porous and permeable. Some examples of material which are common for aquifers are sandstone, fractured limestone, and gravel but many others exist. Aquifers can be divided into 2 zones separated by the portion above and below the water table. The portion below is also saturated whereas that above may be fully, partially, or not saturated. Aquifers are often defined by certain characteristics which can be calculated using soil samples. These are the same as discussed in the soil properties section of the morning session but we define some of the most common characteristics here: The Hydraulic Gradient is also an important characteristic in defining an aquifer. This is defined as the change in hydraulic head over a particular distance: i = Hydraulic gradient H = Height (ft) L = Length (ft)

Groundwater Flow

Well Analysis

Wastewater Collection Systems

Wastewater is collected by a network of pipes known as sanitary sewer. Some residents may not be connected to the sewer line and may resort to septic tanks for their wastewater disposal. Wastewater in sewer networks is transported to the wastewater treatment plants to be treated. Lift stations are pump stations which can be used to facilitate the transportation of the waste water to the treatment plant. Smoke testing is a method of determining if there are leaks in a wastewater system. Smoke is pumped into a pipe and will seep through any cracks which can then be identified. Infiltration is water which enters the system due to imperfections in the system such as cracks in the line or improperly constructed portions. Inflow is water that enters the system from unanticipated or illegal means.

Wastewater Treatment Process

Wastewater treatment processes are the procedures for treating wastewater so that it may be used again. This process will remove sediments, sludge, taste, odors, and any other undesirable characteristics of the water. The process can be divided into preliminary, primary, and secondary treatment which will be discussed further below.

Wastewater Flow Rates

The quantity of wastewater from a municipal needs to be determined to properly design the treatment system. This is based on anticipated discharge from residential, commercial and other buildings. In addition, the system must account for infiltration and inflow as defined previously. Flow rate can be approximated as the average flow or the peak flow. The peak flow is the highest daily flow rate. The average and peak flow are related by the peaking factor: The peak factor can also be approximated by the population using the Harmon equation: P is the population in thousands of people

Preliminary Treatment

Preliminary treatment is the first step in the wastewater treatment process. This portion of the process is mostly the mechanical removal of debris and other large objects which may be caught in the flow. Heavy chemicals and large amounts of oil are also removed during this process. In general, anything that can be identified with the naked eye and easily screened will be removed during the preliminary treatment process. This process is often performed with large mechanical screens or filters. These large obstructions must also be removed so that they do not damage or impede the subsequent processes.

Primary Treatment

Primary treatment is the second level in wastewater treatment. In this portion the wastewater is allowed to settle to remove any remaining oils and any solids which are able to separate. Typically about half of the solids will be removed during this portion of the process. It is also expected that this level of the process will remove 25%-35% of the Biochemical Oxygen Demand (BOD) in the wastewater.

Nitrification and Dentrification

Nitrification is the use of oxygen by autotrophic bacteria. In this process the bacteria oxidizes ammonia to nitrites and nitrates. This process is important to understand as it relates to determining the Biochemical Oxygen Demand (BOD) of a particular sample and more specifically, the Ultimate Biochemical Oxygen Demand (BODu). To test for BOD, samples are diluted and dissolved oxygen is measured initially and typically after a 5-day period. The following equation is used to determine the Biochemical Oxygen Demand after that 5-day period (BOD5): DOi = Initial Dissolved Oxygen content DOf = Final Dissolved Oxygen content V = Volume The process of nitrification causes a deviation from the trajectory of the carbonaceous process of oxygen demand as it relates to time. This must be accounted for when determining the Ultimate BOD. The BOD at any time t is called the BOD exertion and is related to the ultimate by the following equation: It is important to note that at initially in a sample there is only a small amount of autotrophic bacteria present and the process of nitrification is delayed from having a significant effect on the BOD process. For reference the chemical equation for nitrification is: Denitrification is the removal or loss of nitrogen by the means of bacteria. The chemical equation is:

Phosphorous Removal

Phosphorous removal can be separated into two different types. A small percentage is insoluble and can be removed during primary settling. The remaining amount is soluble and must be chemically converted to an insoluble material for removal. Often aluminum sulfate, ferric sulfide, and lime is used to complete this process so that the phosphorous can precipitate and settle for removal. The most common is aluminum sulfate. The Chemical equations for removal are:

Solids Treatment

Mixed Liquor Suspended Solids (MLSS) is the concentration of bacteria, solids, and any other undesirable material in sludge. To remove sludge, the MLSS is considered food for the activated microorganisms in the aeration process. It is often important to determine the food to microorganism ratio from the equation below:

Digestion

Digestion is a process of treating sludge that is too thick or bulky to be easily worked with for disposal. In other words if the sludge is too thick it can be further broken down by digestion so that it can be moved more easily. There are 2 processes of digestion: aerobic and anerobic. Aerobic digestion is putting the sludge in a large open holding tank for a period of time. In this tank the sludge is stirred and left open to air. This allows bacteria to consume the sludge reducing the solids. Often, up to 70% of the solids can be removed through this process. Anaerobic digestion as the name suggests occurs without the use of oxygen. This process is more delicate in nature and proper care must be taken during as to not upset the desired result. However, it is often a more economical solution. Bacteria which does not require oxygen is introduced to the system. These bacteria, in a three-stage process, convert the sludge to gases which can then be released.

Disinfection

Disinfectants are chemicals which are used to kill bacteria that is present in water. In general when disinfectants are discussed, the chemical referred to is chlorine. Chlorine is easily the most widely used mainly because of the cost comparative to other types of disinfectants. Chlorine however is a toxic substance and can be extremely dangerous to public health. It must be handled safely and properly. In wastewater chlorine can be used to destroy common bacteria such as coliform. This is the presence of fecal matter in water supply.

Advanced Treatment

Advanced treatment also known as tertiary treatment and is a final level of the wastewater treatment process. This phase handles any remaining pollutants that are still above allowable levels that have not been removed during the previous stages. Here are some of the pollutants that may be removed during this level. Suspended Solids – At this point any solids remaining are very small in size and would need to be removed by more advanced techniques. This may involve microstrainers or filter beds which are able to remove very high gradation solids. Phosphorous – This stage may require the removal of phosphorous. This is done through the use of chemical precipitation. This process utilizes aluminum, iron, and lime coagulates. Ammonia – There are many processes for use of removal of ammonia to acceptable levels. These may include stripping, biological denitrification, breakpoint chlorination, anion exchange, and algae ponds.

Secondary Treatment

The most intensive of the levels of wastewater treatment is the secondary treatment. This may involve biological treatment in tickling filters and sludge treatment. The most amount of BOD will be removed in this stage.

Stream Degradation

Stream Degradation is the wearing away and lowering of a stream bed over time due to erosion from the flow of water within a stream. Often flow rates and velocities which are too high can cause this. The removal of the soil can affect the water quality by increasing the amount of sediment in the water and therefore decreasing clarity and oxygen in the stream.

Oxygen Dynamics

Oxygen dynamics is related to the amount of oxygen present in flowing water. More specifically this type of oxygen is referred to as Dissolved Oxygen (DO). Simply put dissolved oxygen is the amount of gaseous oxygen present in a moving volume of water. DO is also affected by the temperature and must be adjusted appropriately Dissolved Oxygen is one of the more relevant parameters when determining the quality of a mass of water so it is important to be able to understand and analyze its content. Typical concentrations of DO may vary greatly throughout the year for a given body of water. Concentrations may range anywhere from 1 mg/L to 20 mg/L. The level that is appropriate is based on the type of life that needs to be sustained. Certain organisms require a larger content of DO to survive than others. For example, larger marine animals such as trout or salmon may require 12-14 mg/L whereas others like pike may only need 3-4 mg/L. Re-aeration is a process used to increase the Dissolved Oxygen content of a specific water source. This is where oxygen from the air is dissolved into the water by causing turbulence in the water. Turbulence causes the water to move rapidly by forces such as a physical force, wind or currents. This causes a mixing of the water and air in which increased amounts of oxygen will begin to dissolve into the body of water. Turbulence can be used to mix bottom and top areas of water which may have uneven amounts of dissolved oxygen. Often the top portion of water will have higher concentrations. Mixing them will more evenly distribute the dissolved oxygen. To determine the final DO concentration resulting from the mixing of two sources, use the following: C = Concentration Q = Flow rate

Total Maximum Daily Load (TMDL)

Total Maximum Daily Load often referred to as TMDL, relates to the Clean Water Act of 1972 which set the standards for pollutants in water. TMDL in accordance with this legislation provides the maximum amount of a pollutant which a body of water can receive that will not violate the quality standards. Some of the pollutants which are of concern are nitrogen, phosphorous, and sediment among others. TMDL is the sum of all the pollutants entering a system and the inclusion of a factor of safety: TMDL=WLA+LA+MOS+SV WLA = Waste Land Allocation (Direct flow into the body such as pipes and ditches) LA = Land Allocation (Pollutants from land areas) MOS = Margin of Safety SV = Seasonal Variation

Biological Contaminants

Biological contaminants refers to the amount of organisms in the water. These organisms are also sometimes referred to as microbes. The microbes, because they are living, will reproduce if there is a sufficient supply of food. The food is called the substrate and may or may not be limited to facilitate the biological growth. The Monod equation is used to determine the rate at which substrate is converted into biomass which is simply the total mass of microorganisms in a given volume of water. The equation is as follows:

Chemical Contaminants

Chemical contaminants are a severe concern in water as they may impose health risks to the public. Water should be tested regularly for the presence of such chemicals and action taken immediately. Since chemicals pose a risk to human life, acceptable levels of risk need to be identified and associated with the concentrations of the chemical. The following equation can be used:

Drinking Water Distribution Systems

As the name suggests, systems are developed so that drinking water can be safely and efficiently distributed to the populations. These systems may consist of many components such as pipes, reservoirs, pumps, storage tanks and many others. These components carry water from a centralized distribution plant which maintains regulated levels of safe drinking water.

Drinking Water Treatment Process

There is a large number of processes which can be performed to get water meeting quality standards. The selection of which processes are performed depends heavily on the characteristics of the water specific to a certain plant. The procedure can be divided into 3 components: Pretreatment, Treatment, and Special Treatment. Here we will provide a breakdown of what may be involved in each portion depending on the type of water that needs to be treated. Pretreatment Screening: As the name suggests suspended solids which are large enough to be physically removed by allowing water to flow through fine screens is an initial process that is necessary to remove any debris. Microstraining: A second level of screening used to remove the more finer debris. This process is very effective in the removal of algae. Plain Settling: A removal of sediment by allowing the water to sit and the natural movement of sediments to fall to the bottom to occur. Aeration: The rapid moving of water to allow mixing or the infusion of oxygen into the water. Aeration can have many benefits depending on the desired result. It can increase dissolved oxygen, decrease dissolved gases, reduce iron and manganese, or decrease odor and taste compounds. Treatment Lime Softening: As the name suggests this is the process of adding lime water (calcium hydroxide) to soften water. This additive will react with the calcium and manganese to form precipitates. Coagulation and Sedimentation: This process is the addition of chemicals, called coagulates, to form together contaminants into solids which can then be removed. Coagulates form together precipitate which is called floc. This process is essential to the treatment of water and is covered in greater detail later on. Rapid Sand Filtration/Pressure Sand Filtration: See section on filtration.

Demands

Water demands need to be measured and analyzed so that distribution systems may be properly designed. Water demand is most often specified as gallons per capita per day (gpcd). It can also be expressed as Average Annual Daily Flow (AADF) which as the name suggests is the average daily use of water per person averaged over a year time period. A common value used for basic design purposes is often taken as 165 gpcd but should be adjusted based on the intended water use whether it be residential, commercial, or industrial. Besides the average flow demand throughout a day, there may be increased demands instantaneously which systems must have adequate capacity for. The average annual daily flow times a specified multiplier is often used to determine the instantaneous demand: Qinstant=M(AADF) It is also important to note that per capita demand needs to account for the entire population but it must often be specified at what time period. Because of growth, a distribution system should meet some future predicted growth of population.

Storage

Water supplies need to be stored for a variety of uses and as well as to ensure adequate supply in times of growth or emergency. Water can be distributed from storage either through gravity or pumping. Gravity is available when there is a sufficiently high point in elevation relative to the population. Otherwise pumping is necessary. Water is most often stored in surface or elevated tanks. Within these tanks the elevation of the surface water is monitored to determine the appropriate distribution pressure. These are often monitored by altitude valves.

Sedimentation

A plain sedimentation tank is used to allow water which includes suspended sediments to settle out. The time and velocity for the particles to settle is a function of the temperature of the water, the particle size and the specific gravity of the particles (however this is often taken as 2.65 for analysis). Assumed settling velocities can be taken as the following to calculate the actual settling velocities: Gravel: 3.28 ft/s Coarse Sand: 0.328 ft/s Fine Sand: 0.0328 ft/s Silt: 0.000328 ft/s Then the approach to determining the settlement time can be determined by first calculating the Reynolds number:

Taste and Odor Control

There are many processes which can aid in the elimination of undesirable taste and odor in water. Some include chlorination, aeration and micro straining. To identify the presence of taste or order, the threshold odor number (TON) is established and can be calculated as per below: TON= (V Raw Sample+V Dilution Water)/VRaw Sample Typically, a TON of less than 6 is desirable

Rapid Mixing

This process as mentioned above is the addition of chemicals, called coagulates, to form together contaminants into solids which can then be removed. Coagulates form together precipitate which is called floc. For this reason we have combined two of the NCEES syllabus items since it is most appropriate to discuss these topics together. The most common type of coagulates are aluminum sulfate commonly referred to simply as alum. Others include ferrous sulfate and chlorinated copperas. Alum is often provided in doses in the range of 5-50 mg/L. There are three requirements for Alum to be effective: A large enough quantity of Alum must be present to neutralize the negative particles present in the water Enough alkalinity must be present to facilitate the reaction of aluminum sulfate to aluminum hydroxide The PH must be within the acceptable range which is a function of the type on contaminant. Typically it is taken between 6-7 The amount of coagulate to successfully form floc must be determined. The equation for the feed rate is:

Filtration

Filtration is used to remove excess floc, precipitates from softening, algae, debris and any other suspended byproducts remaining in the treated water. The most common is rapid sand filtration. Rapid Sand Filtration is the filtering of water through a bed of sand and gravel as a medium for removing suspended particles. Water moves through a layer of sand in which the suspended particles will be held back by the sand. Depending on the type of filter, the loading rate can be anywhere from 2 – 10 gpm/ft2. The loading rate can be determined by the following equation: Load Rate= Flow Rate/Area Filters often need to be cleaned and therefore there is a high maintenance cost. The pores between the filters will become clogged and need to get washed out. To counteract this is a process called back washing. This is where water is pumped slowly in the reverse direction of the water to be filtered so that the pores in the sand can be expanded to release any trapped material. It is important during backwashing to monitor the rise rate of the water to ensure it does not exceed the settling velocity of the smallest particle intended to be left in the filter. These rates are often taken as about 1-3 ft/min. The amount of backwash needed can be determined by: V= Area Filter(Rise Rate)(t Backwash)

Disinfection

Disinfectants were defined earlier in the wastewater section. Here we will discuss by products. Chlorine in water produces the following chemical reaction depending on PH PH > 4: Cl2+ H2O →HCl+HOCl PH > 9: HOCl → H++ OCl- HCl and HOCL are hydrochloric and hypochlorous acids respectively. You can see that at PH greater than 9, the hypochlorous acid becomes hydrogen and hypochlorite ions.

Hardness and Softening

Hardness is a measure of the presence of calcium and magnesium ions expressed as calcium carbonate (CaCO3). Practically, hardness in water does not provide any health concerns but does have an effect on the usefulness of the water. One of the main concerns is often that hardness in water will greatly reduce the effectiveness of soap. It also has a detrimental effect on the pipes and storage facilities of a water distribution system. There are two types of hardness: Carbonate Hardness: Water containing Bicarbonate (HCO3-) Noncarbonate Hardness: Remaining hardness not carbonate due to sulfates, chlorides, and nitrates. Hardness can also be expressed as total hardness which is the sum of carbonate and noncarbonate hardness in mg/L as CaCO3. There is a clear connection between the alkalinity of water and the hardness. The following assumptions can be made:

• If Total Hardness = Alkalinity, all hardness is carbonate and there are no sulfates, chlorides, or nitrates present

Economic Analysis

The PE exam will potentially provide examples of engineering economics which are geared towards assets in water resources. For these questions refer to the morning session equations for engineering economics.