bcs day-two-exam

Brevard Contractors School 61

Prepare To Pass Copyright 2004 – 2006 ©

Day 2 Exam Review The following summary is the basic process to follow in doing a construction job. This is also the layout of the CSI format, and of Walker's Estimating Guide.

Understanding and Reading Plans This section details how working drawings are developed. The first drawings tend to be schematic drawings, these are conceptual drawings. The next phase are preliminary drawings, they provide a graphic view of the project, refined detail or look and feel, showing elevations and deign themes. Preparing working drawings represents the final step in the design process. The drawings are called a set. Working drawings should be in accordance with the building code, and other agency requirements. There are a number of particular drawings. A set of drawings might include architectural drawings; structural drawings; mechanical drawings; electrical drawings; and site plans. Site Plans show the building on the property, as well as utilities and sewer connections, and storm water retention.



• Architectural drawings show layout, floor plans, and elevations. • Structural drawings, show structural load bearing systems. • Mechanical drawings, show plumbing, HVAC, and fire protection. • Electrical drawings showing power and lighting.

A set of drawings will often have instructions written by the architect called specifications. If the project is small the specifications will be printed on the plans. The Cover Sheet has essential information, it has most of the information required by the estimator and foreman who builds the project. It also has basic information concerning the project, the site, the architect, builder, owner(s), and consultants. The cover sheet lists all the other drawings in order. The cover sheet lists specific requirements of the building code that apply to this design, the type of construction, the zoning use, as well as abbreviations, symbols, and notes. After the working drawings are finished often Revisions are necessary for clarification. Small modifications are shown on a revision sheet, but major changes require a new drawing. Remember that revisions usually cause change orders, which must be in writing, agreed upon and signed by all parties. Revisions are denoted on a drawing by a circled area that looks like a scalloped cloud. The revision marker is a triangle with the revision number.

Conventions used on drawings:

Most drawings for building construction are based on orthographic projection, which is a parallel projection to a plane by lines perpendicular to the plane. In this way, all dimensions will be true. Two other types of drawings are used isometric and cabinet projections. Isometrics are drawings in which all horizontal and vertical lines have a true length (Walker Chapter 1).



The Title Block is located in the bottom right hand corner, or the right panel. The title architect to seal the drawings, list his/her registration number, and sign the drawings. Naturally, drawings use minimal words but rather rely on lines and symbols to inform. The common lines are the main object line that defines the outline of the structure. Dimension lines typically have arrowheads and are measurement lines. Extension lines are used with dimension lines to show distance. Hidden lines are dash lines, and show lines that are hidden under or behind other parts of the structure. Center lines show the center of the structure or object and have a large C printed over an L. Center line calculations allow for the proper takeoff of block or brick materials in construction. If CL is given on the plans then you can determine materials needed directly from the dimensions on the plans.

The formula for calculation CL is to add 4 times the thickness of the work to the inside dimensions OR subtract 4 times the thickness of the work (when viewed from the top) from the outside dimensions. If the block is 8" thick multiply 4 corners * 8" = 32". If you were given outside dimensions subtract -32" if you were given inside dimensions add +32". A building may have many inside and outside corners, but they cancel each other out, leaving only 4 corners that could be over or under counted, therefore you multiply the wall thickness by 4 corners.

Common wall dimensions Wall thickness +- dimension

4" 4 * 4" = 16" +- 6" 4 * 6" = 24" +- 8" 4 * 8" = 32" +-

Graphic symbols as included in Chapter 1 of Walkers provide the reader with a standard form of recognizing information. Abbreviations are used to save time and space, they are listed in Chapter 1 of Walkers following the symbols. The symbols and abbreviations are incorporated in a chart or table called the Legend. The architects ruler or scale is a three sided ruler with 1/8" scale, 1/4" scale, 1" scale, 1/2" scale, 3/4" scale, 3/8 inch scale, 3/16 inch scale, 3/32 inch scale, 11/2 inch scale, and 3 inch scale. Some drawings will use different scales for different sections of the drawing. The walls may be 1/4" while the floor might be 1/8", and the electrical 1". Commercial plans typically include a site plan while this is not always true for house plans, as the site may not have been selected when the drawings were made.



The main purpose of the site plan is to locate the building within the confines of the building lot. This is important to locate the property within the zoning setback requirements. Setback dimensions are shown in feet and 100th of feet, (not inches). A registered land surveyor performs a site survey. An additional use of the survey and site plan is to show the topography of the property. The changes in surface elevation are shown by contour lines. The reference point is called a datum. Contour lines are typically shown in 5-foot elevation increments, but may be in 1-foot increments. Contours are continuous and do not merge together.

A known elevation on the site used as a reference point during construction is called a benchmark BM. A benchmark is a point of known elevation, established by registered survey and marked by a brass plate on a post at or near ground level by a brass plug (PPHC, 18). The benchmark is established in relation to the datum. When elevations are required on the project the term grades is used rather than contours. Contours are given in single numbers, while grades have 2 decimal places of accuracy. The North Arrow clearly shows the buildings orientation on the property. The surveyor will also use compass directions to define the property boundaries; these compass directions are called bearings of a line.

Transit Level

The instrument used to obtain elevations is a builder’s level, a transit level, or a transit, which is also called a Theodolite. A Target is a rod with a ruler graduation scale and is used for measuring to find the difference in grade or elevation between two points. The difference between the rod readings at two locations will be the difference in elevation or grade. A LOS or line of site is the line of site from the cross hairs in the builders level to a point viewed on the target. The Station is a point you are working



from, or a point you are trying to establish or verify. The point where the level is located is a station, as well as the point where the assistant holds the target rod. Station Elevation S.E. is a point above the reference point typically the benchmark. The SE may be expressed in height above sea level or +-BM.

The Benchmark BM is a station of known elevation and is expressed in terms of feet above sea level. The Backsight BS is the rod measurement obtained by the line of sight. The reading when the rod is held on a given benchmark or station elevation. The height of the instrument or HI is the height of the line of sight (LOS) above the benchmark elevation. The foresight FS is the rod measurement obtained by the lie of sight. The reading when the rod is held on a station to be established or verified. Station spacing is used for laying long pipe sections. The first section is always station 0+00 and the next station is 0+50, meaning it is 50 feet from the first station. Station 1+00 is 100 feet away from the starting point, while station 2+00 is 200 feet away, and station 3+00 is 300 feet away from the starting point.

Station Elevation Formula: BM + BS = HI – FS = Station Elevation Foresight Reading Formula: BM + BS = HI – SE = Foresight Reading Taking a transit level reading (refer to PPCC)

• Set up the instrument at a convenient point between the benchmark and the unknown elevation, where the rod (held on the bench mark) will be in sight. Level the instrument.

• Take a sight on the rod and record the reading. This is called a Backsight. This reading, added to the benchmark elevation is the H.I. (height of the instrument).

• Have the rod moved to a convenient location between the instrument and the unknown elevation. Swivel the instrument around so that a reading can be taken on the rod at its new location. This is foresight. Record that reading and subtract it form the H.I. The result is the elevation of the point on which the rod rests, or Station 1.

• Now move the instrument to a new position between Station 1 and the unknown elevation and take a Backsight. Add that Backsight reading to the elevation of Station 1 and you have a new H.I.

• Have the rod moved to a new station and take a foresight. From it establish the elevation of Station 2.

• This procedure is repeated until the final Station reaches the unknown elevation.

Note: That residential and building contractors are required to use a registered professional, while the general contractor can do site survey work him/herself. In any case the boundaries of the lot on which a building is to be constructed should be established by markers, called monuments, set by a registered surveyor (PPHC, 34).



Commercial property is required to have water retention areas, but it has become commonplace for even houses to be required to handle storm water on the property, therefore water retention areas called drainage and utility plans are often required. The elevation of a pipe is given with respect to its invert. Invert of a pipe is the bottom of the pipe trough through which the liquid water/sewer flows. Site improvement plans include curbing, walks, retaining walls, paving, fences, and steps. Architectural drawings are numbered with an A for architect, and given in order;

• Basement • Ground floor plans • Upper-level floor plans • Roof • Exterior elevations, sections • Interior elevations • Details • Windows and doors • Finish schedules

The plan view is typically a floor plan drawn by an architect to show how the space will be used. Floor plans show the major features of the building, such as windows, doors, interior rooms, partitions, and built in cabinetry and bookcases. Architectural plans typically include notes that further define the work. Schedules are easy to read individual tables which list items like all the windows to be used in the structure, how each room is to be finished, all the lighting fixtures, all the bathroom and kitchen fixtures, as well as trusses.

Structural drawings provide a view of the structural members and how they will support loads and transmit these loads to the ground. The letter S prefixes structural drawings. Mechanical Drawings can be plumbing, HVAC, or fire protection. The letter P prefixes plumbing drawings, while H prefixes HVAC systems, and FP prefixes fire protection drawings. The letter E prefixes electrical drawings. It is essential that the contractor become familiar with the working drawings prior to the site inspection and quantity takeoff. Look for mistakes and omissions when reviewing the plans and make a decision if you even want to bid the job.

NOTE: It is worthwhile to buy Construction Master IV or V calculator on E-bay or at Home Depot. Also, the mensuration section of Walker's has a lot of useful formulas that you need to be familiar with prior to the exam. During the exam the formula's you need can be found in Walkers or Principles and Practices of Commercial Construction.



Math calculations for the exam. All the math formulas which follow are available in Walkers Chapter 24. Feet multiplied by feet become square feet. Yards multiplied by yards become square yards. Converting inches to decimal: inches / 12 = decimal e.g. 3"/12 = .25 or 25% of a foot Converting decimal to inches: Decimal * 12" = inches and decimal parts of an inch Decimal parts of an inch * 16th = number of 16th parts of an inch Area of a square or rectangle:

Area = length * width A= l * w Volume = length * width * depth Cubic yards = volume / 27 Area of a trapezoid: Area = length 1 + length 2 / 2 Area = Center Line length (middle) * height Volume = area * depth Cubic yards = volume / 27 Area of a triangle: Area = base * altitude * 1/2 A = 1/2 * b * a Volume = area * depth Cubic yards = volume / 27



Area of a right triangle: Framers and contractors to square up work use the right triangle or "3-4-5 triangle". The right triangle law or Pythagorean Theorem states that the square of the hypotenuse (long side) of the right triangle is equal to the sum of the squares of the other two sides. C C2 = A2 + B2 A2 = C2 – B2 A B2 = C2 – A2 B Drop, Run and Grade problems: Grade % = Drop / Run * 100 Drop = Run / Grade Run = Drop / Grade Area of a Circle: Area = ΠR2 Area = 3.14 * (radius * radius) Volume = Area * Depth Circumference = ΠD or 2ΠR

Area of a corner:

Area of an inside corner is 78.5% Area = R2 * .785

Area of an outside corner is 21.5% Area = R2 * .215 Notice that 78.5% (the inside corner) and 21.5% (the outside corner) add up to 100%. If you remember 21.5% or 78.5% it is easy to subtract it from 100 and get the other number. You need to know this for doing take off problems on day 2 of the exam.



CSI Format Specifications: All working drawings are issued with a set of specifications. The spec's as they are called ideally cover every item or segment of work shown on the working drawings. The spec's serve as a guideline for bidding and performing the work. The most widely used system for arranging spec's is the CSI Master Format. The CSI format uses four major categories in presenting information, which are further divided into 16 divisions;

• Bidding Requirements • Contract Forms • General Conditions • Specifications (Technical) •

The Spec's Divisions are: Division 1 – General Requirements Division 2 – Site Work Division 3 – Concrete Division 4 – Masonry Division 5 – Metals Division 6 – Woods and Plastics Division 7 – Thermal and Moisture Protection Division 8 – Doors and windows Division 9 – Finishes Division 10 – Specialties Division 11 – Equipment Division 12 – Furnishings Division 13 – Special Construction Division 14 – conveying systems Division 15 – Mechanical Systems Division 16 – Electrical Systems



Bidding Requirements: Bidding begins with an invitation for bid, or request for proposals (RFP) or advertisement for bid. It clearly defines the date, time, and location for bids to be submitted. The RFP will define the eligibility criteria to limit bidding, and define the bond requirements. The AIA contract forms previously discussed in the AIA summary sheet have the following additions to the 14 basic articles found in AIA form A201. Technical specifications deal with the actual products to be used. Addenda are any changes to the contract documents. Alternates are changes in materials, methods of construction, or additions or subtractions of the work. Allowances include items that were yet to be finalized when the contract was being drafted. Unit prices are used when the exact cost can not readily be determined.



Project Management Estimating and bidding: The estimating and bidding process uses plans and specifications (the specs) and matches them to available company personnel to determine the quantities of materials, labor, and sub-contract labor that will be required to properly bid a contract. The project contract is bid from the plans and specifications (the specs). They must be followed exactly, as any deviation from the plans and specifications will be the responsibility or the contractor, and he or she may (will likely) be responsible for paying to make any corrections. The specifications (specs) are a book of rules governing all of the material to be used and the work to be performed on a construction project. "Specifications are the guiding document an take precedence over the plans or other project documents (10-9)." When differences exist between the plans and specifications, this should be discussed between the owner and the contractor, and the outcome of these discussions should be put in writing, and signed or initialed by all parties to the contract; owner, builder, and architect. The Construction Specifications Institute (CSI) Master Format described in Walkers is considered the industry standard numbering classification for bid packages. The CSI Master Format is published by the American Institute of Architects (AIA), and can be purchased through Building News Publishing (BNI).



General Clauses and Conditions of the Master Format: The general clauses and conditions of the Master Format specifies the legal requirements of the project.

• Notice to Bidders • Schedule of Drawings • Instruction to Bidders • Proposal • Agreement • General Conditions

Notice to Bidders: The notice describes the project, its physical location, the time and place of the bid opening, and where and how the plans and specifications can be obtained. Schedule of Drawings: The drawings schedule is a list, by number and title, of all the drawings related to the project. Instructions to Bidders: This sections provides a brief description of the project, location, and how the job is to be bid, either lump sum, one contract, or separate contracts for the various construction trades (plumbing, heating, electrical, pool). Proposal: The proposal is a form made by the contractor which is a legal instrument that binds the contractor to the owner IF:

• The contractor completes the proposal properly • The contractor does not forfeit the bid bond • The owner accepts the proposal • The owner signs the agreement

The proposal may show or call for alternate bids, the project manager consults with the contractor to determine which alternate bids have been accepted…



Agreement: The owner and contractor sign the agreement and the result is a legally binding contract. General Conditions: This section details general clauses included under the CSI Master Format. They include general notes; definitions; contract documents; insurance; workmanship and materials; substitutions; shop drawings; payments; coordination of work; corrections to work; guarantee; compliance with all the laws and regulations; others circumstances worth noting. The conditions under the general conditions are not procedural, all have equal weight in the document. Therefore, "everyone involved must study each item before taking a position and assuming any responsibilities with respect to the project"(10-14). According to the CSI Master Format, the contractor must use qualified individuals for the site work, such as land surveyor or engineer. The contractor must be careful, as any utilities damaged while digging are the responsibly of the contractor. The contractor must maintain an office on the site, and maybe required to provide a telephone at the job site. Temporary toilet facilities, temporary light and power, temporary heating (if necessary) are to be provided by the contractor. The contractor agrees to replace faulty equipment and correct construction errors for a period of one year. Estimating:

• Planning is the process of determining requirements and devising and developing methods and schemes of action for the construction of a project. Planning is a combination of activity necessary, materials, equipment, and manpower estimates, site layout, material delivery and storage, work schedules, quality control, specialty tools, environmental protection, safety, and progress control (10-15).

• Estimating is the process of determining the amount and type of work to be

performed and the quantities of materials, labor and equipment needed.



Methods of Estimating:

• Square foot method is based on a cost per square foot. • Detailed survey of piece method consists of listing all materials and labor needed

for a project. • Unit price method determine the cost of each unit of construction, such as

concrete slab, form work, doors, walls, just as in the piece method. • Approximate estimates is less detailed and is based on deriving project costs

from previous projects. This approach is often used in combination with the square foot method.

Types of Estimates:

• Preliminary Estimates establishes costs for budget purposes and to identify general manpower requirements.

• Detailed Estimates is a precise statement of quantities for materials, equipment, and manpower required to construct a given project.

• Activity Estimates lists all the steps necessary to construct a given project. • Material Estimates lists of materials and quantities required to construct a given

project. • Equipment Estimates lists the equipment, time, and number of pieces necessary to

construct a given project. • Manpower Estimates estimate of direct labor man-days required to complete the

various activities of a specific project. Estimating Guidelines:

• Use pre-printed or columnar forms and record phone numbers too. • Use only the front side of each paper or form. • Be consistent in listing dimensions. • Used printed dimensions where given. • Add up multiple printed dimensions. • Use each set of dimensions to calculate related quantities. • Convert foot and inch measurements to decimal • Do not round off quantities. • When doing "take offs" mark drawings with different colors. • Group similar items together. • Identify location and drawing numbers. • Measure and list everything on the drawings. • Add items not specifically listed, but necessary to complete the job. • NOTE NTS – Not To Scale – look for NTS on exam. • Develop a method for making an estimate.



• List all gross dimensions that can or will be used again. • Utilize design symmetry or repetition. • Do not convert units until you make a total. • Change orders and alterations: figure the total basic system, and then figure the

alterations and subtract them from the basic system, to avoid the confusion of using negative numbers.

Estimating Controls:

• Use a pre-printed summary sheet and check to see that all items have been calculated.

• Use a rule-of-thumb check to make a rough estimate. If a significant difference exists between the rule-of-thumb checks and the total amount of the bid, the bid should be re-checked and the estimators should be required to justify any significant deviations from the rough estimate.

Labor Estimating Tables: There is a complete book of labor estimating tables which can be purchased from the CSI. Construction Contracts:

If a conflict exists between the drawings and the specification, it is usual that the specifications control. Should a construction requirement appear only in the specifications and not on the drawings, or vice versa, the contractor must provide the requirement just as though it were included in both places (10-45). Critical Path Method: Critical path is covered in Walkers Chapter 1, as well as in the Contractors Manual Chapter 10. This is an important part of the contractor’s exam, and you need to know how to do a forward pass and a backward pass through the flow chart to determine earliest finish date, and latest start date.

The principal objective of construction scheduling is to efficiently manage the resources used in the construction process (Walkers 1.1__). Sequential activities require that one activity be substantially complete before the next one begins (Walker 1.132). Simultaneous activities are activities that are not critical nor directly dependent on a critical activity, that is to say they can be completed within the



time frame of a critical activity. Calculate an accurate duration for each activity. The highest sum of activity durations that form a continuous chain of sequential activities through the planned project, allowing contingency time for weather and other delaying factors, is the scheduled duration of the entire project (Walker 1.1__). Planning: Planning is the most time consuming and critical element of the construction schedule process. The principal considerations of the CPM planning process involves a detailed breakdown of work items.

• Activity: Responsibility to subcontract work • Activity: Craft/Crew Requirements • Activity: Material Requirements • Activity: Equipment Requirements • Location of Work • Subdivisions of Work • Cost Control Breakdown (Walker 1.134).

Network diagrams (CPM and Pert) are best at describing the interrelationship of individual project activities (Walker 1.137). The time duration required to complete an individual construction activity is based on the amount of work required and the productivity of the labor and equipment to be used. Example: Masonry Walls to SOG (slab on grade) 4 days Masonry Walls to Joist Bearing Activity 12 days Top Masonry Wall Activity 2 days. These activities are critical, that is, they are on the critical part of activities that must be completed in sequence and on time in order for the project to finish on schedule (Walker 1.141). In this example the three nodes have duration of 4 + 12 + 2 = 18 days, which would represent the early, finish (EF) of these three activity nodes.



0 4 4 16 16 18 ACTIVITY NODE ES EF (ES and EF numbers derived during forward pass) LS LF/Float (LS and LF numbers derived during backward pass) D = duration time of activity # ES = early start time activity # EF = early finish time activity # LS = late start time activity # LF = late finish time activity # FS = finish to start constraint between 2 activities (wait time) SS = start to start constraint between 2 activities (wait time) FF = finish to finish constraint between 2 activities (wait time)

On the test you will be given a flow chart that has activities, durations of events, and an early start date for each event. You will be required to calculate the time it will take to perform all the critical activities, and then you will be required to do a backward pass and calculate the late start date for each activity.

The early start (ES) date of an activity is the earliest time the activity can possibly start, allowing for the time required to complete preceding activities. The early finish (EF) date of an activity is the very latest it can finish and still allow the project to be completed by a designated time or date. The late start (LS) date of an activity is the latest possible time that it can be started and still allow the targeted completion date of the project to be met; the late start (LS) is obtained by subtracting the activity's duration from its late finish (LF) time.

A4 The activities are critical, that is, they are on the critical pa

B The activities are critical, that is, they are on the critical part

C The activities are critical, that is, they are on the critical part

ID Duration



The Forward Pass:

Early start and early finish proceed from left to right. Each activity starts just as soon as the last of its predecessor activities is finished. Each activity has its own activity box. The ES of each activity is calculated first. The EF is then obtained by adding the activity duration to its ES value; the EF is recorded in the upper right corner of the activity box. (Walker 1.144). Merge Activities: The rule for Merge Activities on the forward pass is that its earliest possible start time is equal to the latest (or largest) EF value of the activities immediately preceding it (Walker 1.1__). The Backward Pass:

In the backward pass you calculate the late start (LS) date and the late finish (LF) for each activity. Each activity must finish as late as possible without delaying project completion (Walker 1.1__). The rule for Burst Activities, which are more than one activity following them, is that the LF value for a Burst Activity is equal to the earliest (smallest) LS for the activities that follow it (Walker 1.1__).

Float is time leeway that exists in the schedule of some activities but not in others. There are two types of float.

Total Float for an activity is obtained by subtracting its ES form its LS time. Free Float of an activity is found by subtracting its early finish time from the earliest start time of the activity or activities that directly follow it. Free Float is the amount of time an activity can be delayed without affecting the early start of the following activity.

Zero Float is called the Critical Path of the schedule network. The significance of float is that it indicates the degree to which an activity is critical, how much delay this activity can absorb without delaying the entire project.



Pert Computations: Pert uses three separate estimations for the duration of each activity.

• Optimistic Activity Duration • Probable Activity Duration • Pessimistic Activity Duration

Milestone Schedules: A milestone schedule lists the dates anticipated for the start or completion of key and critical project activities and work sequences as a measurement of project progress. To recover and get back on schedule:

• Increase manpower or crews • Add more crews • Add more equipment • Work overtime – extra hours or days • Work multiple shifts (Walker 1.151)



Site Work

Most site work is shown on civil drawings. The contractor will use the site-grading plan to determine the quantities of cut and fill. It is often not possible to tell the exact nature of the soil, so a geographic engineer will be hired to test the soil. There are many methods to determine the content and nature of the soil. The most common is the test pit. The test pit allows for a visual inspection of soil contents, stratification, water table height, and cohesiveness. A common method for larger construction projects is test boring, which provides a sample of the soil at extended depths. At this point a perk test is done to determine how quickly water will be absorbed into the ground. The site is then cleared and grubbed.

Clearing refers to removing brush, trees, and topsoil, while grubbing refers to removing stumps. Topsoil is removed from the structure site and stockpiled on site for reuse in lawn areas. Clearing work is calculated by multiplying the area by the depth that must be maneuvered. The work is calculated in cubic yards, and is often bid in unit price per cubic yard. Demolition typically defines moving any existing structures or parts of structures. Demolition can be very labor intensive, this is the main reason remodeling costs more than comparable new construction. Demolition estimates should include labor, machinery, hauling and dumpsite impact fees.

Demolition work is often bid in a lump sum LS due to the variety of tasks that are performed. Excavation is simply digging a hole for some purpose, such as erecting a building, or laying a water or sewer pipe. Bulk excavation means moving large amounts of soil around to establish a desired grade. A commonly method used for bulk excavation is cross-sectional method. The cross-sectional method divides the area into a gird of small equal sized squares, rectangles, and triangles (Walker's Ch 2). It is the easiest and most frequently used methods of computing grading cuts and fills when the plot plans shows both original and proposed contours. The contractor then tabulates how much cutting and filling will need to be done to meet grade. The volume of soil moved in each square is tabulated. When soil is excavated it tends to swell and increase in volume. Swell is expressed as a percentage OVER the original volume. When earth is compacted it tends to be compressed, and is expressed as a percentage of the original volume.



27 CY with a 18% swell = 27 * 1.18 = 31.86 CY. What was the original volume of 27 CY compacted 80%? 27/80 = .3375*100 = 33.75 CY. The logic is that 27 CY = 80% so divide 27 /80 = a factor or percentage * 100% = original volume. You can also cross multiply 27 * X = 2700 / 80 = 33.75 80 100 Excavation is a volume calculation. Excavation is calculated by length * width * height = cubic feet / 27 = cubic yards. This holds true for excavations where only two sides of a trench or hole are being excavated. If all four sides must have an angle of repose, then you use the volume calculations for a trapezoid rather than a rectangle. If you are trying to calculate how much soil needs to be hauled in or removed. It is possible to take the four elevations from the site survey or site plan and average them and subtract the average elevation from the desired elevation and multiply by length times width and divide by 27 to yield an answer in cubic yards.

Builders Level

EL1 + EL2 + EL3 + EL4 / 4 = Average Elevation (A-EL) Volume = (Final elevation – average elevation) *L * W: Problem: L = 100; W = 100; EL1 = +5.1; EL2 = +3.0; EL3 = +7.0; EL4 = -4.0; F-EL = +1.5 The problem would be solved as follows: 5.1+3+7-4 = 11.10 / 4 = 2.775 average elevation (A-EL) +1.5 (final elevation) – 2.78 (average elevation)= -1.28 (average elevation) * 100' length * 100 foot width = -12,800 / 27 = -474 CY of soil that must be removed to meet grade.



In order to stabilize a trench in sand, gravel or wet clay it is necessary to slope the sides in what is called an angle of repose. The more cohesive the soil, the steeper the angle of repose can be.

Typical Angles of Repose 90° 0 63° 1/2:1 53° 3/4:1 45° 1:1 33° 11/2:1 26° 2:1

As mentioned earlier, if the excavation only requires 2 sides to be sloped then you use the math formula for volume for a rectangle and a triangle. If all four sides are sloped then you must use the volume formula for a trapezoid and add for one missed corner.

The formula for a trapezoid is: Area = Length 1 + Length 2 / 2 OR Area = center line length (middle) * height Volume = area * depth (H) Cubic yards = volume / 27 Missing corner = B*B*H/3, where B is the width of the slope and H is the height or depth of the excavation. So the total formula for calculating a 4 sided excavation is Volume CY = (2*(Length 1 + Length 2 / 2) + 2*(Width 1 + Width 2 / 2) * H +1 missing corner (B * B * H /3)) / 27

Option 2 from Walker's is: Base Excavation: Length * Width * Height = area of a rectangle. Area of side slope: Area of triangle = (base * height) / 2; multiplied by 4 sides, plus 4 corners (B * B * H) /27 = Volume CY (Walker's Chapter 2)



In cases where the soil cannot support a structure, it is often necessary to install Caissons. Caissons can be dug as straight shafts or bell shaped at the bottom to increase load area. The caisson carries through the unsatisfactory soil down to a material that can hold the load (Walker's Ch 2). Shoring is used when there is insufficient room to stabilize the slope (p81). Shoring can be in the form of wood, steel, or concrete sheet piling. Shoring is used when there is insufficient room to stabilize the slope (p81). Shoring can be in the form of wood, steel, or concrete sheet piling.

Sheet Pile Shoring 1: Calculating amount of product needed for shoring an excavation using metal or wood. 2: Determine the perimeter or "girth" of the excavation. This will provide the number of lineal feet required (Walker Ch. 2…). Add up all four sides to obtain lineal feet. 3: Are you using metal or lumber? A: If using metal sheet pilings determine the product to be used? From the Table in Chapter 2 of Walker's. For example; if we select MZ38 which is 18" inches wide and divide the girth of the excavation by 1.5 feet (18 inches) this will tell you how many pieces of metal sheet pilings you will need to buy. Now determine the length of sheet metal that will be required. Usually one foot above grade on top and one to two feet will be driven into the ground. On the exam they will either give you the total length required or the excavation length and tell you or show you how much will be above grade and how much will be driven into the ground. Take this amount and multiply by the total number of pieces required to shore the excavation. If the question asks for it, determine the weight of the steel sheet piling. The easiest way to do this is by multiplying the square feet of the material used times the square foot weight in the table in Walker's 2.122.



Example: The basement is 100 feet by 57 feet and 8 feet deep, with one foot above grade and 1 foot driven in the ground. Use MZ38 piling. 100+100+57+57= 314 ft / 1.5 feet (18 inches = 1.5 feet) 209.33 sheets of MZ38 10 feet long. 210 pieces * 10 feet length = 2,100 sq. ft. * 38 pounds per square foot = 79,800 pounds of steel sheet piling.

Board Feet Calculations 4: If you are using wood, then you have to change the dimensions from linear feet into board feet. A board foot is a measure of quantity based on nominal dimensions equal to 144 sq. in, which equates to a board that is one foot square and one inch thick (FC, 4-5). Lumber is commonly referred to by its nominal size, which at one time was the same as the rough sawn measurement. The nominal width means you use the dimension of rough sawn lumber such as 2"x4" or 2"x6", even if you are using dressed lumber. Dressed lumber is lumber which has been surfaced in a planning machine to attain smoothness of surface and uniformity of size (Formwork for Concrete, 4-3)." If it is planed on one side it is called S1S, planed on one edge S1E, two sides S2S, or two edges S2E, and finally all four sides is labeled S4S. S4S stands for surface 4 sides. Dressing or planning lumber shaves about 1/4" off each dimension, on thinner pieces of wood only 1/8" is shaved off each dimension. Therefore a dressed 2" x 4" will actually be 1 1/2" x 3 1/2" having lost 1/4" off each side. The table on page 4-4 of Formwork for Concrete provides common timber sizes. In most applications of board foot measure (BFM) you use nominal dimensions. In calculating board feet for shoring and forming you use actual width of the board when determining the number of boards that will be required. If you are using rough sawn lumber then use the nominal width when calculating the number of pilings necessary. If you are using S4S then you use the actual width to calculate the number of piling planks required. It is most common to use tongue and grove planks, as they are easier to keep straight, and they hold water out. The top corners of the planks are cut off to minimize splitting when they are being driven into the ground. The bottom edge of each plank is angle cut to facilitate ground penetration. Using the table Lumber Required for Sheet Piling in Walker's Chapter 2.116. Table Calculation from Walker’s: According to the table in Walker's 100 sq. ft. of area equals 220 b.f. of 2" x 8" T&G, therefore 314' girth of the excavation * 10 ft. deep = 3,140 / 100 s.f. = 31.40 * 220 b.f. = 6,908 board feet. Or you can say 220 b.f. / 100 s.f. = 2.2: therefore 3,140 s.f. * 2.2 = 6,908 b.f.



Board Foot formula: BF = (t*w*l / 12) * number of planks (t = thickness; w = width; l = length) 1 piling 2" * 8" * 10' / 12 = 13.33 board feet per plank 314' (diameter of excavation)* 12" = 3,768" (inches diameter of excavation) 3,768" / 7.25" (actual width of 8" board) = 519.72 or 520 boards T&G 520 * 13.33 board feet = 6,931.60 total board feet of lumber required. Or You can say 7.25" actual width of board / 12" = .604: 314' excavation / .604 = 519.86 or 520 boards T&G * 13.33 board feet per plank = 6,929.83 total board feet required. So you understand that in using the formula you use nominal thickness and width * length / 12 BUT you use girth or perimeter of excavation divided by the actual width of the planks. Board Feet Table: If you are not shoring up the perimeter of the excavation, then you will, in all probability, need to slope the sides of the excavation as per the OSHA safety rules, as described in the previous section of this summary. After the work is complete then you will backfill the sloped area and pack it down to a specified compaction level.



Sheepsfoot Roller Problems The sheepsfoot roller is a tractor drawn roller with numerous interlocking rubber tires. It was used for compacting fill primarily.

Density specifications are usually called for in government work and for fills under paving. Obtaining 95% compaction may take as many as 12 passes of a sheepsfoot roller (Walker 2.74). Solving this problem requires the table in Walkers chapter 2.74. "Rate of Sheepsfoot Roller Compaction in Cubic Yards…" The table makes the following assumptions:

• The number of passes of the roller will be between 1 and 12 (column 1). • The materials are 70%, 80%, or 90% compactable (columns 2,3,4). • The sheepsfoot roller is 5' feet wide. • The roller operates at 2.5 mph (4 kph). • The fill is in 12" inch thick layers. • The job efficiency rate is 100% • There is no loss time for maneuvering.

In the exam problem these seven factors may not be constant, so you will be required to modify the table to solve the problem.

• The width of the sheepsfoot roller can be 5'__, 10'__, 15'__. • The compaction rate of the fill is given for 70%, 80%, and 90%, but you may

need to calculate a higher or lower factor. • If the fill is being laid in less than 12" inch deep layers, you must adjust the cubic

yards that are being compressed. The table assumes 12" deep layers, but if the fill



is 6" inches deep then multiply by .50 (50%). If the layer is 9" inches deep then multiply by .75 (75%).

• Job efficiency rate in the table is 100%, or no adjustment. An efficiency rate varies between a 50 minutes work hour or 83% (.83) and a 45 minute work hour or 75% (.75) . This becomes a factor by which you reduce the table answer.

• Maneuvering or turning also costs time, it is yet another factor that you must deduct from the table answer. A job loss rate can vary from 5% to 10%, therefore you would multiply the table answer by .95 or .90 (working time – loss = factor).

Problem:

A contractor is compacting 10,000 cubic yards of loam in 6" lifts. She is using a 10 foot wide sheepsfoot roller moving at 2.5 mph. There will be 6 passes at 90% efficiency and 5% loss in time due to maneuvering. The time required to compact the loam is ______ hours?

Example 10,000 cubic yards 6" inch lifts Loam = (90% compaction) 6 passes a turning factor of .95% (loss of 5% efficiency) go to the table in Walkers and solve the STANDARD problem. 6 passes in loam = 367 c.y. per hour. 367 * .5 (6" inch lifts) * 2 (10 ft roller) * .95 (maneuvering loss of 5%)= 348.65 c.y. per hour Answer: 10,000 cubic yards / 348.65 = 28.68 hours to complete the job.



Dragline Yardages

This problem is a good deal like the sheepsfoot roller problems. You have a number of variables, and you have a chart that has the standard answer. You get the standard answer, and then modify the standard answer, or table answer to meet your site conditions. A typical dragline has a 3/4 to 1 cubic yard size bucket. 1: The quantities in the tables represent cubic yards removed from the bank rather than cubic yards in the hauling unit. There is a big difference between the two, this is because of swell which will increase volume by 10% to 30% 2.16. 2: The optimum depth of cut for various sizes of shovel may be defined as that depth which produces the greatest output and at which the dipper comes up with a full load. 3: The dragline is working a full 60 minutes each hour with no delays for adjustments, lubrication., or operator needs. 4: The full dipper is swung through an arch of 90 degrees before dumping. This is important, because a swing of either a lesser number or grater number of degrees than 90 degrees will either save or consume time and affect output capacity. The shorter the swing the more yardage the shovel can dig. 5: The hauling units can hold a minimum of one dipper or shovel capacity and there are enough trucks / train cars to take away all the material the shovel can dig 2.__.



Problem:

What is the production capacity of a 1 cy bucket working in moist loam for one 8 hour shift. Table 2__ Hourly Shovel Output in Cubic Yards. 205 cy per hour * 8 hours = 1,640 cy per 8 hour shift. Table 2.__ Hourly Short Boom Dragline Output in Cubic Yards. 160 cy per hour * 8 hours = 1,280 cy per 8 hour shift. 2.__ The Table Giving Effect of Depth of Cut and Angle of Swing on Power Shovel Output. Note that the normal or optimal case occurs in the column where Depth of cut in % of optimum l.f. = 100' and angle = 90°You can use this table to calculate other options, such as 100' (100%) at 75° equals an increase of 1.07 (7%) over a 90° swing. So if you were solving either of the above problems and they changed the swing to 45°, 60°, 75°, 120°, 150°, or 180° you will know to use this table amount as a percentage to increase or decrease production. 45° = 126% 60° = 116% 75° = 107% 90° = 100% 120° = 88% 150° = 79% 180° = 71%



Problem:

What is the production capacity of a 1 cy bucket working in moist loam for one 8 hour shift with a 75° angle of swing. Table 2__ Hourly Shovel Output in Cubic Yards. 205 cy per hour * 8 hours = 1,640 cy per 8 hour shift* 1.05 = 1,722.00 *.97 = 1,670 Table 2.__ Hourly Short Boom Dragline Output in Cubic Yards. 160 cy per hour * 8 hours = 1,280 cy per 8 hour shift * 1.05 = 1,344.00 * .97 =1,304 There are other options the exam testers might use, such as 90° angle and an 80% optimum capacity. 40' = 80% 60' = 91% 80' = 98% 100' = 100% 120' = 97% 140' = 91% 160' = 85%



Problem:

What is the production capacity of a 1 cy bucket working in moist loam for one 8 hour shift with a 75° angle of swing and 40' optimum depth of cut. Table 2__ Hourly Shovel Output in Cubic Yards. 205 cy per hour * 8 hours = 1,640 cy per 8 hour shift* 1.07 = 1,754.80 * .80 = 1,403.84 Table 2.__ Hourly Short Boom Dragline Output in Cubic Yards. 160 cy per hour * 8 hours = 1,280 cy per 8 hour shift * 1.07 = 1,396.60 * .80 = 1,117.28 The good news is that you will probably get a question right out of the book, like the first example problem.



Calculating diesel fuel consumption rates

Let me begin by saying the answer to the questions on the exam will be .040 gallons per hour per brake horsepower = consumption. Walkers Chapter 2.38 has a formula which does provide a ball park for diesel fuel consumption, but the rule-of-thumb in 2 diesel texts I checked is .040 (4%) gallons per hour per brake horsepower.

BPH * Factor * lbs fuel per horsepower hour Weight of fuel per gallon

BPH = Brake horsepower, or rated horsepower for the engine Factor = depends on load or torque of the engine; use 50% to 60% Diesel = .5 lbs * brake horsepower Diesel fuel = 7.3 pounds per gallon To solve the problem of a diesel, skid sheet loader with a 75 hp diesel and an 18 gallon fuel tank:

• (75 BPH * .50 * .5) / 7.3 = 2.57 gallons per hour. 18 gallons / 2.57 = 7 hrs. • .040 * 75 BPH = 3 gallons per hour. 18 gallons / 3 = 6 hours.

Lubricating Oil: Remember to add 15% to the fuel costs for lubricating oil.



Hauling Calculations Many factors affect the choice of what machine to use, the following are major considerations in hauling calculations.

• Type of material to be excavated and hauled • Site conditions • Distance of haul • Time allowed for job completion • Contract Price

The following formula will help estimate the hourly production of a piece of equipment:

P = E * I * H C P = production, cu yd/hr (in-bank) E = machine efficiency, min/hr I = shrinkage factor for loose material H = heaped capacity of machine, cu yd C = cycle time of the machine, min The production or volume of material that a piece of equipment can move is based on the volume occupied by the material in its natural state or in-bank condition. Materials can increase in volume by as much as 50%. To allow for this increase in volume, the shrinkage factor I is applied to the heaped capacity H of the earthmover to reduce the load to the in-bank condition. In-bank machine capacity = H (heaped capacity) * I (shrinkage factor) Formula for calculating shrinkage is; (This is worked out for you in PPCC). I = 1 1 + % swell / 100



Machine efficiency is included in the calculation as an average piece of machinery is between 75% and 85% efficient. This efficiency percentage is assigned to the machine. Some examples are:

• Crawler tractor 50 min/hr = 83% • Rubber-tired hauling units 45 min/hr = 75% • Large rubber-tired loaders and dozers 45 min/hr = 75% • Small rubber-tired loaders 50 min/hr = 83%

Cycle time of a piece of equipment is based on the time required to obtain its load, move it to its dumping point, and return to the loading point. Total cycle time is a combination of cycle travel time + cycle fixed time. C = CT + CF Cycle time calculated in minutes; CT = D S * 88 D = distance traveled, in feet S = speed, miles per hour 88 = distance moved per minute at 1 mph All major suppliers have charts and data for the various pieces of equipment.

Example problem: Calculate production for a crawler-mounted power shovel working in well-blasted rock with a 1 1/2 yard bucket (heaped). The machine has an efficiency of 50 min/hr, and a cycle time of 3 minutes. (According to PPCC pg 74 a heaped 11/2 yard bucket holds 2 yards). 1: The percentage increase in volume for rock is 50% I = 1 / (1+ 50/100) = .67 2: P = E * I * H C (60*.83) * .67 * 2) / 3 67 cu yards / 3 = 22.33 CY



So according to this calculation production should be about 22 yards an hour. Maximum production for this shovel with a 3 minute cycle time is 60 /3 = 20 * 2 cu yd (heaped) = 40 cu yd hour.

Formwork

The actual area of the form that comes into contact with the concrete is used to calculate formwork area. It is called square foot of contact area (SFCA). It may also be calculated and priced by the linear foot.

There are two main types of footings; continuous strip footings, on which walls will be erected, and isolated spread footings, which are used to support isolated interior columns. Continuous strip footings follow the shape and perimeter of the wall, and are wider than the walls they support. They are typically formed on both sides and braced on the top and sides at 2' to 3' intervals. Metal straps are sometimes used to secure the bottom of the footing; they are set at 2' to 4' intervals. The most common forms for footings are 2" * 12" planking. Common sizes for footings are 20" to 36" wide by 12" to 18" deep. Footings are calculated by the LF, while stepped footings covering changing elevations are priced separately. To minimize lateral movement of the wall a small indentation, called a keyway is pressed into the top of the footing using a tapered 2" * 4" shaped like a trapezoid. Spread footings are isolated masses of concrete, often square or rectangular in shape, with thicknesses varying from 12" to 24". These spread footings support point loads from columns that rest on them (PRMT, 101). Combined footings are spread footings that carry loads at two or more column points. Spread footings are priced by the piece (EA). A wall, or a retaining wall is cast in place on top of a footing and is used to retain the soil at or below grade. Formwork for a foundation wall is typically made of smooth plywood sheathing applied with 2" * 4" bracing or steel frames called walers. Foundation walls are made by doubling formwork on top of a strip footing. This creates a narrow box that is typically 6" or 8" inches wide that holds the liquid concrete while it is cast-in-place. The narrow box is held in place by ties that are typically placed 24" on center both horizontally and vertically. Greater hydrostatic pressure may require more ties and more walers. Walers are horizontal wood or metal braces that help contain the hydrostatic



pressure on the wood sheathing DCCM, p.8). Average concrete has a dead load weight of 150 lb/cu ft, including the reinforcing. The live load is calculated to be 50 lb/cu ft. for workers and equipment and if buggies are used a live load factor of 75 lb/cu ft. is used. If you want to calculate the dead load pressure being exerted on a 6" slab: 150 lb/cu ft / 12 inches = 12.5 lb/ cu inch x 6 inches = 75 lb/cu ft of pressure. A pier is short column of concrete, typically reinforced with re-bar that is used to support structural load points. All types of formwork must be coated with a release agent to keep the concrete from hardening to the wood and metal bracing. Grade beams are horizontal beams set on concrete piers that in turn set on spread footings. In a beam or slab holding a dead and or live load both vertical and horizontal shear are present and the net result of the two forces is called diagonal tension. A crack resulting from these forces always occurs near the support and extends upward and outward at an angle of approximately 45 degrees to the top. To resist the diagonal tension, small U or W shaped bars called stirrups are used and are placed vertically across the beam. Since shear is usually at a maximum near the support and decreases toward mid-span, the stirrups are more closely spaced near the support and spaced increasingly farther apart toward mid-span. Steel is usually used to resist tension forces, but in columns it is used to resist compression forces. Since bars are about twenty times stronger than an equivalent area of concrete, they are used to carry part of the column load (PRB, 5-7). The concrete and the steel work together and the result is a column that is much smaller in size and lighter in weight. Pile foundations are used where the sub-grade is too soft to provide adequate bearing for a normal footing. Piles are driven, a spread footing is poured and a column is placed on the spread footing. After the piles for each footing are driven, they are cut off at the same level. This is usually about six inches above the bottom of the footing. Elevated slabs or cantilevered slabs are built like grade beams when they are cast-in-place. Edge forms are the simplest of forms used for making sidewalks and pads. All the above are measured in linear feet, and priced either by the linear foot or individually. Expansion joints are typically filled with a joint filler which is an asphalt impregnated fibrous boards 4" to 6" tall that is used to allow for safe expansion and contraction of the concrete. Expansion joints are usually placed at the perimeter of the concrete slab where it abuts a strip footing or spread footing. Control joints are a sawed groove in the concrete surface that regulates cracking as a result of settling caused by dimensional changes (settling) in large pours of concrete (PRMT, 107). Concrete reinforcement is the placing of steel bars and wire lath within the formwork prior to the placing of concrete. Welded wire fabric is used to control contraction in the concrete and to reduce cracking due to settling. Reinforcing bars called re-bar is deformed or knurled round bars of high-grade steel. Re-bar comes in standard sizes from 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 18. The number denotes approximately the diameter of the bar in eights of inches; 3/8, 4/8, 5/8, 6/8, 7/8, 8/8, 9/8, 10/8, 11/8, 12/8, 13/8, 14/8, 18/8. Sizes and weights per foot of bars are given on a table on page 6.3 of Placing Reinforcing Bars.



Re-bar Calculations

• You will be given the dimensions of the slab, or they will be on the plans. • You will be told the spacing longitudinally (length), such as 16" OC. • You will be told the spacing transverse (width), such as 12" OC. • Divide the slab length by the spacing OC multiply by width. • Divide the slab width by the spacing OC multiply by the length. • Add both dimensions. • Find the table with the weight per pound of #__re-bar. • Multiply LF by weight per pound, on large jobs convert to tons.

Spirals (re-bar) are used in spirally reinforced columns, piers and piles and are made of deformed bar; plain bar or wire bent to a specified diameter into a form similar to that of a coiled spring. The spacing of the bar is important and spacers are sometimes provided to hold this spacing, known as pitch. Table on 6.10 PRB provides the minimum number of spaces required per diameter of spiral.

Spiral Wire Or Bar Size Spiral Core Diameter Minimum no of spacers 3/8" #3 > 20" 2 1/2" #4 20" - 30" 3

> 30" 4 5/8" #5 <= 24" 3 5/8" #5 > 24" 4



Rebar is calculated in LF and converted to pounds or tons. One ton equals 2000 pounds. Each size of re-bar should be listed separately for pricing. Don't call it re-bar on the exam, that is the wrong answer, it is reinforcing bars. Offset Column Bars are bent so that the upper part which projects above the upper floor will come inside the vertical bars in the column above. All offset bends in a column are made using the largest offset. Where the column faces are offset 3 inches or more, the lower vertical bars stop below the floor and a separate short bar called a dowel is used, extending below and above the floor line a specified distance (6.11 PRB). Re-bar is usually shipped by flatbed truck. Sufficient lead time must be allowed the fabricator so that detailing, approval of placing drawings, fabricating and delivery of bars. When a bundle is opened and part of the bars removed, the bar with the tag should remain with the bundle.

The main factors affecting bond are the presence of scale, rust, oil and mud. Scale and rust do not pose a problem. Rust may in-fact improve the bond because it increases the normal roughness of the surface. Mud coating the bars must be removed, oil or grease must also be removed before placing the bars. When hoisting bundles of bars thirty feet (30) or longer, it may be necessary to use a spreader bar so that the bars will not bend excessively. If a spreader bar is not used, a sling should be used so as to avoid picking up the bundle by the wire wrappings. The sling must be made of wire rope not less than 1/2 inch in diameter. Slings are short lengths of wire rope with a spliced eye at each end or a spliced eye at one end and a hook on the other end (7.6 PRB). The stress or tension on each choker depends on the number of chokers, the angle of the choker, and the total load. The total weight lifted is divided among the supporting chokers and acts straight downward. The greater the angle of the choker from a vertical, the greater is the tension in the choker. This means that the strength of the hoisting line determines the maximum lifting power of the combination. To determine the maximum lifting power of the combination, it is necessary first to determine the tension on each choker for a given load. This may be computed by the following formula: (PRB 7.9) T= (W * L) / (N * V) Given: W, weight lifted (in pounds) V, vertical distance from the load to the hook (in feet) L, the length of the choker (in feet) N, the number of chokers, is counted. T, the result is the tension on the choker (in pounds) Stock lengths of bottom bars in slabs are typically of 5 ft and 10 ft. Where more than one length is used in a single line, they should be lapped so the end legs are locked or tied



together which makes a 5" lap so the effective length of bolster will be 4'7" and 9' 7" in respectively.

Overlapping of reinforcing bars is usually 16" to 18", however another way to determine the minimum length of overlap is to say some factor times the diameter of the rod, for example; 24 times the diameter for #5. To calculate the overlap length it is necessary to turn a fraction into a decimal and multiply: #5 = 5/8 = .625 x 24 = 15". The minimum length between the end of a slab cast against earth and the end of re-bar placement should be a minimum of 3". It is important that bars be placed and held in position as shown on the placing drawings. The strength of any concrete member can be affected by the improper positioning of the reinforcing bars. For example, lowering the top bars or raising the bottom bars by 1/2 inch more than specified in 6 inch deep slab could reduce its load carrying capacity by 20 percent. Bars are normally stocked in 60 ft. length. Field welding of crossing bars has shown that this can reduce the strength of a bar to 35 to 40 percent of its original capacity. Wire used for tying reinforcing bars is usually No 16 1/2 or No 16 gauge black, soft- annealed wire. It is not necessary to tie bars at every intersection. Tying every intersection adds nothing to the strength of the finished structure. In most cases, tying every 4th or 5th intersection is sufficient. On page 12-2 PRB there is a 6 step process for placing bars in beams. 1: Beam bolsters are properly located and spaced at 5 ft O.C. maximum, resting on the bottom beam form. 2: Stirrups are place with the closed end down, resting on the beam soffit and located opposite chalk marks made along the forms from spacing taken form the beam schedule. 3: Bottom Bars are lowered into position inside the stirrups and rest upon the beam bolsters, with the ends of the bars extending the proper distance into each support. 4: If bottom bars are to be placed in two layers, upper beam bolsters or bar separators are laid in position and tied across the top of the bottom bars to support the upper layer of bars. 5: Second layer bottom bars, is any, are lowered into place inside the stirrups upon the upper beam bolsters. 6: top bars, continuous and/or short, are placed in the top and/or second layer. Bar separators or upper beam bolsters can be used to support both layers of top bars as shown on the beam section at the left.



Design and Control of Concrete Mixtures For the exam you do not need to know much about the nature of concrete. Cement is the name of the dry mix in the bag. Once all the components are mixed together and water is added then the mix is called concrete. It is important that you know that concrete is a plastic mixture of components. These components are Portland cement, aggregate, sand, water, and additives to modify the nature of concrete.

Portland cement is a hydraulic cement. Portland cement is a compound made primarily from hydraulic calcium silicate. It was patented by Joseph Aspdin in England in 1824, and is called Portland cement because it is similar in color to naturally occurring stone found in Portland England. A bag of Portland cement weighs 94 lbs and has a volume of about 1 cubic yard.

Hydraulic cement sets up underwater; therefore it must have sufficient water to supply the entire hydration process. If the concrete is not kept damp it will not cure properly and it will not reach the desired compressive strength, which will increase the probability of cracking. Normal concrete reaches it desired compressive strength in 28 days. To determine compressive strength test cylinders 6” * 12” are made for testing working samples of the concrete. Usually 4 to 6 samples are taken from each work area during the course of the pour. Compressive strength tests also provide information on flexural strength, tensile strength, tensional strength, and shear strength (page 5). Most general use concrete should test out at between 3000 psi and 5000 psi. High early concrete should have at least 6000 psi, and it is possible to order high early at compressive strengths up to 20,000 psi (page 5).

Excessive amounts of water in the mix is not the answer to insuring proper hydration, as this will dilute the Portland cement and weaken the compression strength of the concrete. It is important to keep the concrete wet or damp for as long as possible, ranging in periods from three days to one week, depending upon the desired compressive strength.

In order to maintain a minimum 80% moisture content it is important to use a 6 mil plastic liner under foundation pours. Another technique used in foundation pours is to



saturate the sand with water, thus cooling the area, and allowing the concrete to absorb moisture from the ground. It is also acceptable to use a lawn sprinkler or soaker hose, wet burlap or a chemical coating over the top of the concrete to seal in the water after about 3 hours once the concrete has lost its workability. Concrete will continue to hydrate - gain strength for up to 28 days so long as there is water available to continue the hydration process. If the water is allowed to drain out of the concrete the hydration process will stop before the concrete reaches it’s maximum strength. What is equally important is that there will be un-hydrated cement powder in the concrete mix that will have a tendency to cause pop-outs, cracking, and structural weakness. Portland cement acts as an adhesive to hold the aggregate together to form a rock like substance. Cement powder usually constitutes about 25% to 40% of the total volume of concrete. Aggregates are sand and stone used in the making of concrete and constitutes 60% to 75% of concrete volume. Fine aggregates range in size from sand beads to 3/8” thick crushed rock. Coarse aggregates are larger than 3/8” and can be up to 11/2” thick. The largest size of aggregate you should use is 1/3 the depth of slabs, 1/5 the smallest dimension of a vertical pour, or ¾ the clear spacing between reinforcing bars (page 36). The purpose in using large and small aggregates together is to minimize voids in the concrete. The more aggregate used in the concrete the less expensive the concrete mix will be. More water and cement is required for small-size aggregates than for large size aggregate. The amount of cement powder required decreases as the maximum size of coarse aggregate increases. Concrete with the smaller maximum-size aggregate has higher compressive strength. This is especially true of high-strength concrete (page 35).

The specific gravity of concrete is important when you are building forming to contain the liquid concrete, and when you are making a concrete pour on a flat roof. The specific gravity of most aggregates ranges from a normal specific gravity of 2.4 which equates to 150 pcf including the weight of reinforcing bars, to an upward range specific gravity of 2.9 which equates to 181 pcf including the weight of reinforcing bars. (WEG 3.11;DCCM p8) Light weight concrete for roofs made from pearlite or vermiculite aggregates typically has a specific gravity of 100 pcf. Specific gravity of aggregates is based on a relationship between the weight of a given volume of stone and an equal volume of water. Water weights 62.4 pounds per cubic foot, so a cubic foot of aggregate should weigh 62.4 * 2.4 = 149.76 pounds up to 62.4 * 2.9 = 181 pounds per cubic foot. The quality of water used in concrete has an important impact on the final product. Clean tap water is preferred when available. Silt or clay in the water will have the effect of forming a fine layer between the aggregate, the reinforcing bar and the hydraulic cement. Silt and clay can weaken the bond of concrete resulting in cracking and premature aging of the concrete. Alkali sodium carbonate can cause the concrete to set very rapidly. Chlorine in the water can cause the reinforcing bars to corrode. Sodium or seawater can only be used in un-reinforced concrete pours. When salt is present the water-cement ratio must be reduced to maintain normal strength of the concrete. Excessive amounts o f oil in



the water can decrease concrete strength by up to 20%. For this reason it is important that excessive amounts of release agent not be sprayed on forming boards.

Air-Entrained concrete is used to increase the working life of concrete that is subject of freezing and thawing. Air-entraining is accomplished by adding an agent that traps air bubbles in the concrete similar in nature to a soap film (page 47). The air bubbles are extremely small between 10 µm to 1 millimeter and are intended to be distributed throughout the concrete pour. Air-entraining improves the workability of concrete, and a steel-troweled surface will resist abrasion more than a surface that is not troweled (page 9). At the same time, beware of premature finishing air-entrained concrete, as this will reduce the amount of air bubbles at the surface level which will allow scaling and frost damage on the surface (page 58). To minimize cracking in concrete the most effective method is to use control joints, and properly positioned reinforcing steel bars (page, 10). Control joints should not be confused with construction joints which are used to contain separate pours, such as the last pour of the day from the first pour the next morning.

There are 5 common types of Portland cement. Each type of cement has preferred applications. Type 1 Portland cement is general-purpose cement suitable for all uses, such as pavements, floors, building walls, ridges, tanks, reservoirs, pipes, masonry units, and precast concrete products, but Type 1 lacks special properties. Type 1 is the standard for heat transmission during the hydration process, all other types heat transmission is referenced to Type 1. Heat generation is important when pouring vertical walls and columns. The contractor either has to pour hot concrete at a slower rate or switch to a cooler mix to minimize pouring time. Type 1-A is Type 1 concrete with air-entraining agents added for frost protection. Type 2 Portland cement is used where salt (sulfates) are likely to attack the concrete. Type 2 Portland cement generates less heat over a longer period that Type 1 Portland cement. The amount of heat generated during the hydration process can usually be specified when ordering Type 2 concrete. Type 3 Portland cement is generally called high-early, reaching high strengths usually within a week or less. Type 4 Portland cement generates minimal heat during the hydration process. Type 4 gains strength slower than other types of concrete, and is used in very thick pours. Type 5 Portland cement is only used for concrete exposed to high levels of sulfates. Sulfate resistance can also be increased by air-entrainment or enriching the cement mix. White Portland cement is commonly made from Type 1 and Type 3 Portland cement. White Portland cement is primarily a cosmetic product and conforms to the same specifications as gray Portland cement. Waterproofed Portland cement is made by adding stearate to the Portland cement during final grinding (page 19). In proportioning concrete the objective is to design a concrete that is workable, durable, strong, uniform in appearance and economical (page-77). There are two methods for determining proportioning volumetric method and the absolute-volume method. A common volumetric mix is 1-2-3, 1 part cement, 2 parts sand, and 3 parts coarse



aggregate. The absolute-volume method uses the specific gravity of the components to determine the mix ratio. The number one factor in the quality of cement is the quality of the cement paste.

The quality of the cement paste is determined by the water-cement ratio. The less water that can be used, in proportion to cement, generally the stronger the concrete will be. The water-cement ratio is simply the weight of water divided by the weight of cement (page 78). On the other hand, the concrete can not be starved for water, as the cement continues to gain strength so long as there 80% relative humidity available and an acceptable temperature above 40° degrees Fahrenheit. It is possible to create a stronger mix by modifying the nature of some of the components of the concrete mix. The larger the size of aggregates used the less water required which will result in a richer mix, or the cement paste can be cut back to lower construction costs. Rounded aggregates require less water than crushed sharp aggregates, again promoting a richer mix or a more economical mix. If you are trying to increase the compressive strength of the concrete, then limit the aggregates to ¾” and use crushed stone rather than rounded stone. In making air-entrained cement the use of larger size aggregate will reduce the amount of air-entrained additive required as the aggregate will take up more space in the concrete.

Slump refers to the consistency, workability and plasticity of concrete. Workability is a measure of how difficult it is to place and finish concrete. Consistency and plasticity reflect the ability of fresh concrete to flow into the forming. Slump is a measure of consistency and workability, generally the higher the slump the wetter the concrete (page 80). Slump is generally specified in a range from 2” to 4” inches. When you need to adjust slump, a rule of thumb is that 1” in. of slump can be created by adding 10 lbs of water per cubic yard of concrete. Slump may be increased by 1” for hand placement and consideration (page 80). Slump Recommendations maximum minimum Foundations and footings 3 1 Caissons and substructure walls 3 1 Beams and reinforced walls 4 1 Columns 4 1 Pavement and slabs 3 1 Bulk concrete 2 1 Page 81 To decrease the water required in concrete use larger aggregate, reduce the water-cement ratio, reduce the slump, use rounded aggregates, use water reducing admixtures, and fly ash. To increase water required, pour concrete in hot temperatures, increase water cement ratio, increase slump, use fine angular aggregate. When trying to achieve a specific mix



you can make trial mixtures varying the water-cement ratio in 3 6” x 12” test cylinders to define a specific compressive strength.

In reality you call up CSR-Rinker and they have cylinder test results available for a wide variety of mixes. This established data available from CSR-Rinker can be relied upon for bidding contracts. Batching is the accurate process of weighing or controlling the volume of measuring ingredients as the are put in the mixer. Specifications generally provide the following margin of error 1% for cement, 2% for aggregates, 25 for water, and 35 for admixtures (page 94). Concrete batches are required to be delivered and poured within 11/2 hours or before 300 turns of the mixer drum after introducing all elements (Portland cement, aggregates, water) of the concrete mix. In placing concrete the rate of placement should be between 6” and 20” per pour for reinforced members, and 15” to 20” for thick mass work” (page 104). Concrete should be set at a rate that the previous layer has not set before the new layer is placed in the forms to avoid flow lines, seams, and cold joints (page 104). If you are going for the General Contractors exam then it is important to read the entire book Design and Control of Concrete Mixtures, as it is an important part of the second day of the exam. The following is a summary of concrete information from Walkers. Materials and Types of Concrete: Concrete is a composite material composed of sand, coarse aggregate, cement and water, which is applied in a plastic or liquid state. Under normal temperatures, the initial set will occur in hours. The greatest asset of concrete is its high compressive strength, durability, and ability to withstand weathering (PRMT p 97). When concrete is combined with steel reinforcing bars the concrete takes on the ability to withstand elongation, which is called high tensile strength. Protecting concrete with a covering in the early period to prevent loss of moisture in hot dry air, or at low temperatures is an important factor in the development of both strength and durability in concrete. A plastic liner can be used under the concrete and wetted burlap covering the top, or a chemical spray to prevent moisture loss. When calculating concrete requirements the contractor needs to look at all the drawings in the set including those prefaced with S, A, M, E, for applications of concrete. Takeoff considerations that effect pricing:

• A specified compressive strength per square inch (psi), have different cost structures; for example: 3000 psi, 3500 psi, 4000 psi.

• Additives that accelerate drying time, such as high early strength Portland cement that will achieve the same strength in 72 hours that other types of concrete normally achieve in 7 to 10 days. Concrete usually achieves its full rated strength in 28 days (PRB, 2.1).



• The size and type of aggregate used will affect cost. • Air entrainment, which increases workability and weathering characteristics,

uses additives of 3% to 6% of volume. • Chemicals such as calcium chloride, for fast drying, increase costs. • Using perlite or vermiculite as the aggregate for making light weight concrete, as

used over corrugated roofing, adds considerably to costs. Ready-mixed concrete, which is produced off site, has become the industry standard due to better quality control of the mix. The typical minimum delivery quantity is 5 CY, commonly referred to as short loads. Consistency is loosely defined as the wetness of the concrete mixture. It is measured in terms of slump – the higher the slump the wetter the mixture and it affects the ease with which the concrete will flow during placement. It is related to, but not synonymous with, workability (3.130). The specification also requires that the concrete must be delivered and discharged from the truck mixer or agitator truck within 1-1/2 hours after introduction of the water to the cement and aggregate or the cement to the aggregate (Walker 3.145). When factoring waste calculate 3% unless there is a lot of transporting, or moving with wheel borrows, in which case calculate a 5% waste. Test cylinders, which are steel molds 6" in diameter by 12" high are used to obtain samples of concrete. After either 7 days or 28 days of curing, the samples are crushed to insure the concrete meets minimum compression strength (PRB, 5-1). Concrete is measured by the cubic foot and converted to cubic yards by dividing cubic feet by 27. CF / 27 = CY



Trusses Structural performance depends on the trusses being installed vertically, in-plane, and at specific spacing, and being properly fabricated and braced. (p.2). There are many critical phases regarding safety including; loading, shipping, receiving, unloading, shoring, installation and bracing of trusses. By far the majority of wood truss related accidents occur during truss installation, not as a factor of design fault.

Major causes of wood truss collapse are as follows; • inadequate or improper bracing • improperly installed or inadequate bracing connections • improper and or inadequate connections to supporting structure • overloading of roof and floor trusses before permanent bracing has been installed • Most common overloads are stacks of plywood placed on trusses before the

trusses are properly braced. • Improper field alterations of trusses • Installation of broken, damaged, and improperly repaired trusses • Improper truss alignment • Improperly engineered or installed wall structures • Failure to provide proper bracing during installation



The builder, licensed contractor, who pulled the permit is responsible for the proper receiving, unloading, storage, handling, installation and bracing of metal plate connected wood trusses and will henceforth be referred to as the installer! Hauling:

A truss should be supported at intervals of 25 feet or less. A truss is a manufactured assembly, not a monolithic product. The trusses must be maintained in alignment before, during and after installation. Banding should be placed as close to panel points as possible to prevent bending of the lumber. Banded truss bundles transported in a horizontal position should be stacked on the trailer so as to prevent excessive bending.

Receiving:

It is the contractor's responsibility to inspect trusses for damage at the destination point (job site). Verification of delivery ticket or bill of lading listings should be checked against an actual piece count. The receiving party should look for any permanent damage such as cross breaks in the lumber, missing or damaged metal connector plates, excessive split in lumber, or nay damage that impairs the structural integrity of the truss. Any deficiency should be noted on the receiving documents. Unless notation is made on these documents, the truss manufacturer will generally assume no responsibility for damage to the truss. A piece count as also helpful in avoiding delays in the vent any items are missing. In the case of damage, notation of any deficiencies should be made on the delivery documents. Unloading: Care should be taken at every phase of handling of trusses to avoid lateral bending of the trusses. A crane with a spreader bar and cables is strongly recommended for trusses with spans grater than 30 feet. The strapping is not strong enough to safely support the weight of trusses, so never lift bundles by their strapping. Do not attach cables, chains, or hooks to the web members. Lift underneath the top chords about 1/4 to 1/3 of the way from the peak. Whenever possible, trusses should be unloaded in bundles. Trusses should be loaded on smooth ground causing no distortion or strain. All banded trusses should be picked up by the top chords in a vertical position only. The smooth dry ground the trusses are placed on should be as close to the building site as possible to minimize handling. Trusses manufactured with fire retardant lumber should not be subjected to impact load, such as dropping, which may impart the structural integrity of the truss. All trusses, which are installed one at a time, should be held safely in position with the installation equipment until such time as all necessary bracing has been installed. Hand installation of trusses is allowable provided lateral bending is prevented.



Storage: If trusses are stored horizontally, the blocking should be on eight to then foot centers to prevent lateral bending. If the truss bundle is to be stored for more than one week, the solid blocking, generally provided by the receiving party, should be at a sufficient height to lessen moisture gain from the ground. Do not break banding until installation begins. Pitched trusses should not be stored with the peak down and scissors trusses should not be stored with the peak up. Bundles should be placed in a horizontal position before banding is removed. If tarpaulins or other water resistant materials are used the ends should be left open for ventilation. Trusses made with fire retardant lumber should have minimal exposure to the outside. Trusses stored vertically should be braced in a manner to prevent topping or tipping. Without bracing trusses are laterally unstable. Trusses may be installed either by hand or by mechanical means. The contractor should be knowledgeable about the truss design drawings, truss placement plans, and specification notes. Hand Installation: Excessive lateral deflection is that which produces strain in the lumber or metal connector plates, which will weaken the joints.

Any lateral deflection greater than three 3" inches in a ten foot span should be considered excessive. Trusses should be handled so as to ensure support at intervals of 25 feet or less. Depending on length, the truss should be supported at the peak for spans less than or equal to 20 feet, and at quarter points for spans less than or equal to 30 feet. Sufficient control should be used during lifting and placement to assure safety to personnel and to prevent damage to trusses and property. Slings, tag lines, spreader bars should be used in a manner that will not damage the metal connector plates on the trusses. Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. For truss spans less than 30 feet a suggested procedure for lifting is illustrated in figure 11. For truss spans 30 feet to 60 feet, a suggested lifting procedure is shown in figure 12. Lines from the ends of the spreader bar should "toe-in" Do not permit the lines to "toe-out" since this will tend to cause bucking of the truss. The angle of the bridle or harness used to lift the trusses should ideally form a 60° angle. Tag lines should be tied at the end of the truss to facilitate guiding the truss into place. A spreader bar should be 1/2 to 2/3 the length of the trusses 60' or less.

On trusses longer than 60' a strong back spreader bar should be used. A strong back spreader bar differs from a spreader bar in that the strong back is actually attached to the truss. It is important that the truss be properly braced before the hoisting equipment and lines are released.



Building Lines and Dimensions: The builder or contractor of record is responsible for the accurate location of building lines and elevations. Jobsite dimensions and coordination of truss drawing dimensions (and truss placement plan, if submitted) are the responsibility of the builder of record. The builder of record should verify truss drawing dimensions, and truss placement plan, if submitted, and return approved copies to the truss manufacturer in sufficient time for fabrication and delivery in accordance with the agreed construction schedule. The builder of record must pay attention to lines and dimensions to assure that: • The load bearing surfaces (top plates) are level where required to be level; • The overall dimensions (length, width, height, diagonal) are correct, and all bearing walls are plumb and properly braced; • The load bearing surfaces (top plates) are straight in their lengths, and parallel where they should be parallel; • Special supporting structures are installed accurately at the locations shown on the plans; • Supporting structures are capable of safely carrying the wood truss system during the after their installation. Anchors and Ties: All tie-downs, seats, bearing ledgers, and anchors should be properly attached. Trusses should not be installed on anchors or tie-downs which have temporary connections to the supporting structure. Trusses should not be installed over loose lintels, shelf angles, headers, beams, or other supporting pieces. Installation Tolerances: Installation tolerances are critical in achieving an acceptable roof or floor line and in establishing effective bracing. Use of a stringline, plumb bob, level or transit is recommended in order to achieve acceptable installation tolerances.

Trusses should not be installed with a variation from plumb (vertical tolerance) at any point along the length of the truss from top to bottom chords with exceeds 1/50 of the depth of the truss at that point (D/50) or two inches, whichever is less. Location of trusses along the bearing support should be within +- 1/4 inch of plan dimensions. Trusses are to be located at the on-center spacing specified by the truss design engineer. Top chord bearing parallel chord trusses should have as a maximum gap 1/2" between the inside of the bearing and the first diagonal or vertical web as shown figure 16 on page 27.



Ground Bracing: Ground bracing should be of no less than 2x4 grade marked lumber or other structural bracing materials at the discretion of the designer. Splices: Splices for ground bracing should occur only at a point that is laterally braced. Splices for ground bracing, if constructed with wood members, should have a minimum three foot overlap nailed with a minimum of ten 16d x 3 1/4 inch nails, nailed in accordance with NDS. Responsibility: The builder / contractor is responsible for the proper selection of lumber sizes, connections and installation of the ground bracing system. Lateral Bracing: All temporary bracing should be no less than 2 x4 grade marked lumber, should be 10 feet long, and should have design values in accordance with the NDS (National Design Specifications)! End diagonal brace transfers brace force to the support structure and must be attached to a fixed point of the structure. All connections should be made with a number of nails as specified by the designer. All lateral braces lapped at least two trusses. Continuity: Bottom chord lateral bracing (LB) may be applied to the top or underside of the chord member and should be at least 2 x 4 grade marked lumber, nailed with a minimum two 16d nails. Permanent Diagonal Braces: Generally for pitched roof trusses, the spacing ranges from 12 to 16 feet, depending upon how it relates to bracing in the plane of the top chord. All bracing lumber should be no less than 2 x 4 – 10 feet long. A minimum of two 16d double head nails should be used at each connection. Read all the Truss Tips: Trusses, which do not meet interior load bearing walls, should be shimmed for adequate bearing.



Board Feet Calculations

Board Foot formula: BF = (t*w*l / 12) * number of planks (t = thickness; w = width; l = length) 1 piling 2" * 8" * 10' / 12 = 13.33 board feet per plank 314' (diameter of excavation)* 12" = 3,768" (inches diameter of excavation) 3,768" / 7.25" (actual width of 8" board) = 519.72 or 520 boards T&G 520 * 13.33 board feet = 6,931.60 total board feet of lumber required. Or You can say 7.25" actual width of board / 12" = .604: 314' excavation / .604 = 519.86 or 520 boards T&G * 13.33 board feet per plank = 6,929.83 total board feet required WEG 2.111.6 Chart Answer



Gypsum Manual

1.2 Where fire resistance or sound control is required for gypsum board systems, the applicable building code regulations shall be followed. System details for fire and sound rated systems are described in the Gypsum Association's Fire Resistance Design Manual GA-600. 1.6 Attics or similar unheated spaces above gypsum board ceilings shall be ventilated by providing cross ventilation for all spaces between the roof and the top floor ceiling. 1.6.1.1 A vapor retarder having a water vapor transmission rate not more than 1 perm (57 ng / pasm) shall be installed on the warm side of ceiling framing (6 mil vapor barrier). 1.6.2 Attic space that is accessible and suitable for future habitable rooms or walled-off storage space shall have not less than 50 percent of the required ventilation area located in the upper part of the ventilation space as near the high point of the roof as practical and above the probable level of any future ceilings. Section 2 has a description of terms and specification of materials. Read thought the whole section. 2.1.1 Control joint – a designed separation to allow for expansion and contraction. 2.1.2 Edge – paper bound edge 2.1.3 End (butt) mill cut or field cut end perpendicular to the edge, core is exposed. 2.1.4 Fastener is a, nail, screw, staple used to attach board. 2.1.5 Finishing – taping of joints, concealment of taped joints, fastener heads and edge corner bead. 2.1.6 Framing member – framing, furring, bridging, and blocking to attach gypsum on. 2.1.7 Gypsum Board "the generic name for a family of sheet products consisting of a noncombustible core primarily of gypsum, with paper surfacing." 2.1.8 Parallel Application - gypsum board applied with edges oriented parallel to framing members. 2.1.9 Perpendicular Application – gypsum board applied with edges oriented at right angles to framing members. 2.1.10 Skim Coat – a thin coat of joint compound or material manufactured specifically for this purpose, applied over an entire wall and / or ceiling surface to reduce surface texture and porosity (suction) variations. 2.1.11 Treated Joint – a joint between gypsum boards which is reinforced and concealed with tape and joint compound, or covered with strip moldings. 2.1.13 Untreated Joint – a joint between gypsum boards, which is left exposed.



Materials: 2.2.1.4 Exterior Gypsum Soffit Board 2.2.1.5 Type X is special fire resistant gypsum wallboard. 2.2.1.6 Foil Backed Gypsum Board – regular gypsum or X type gypsum with a foil vapor retarder laminated to the back surface. 2.2.2 Fiber Reinforced Gypsum Panels. Type X with Fiber Reinforced gypsum panes. 2.2.3 Joint Compound – mud must comply with ASTM 475 2.2.4 Water – H2O 2.2.5 Nails, 2.2.6 Screws 2.2.6.1 Type G screws, for attaching gypsum to gypsum. Type S screws, for attaching gypsum board to light gage steel framing and wood framing. Type W screws, for attaching gypsum board to wood framing members shall comply with ASTM C 1002. 2.2.6.2 Type S-12 screws for attaching gypsum to heavy gage steel framing members. 2.2.7 Staples shall be 16 gage, flattened, galvanized, divergent point wire staples with not less than 7/16 in. wide crown outside measure. 2.2.8 Adhesives for attaching gypsum to wood and steel framing 2.2.9 Framing Members 2.2.9.1 wood 2.2.9.2 steel 2.2.9.4 Gypsum studs shall be not less than 6" wide and 1 inch thick and of lengths approximately 6" less than the floor-to-ceiling height unless full-height lengths are required for fire stops or for fire resistance. They shall be of either 1" gypsum board or multi-layer gypsum board laminated to the required thickness. 3 Delivery, Identification, Handling, and Storage. 3.2 Materials shall be kept dry, above ground, fully protected from weather

3.3 Gypsum board shall always be stacked flat – Never on edge or end. Gypsum stacked on edge or end is unstable and presents a serious hazard in the work place. 4 Application of Gypsum Board 4.1.2 Wood framing, members to which gypsum board is to be attached shall be straight and true. The attachment surface of any framing member shall not vary more than 1/8 inch from the plane of the faces of adjacent framing members. 4.1.3 When gypsum is attached to a ceiling, furring members shall not be less than 1 1/2 x 1 1/2 actual size (nominal) Notice Table 1,2, and 3 for farming and spacing, fastener lengths. 4.3.1 Where materials are being mixed or used for joint treatment or for laminating gypsum board the room temperature shall be maintained at not less than 50° F. for a



period beginning not les than 48 hours before mixing or application and continuing until applied materials are thoroughly dry. 4.3.2.1 When temporary heat source is used the temperature shall be not more than 95°F in any given room or area. 4.4.2 Except where prohibited in Section 4.4.3 foil backed gypsum board shall be permitted to be used where a vapor retarder is required. 4.5.1 When cutting gypsum, score or break from the paper front side. The gypsum board is snapped back away from the cut face. 4.5.1.1. Rasp edges and ends of gypsum 4.6.1 Gypsum board is first applied to ceilings and then to walls 4.6.3 Joints on opposite sides of a partition shall not occur on the same stud. 4.6.4 Gypsum board used in building construction shall be not less than 8" from the finish grade in fully weather – and water-protected sliding systems, not less than 12" from the ground within properly drained and ventilated crawl spaces. Where ground moisture or humidity is extreme and / or continuous, the crawl space ground surface shall be covered with a vapor barrier. 4.7 Control Joints 4.7.3.2 Where a wall or partition runs in an uninterrupted straight plane exceeding 30 linear feet. 4.7.4 Where a control joint occurs in an acoustical – or fire rated system, blocking shall be provided behind the control joint by using a backing material such as 5/8" type X gypsum board, mineral fiber, or other tested equivalent. 5. Application of Single Layer Gypsum Board to Wood Framing. 5.2 All ends and edges of gypsum board, except treated joints oriented at right angles to framing members, shall be located over framing members or other solid backing.

5.5 Nails for single nailing shall be spaced not more than 7" O.C. on ceilings, and not more than 8" O.C. on walls. Nails shall not be less than 3/8" from the edges or ends nor more than 1/2 inch from the edge or end. 5.6.1 Boards should be nailed starting from the center and work outward to the ends.

5.7 Where screws are used, they shall be spaced not more than 12" O.C. for ceilings and 16" O.C. for walls where the framing members are 16" O.C. for both ceilings and walls where framing members are 24" O.C. 14 Application of Gypsum – wall tile or plastic panels 14.3 Water-resistant gypsum backing board shal be used as a base for the application of ceramic or plastic wall tile or plastic finished wall panels in wet areas such as tub and shower enclosures. 14.3.1 Gypsum board used as a base for tile or wall panels in tub or shower enclosures, shall not be foil backed and shall not be applied over any vapor retarder.



14.3.1.1 For the purposes of this specification, a single layer of asphalt impregnated felt, #15 or less, applied as part of the wall system, shall not be considered a vapor retarder. 14.3.2 Water-resistant gypsum backing board shall b e permitted to be used on ceilings where ceiling framing is spaced not more than 12" O.C. for 1/2" thick water resistant gypsum backing board and not more than 16" O.C. for 5/8" thick water-resistant gypsum backing board. 14.5 Water-resistant gypsum backing board shall be applied in a perpendicular application with the paper edge spaced a minimum of 1/4" above the lip of the receptor, tub, or sub-pan. Shower pans, receptors, or tubs shall be installed prior to the application of the gypsum board. 14.5.2 In areas to receive tile, water-resistant gypsum backing board shall be attached with nails or screws spaced not more than 8" O.C. Gypsum board applied using adhesive only shall not be used as a base to receive tile. 15 External Corners, Arches, and Curves. 15.1 External corners shall be protected with a metal bead or other suitable type of corner protection attached to the supporting construction with fasteners as required to maintain straightness. Corner beads shall be permitted to be attached with a crimping tool. 15.3.1 Scoring. The gypsum board shall be scored approximately 1" o.c. on back side. After the core has been snapped at each cut, the gypsum board shall be applied to the curved surface and anchored in place with nails or screws. 15.3.2 Moistening. The face and back paper shall be sufficiently moistened and the water allowed to soak into the core before application. When the gypsum board dries thoroughly its original harness is regained. 15.4…. Tape or corner bead shall be snipped at intervals along one side to permit it to conform to the curve. 16. Exterior Applications 16.2 Framing shall be spaced not ore than 16" o.c. for 1/2" thick gypsum board and not more than 24" o.c. for 5/8" thick gypsum board. 16.3.1 Unless protected by metal or other water stops, the edges of board shall e spaced not less than 1/4" away from abutting vertical surfaces. 18 Finishing of Gypsum Board. 18.1.1.1 Approved protective respirators shall be worn when mixing powder or when sanding. 18.2 Adequate and continuous ventilation shall be provided to ensure proper drying, setting, or curing of taping and finishing compounds. 18.2.1 Non-setting type compounds shall be allowed to dry thoroughly between coats before sanding. 18.2.2 Setting type compounds shall be permitted to receive additional coats as soon as the material has set and before it dries completely.



18.5 Tape shall be properly applied either by applying compound to the joint (buttering), pressing in the tape, and wiping off the excess compound, or by mechanical tools designed for this purpose. 18.6 The second coat shall be applied with tools of sufficient width to extend beyond the joint center of the joint approximately 3 1/2" Compound shall be drawn down to a smooth even plane 18.7 Where a third coat is specified it shall be applied with tools which will permit feathering of the joint treatment edges approximately 6" from the center of the joint. (i.e. 12 inch knife) 18.7.1 After drying the final coat shall be lightly sanded with fine sand paper or wiped with damp sponge to leave a smooth even surface covering the joint. When sanding the joints, care shall be taken not to raise the nap of the gypsum board paper. 18.8 Fastener heads shall be covered with three coats, each applied in a different direction. Each coat shall be allowed to dry or set before subsequent coats are applied. 18.9 All cut-outs shall be back-filled with the compound used for aping or finishing so there is not opening larger than 1/4" between the gypsum board and the penetrating element. 18.9.1 All cut edges and openings around pipes and fixtures shall be caulked flush with water-resistant flexible sealant. 18.8 to hide irregularities – put a skim coat over the gypsum. 18.11 A good quality drywall primer shall be applied prior to decoration.

Appendix – an excellent source of exam answers A1.2.1 Cut edges and openings around pipes and fixtures shall be caulked flush with waterproof, flexible sealant or adhesive complying and ANSIA 136.1. Tubs without showerheads – not less than 6" above the rim of the tub. Tubs with showerheads – not less tan 5 feet above the rim of the tub or 6" Shower stalls – not less than 6 feet above the shower dam or 6" above the showerhead. A1.2.3 C: A bead of adhesive shall be applied as a dam between the back surface of the finishing material and the tub or receptor to prevent any leakage of water at the joint. A2.3 A good quality alkyd or oil-based primer shall be applied to the gypsum board prior to the application of any water-based texture. A.3.1 Framing spacing shall be as specified in Tables 1 and 3. gypsum board shall be applied perpendicular to the framing. A3.4 gypsum shall be applied in inside temperatures between 50°F to 70°F. A3.8 Where the gypsum board supports ceiling insulation and is finished with a water-based texture material only 5/8" gypsum board applied perpendicular to the framing members shall be used.



Occupational Safety and Health Standards for the Construction Industry

OSHA Part 1926

For the most part you need to skim - read the OSHA book, pay special attention to the highlighted sections summarized here. The highlighted areas should provide you with an overview of your responsibilities under OSHA. Just be familiar with the book and know how to look items up. A good deal of the information you will need to know for the EXAM will be highlighted, however there is a lot more to OSHA that you will need to learn to avoid fines and lawsuits. At the beginning of each section there is a list of definitions as well as a "scope" or "application" for the section. This explains the section.

General Interpretations: 1926.16 Rules of construction: The general contractor can make arrangements to have the subcontractor responsible for providing required items, such as first-aid and toilets, however this does not relive the general contractor of the responsibility, in no case shall be prime contractor be relieved of the overall responsibility for compliance. Where joint responsibility exists, both the prime contractor and his subcontractor or subcontractors, regardless of tier, shall be considered subject to the enforcement provisions of the Act. 1926.20 General safety and health provisions: The use of any machinery, tool, material, or equipment, which is not in compliance with any applicable requirement of this part, is prohibited. Such machine, tool, material, or equipment shall either be identified as unsafe by tagging or locking the controls to render them inoperable or shall be physically removed from its place of operation. "Safety factor" means the ratio of the ultimate breaking strength of a member or piece of material or equipment to the actual working stress or safe load when in use. Occupational Health and Environmental Controls:



1926.50 Medical services and first aid: Have access to medical attention, access to 911, and knowledge of how to get to the closest hospital or clinic. The contents of the first aid kit shall be placed in a weatherproof container with individual sealed packages for each type of item, and shall be checked by the employer before being sent out on each job and at least WEEKLY on each job to ensure that the expended items are replaced. 1926.51 Sanitation:

Potable Water. An adequate supply of potable water shall be provided in all places of employment. Portable containers used to dispense drinking water shall be capable of being tightly closed, and equipped with a tap. Water shall not be dipped from containers. Any container used to distribute drinking water shall be clearly marked as to the nature of its contents and not used for any other purpose. The common drinking cup is prohibited. Where single service cups to be used once are supplied, both a sanitary container for the unused cups and a receptacle for disposing of the used cups shall be provided.

Toilets at construction jobsites. Toilets shall be provided for employees according to the following table:

Table D-1 Number of employees minimum number of toilets 20 or less 1 20 or more 1 toilet and 1 urinal per 40 workers 200 or more 1 toilet and 1 urinal per 50 workers 1926.52 Occupational noise exposure Protection against the effects of the noise exposure shall be provided when the sound levels exceed those shown in table D-2.



Table D-2 Permissible Noise Exposures Duration per day, hours sound level DBA slow response

8 90 6 92 4 95 3 97 2 100 11/2 102 1 105 1/2 110 1/4 or less 115

When the daily noise exposure is composed of two or more periods of noise exposure of different levels, their combined effect should be considered, rather than the individual effect of each. To calculate exposure you divide the exposure time by the maximum exposure time allowed in Table D-2. Then add up all exposure times, if the result is greater than 1 (unity) as it is called, then it exceeds the OSHA maximum noise exposure levels.

Fe = T1 + T2 + T3 >= "1" Unity L1 + L2 + L3

Fe = The equivalent noise exposure factor must be less than or equal to "1" T1 = The period of noise exposure at any essentially constant level L = The duration of the permissible noise from Table D-2 Example:

1.5 hrs @ 97 db 2.7 hrs @ 90 db .33 hrs @ 110 db

1: divide the exposure time by the maximum limit to get a percentage. 2: 1.5/3 + 2.7/8 + .33/ .5 = 3: add up the percentages and see if they exceed "1". .5 + .3375 + .66 = 1.4975 4: This is 1.5 times the maximum daily allowable noise level, so the worker(s) cannot be exposed to this noise level. Exposure to impulsive or impact noise should not exceed 140 dB peak sound pressure level.



1926.56 Illumination: Table D-3 – Minimum Illumination Intensities in Foot-Candles Foot-candles Area of operation 5 general construction area lighting 3 general construction areas, concrete placement,

excavation and waste areas, access ways, active storage areas, access ways, active storage areas, loading platforms, refueling, and field maintenance areas

5 Indoors; warehouses, corridors, hallways, and exitways.

5 Tunnels, shafts, and general underground work areas: a minimum of 10 foot-candles is required at tunnel and shaft heading during drilling, mucking, and scaling.

10 General construction plant and shops (e.g. batch plants, screening plants, mechanical and electrical equipment rooms, carpenter shops, rigging lofts and active store rooms, barracks or living quarters, locker or dressing rooms, mess halls, and indoor toilets.

30 First aid stations, infirmaries, and offices. 1926.104 Safety belts, lifelines, and lanyards. Lifelines, safety belts, and lanyards shall be used only for employee safeguarding. Any safety belt or lanyard subjected to in-service loading, shall be immediately removed from service and not be used again for employee safeguarding. (bad mojo) Lifelines shall be secure above the point of operation to an anchorage or structural member capable of supporting a minimum deal weight of 5,400 pounds. Lifelines used on rock-scaling operations, or in areas where the lifeline may be subjected to cutting or abrasion, shall be a minimum of 7/8 inch wire core manila rope. For all other lifeline applications, a minimum of 3/4 inch manila or equivalent, with a minimum breaking strength of 5,400 pounds, shall be used.



Portable firefighting equipment: Fire extinguishers and small hose lines. A fire extinguisher, rated not less than 2A shall be provided for each 3,000 square feet of the protected building area, or major fraction thereof. Travel distance from any point of the protected area to the nearest fire extinguisher shall not exceed 100 feet. Table F-1 Fire Extinguishers Data: Know where to find Table F-1 and how to find information on the table. For example, what is the annual maintenance procedure for carbon dioxide fire extinguisher? (weigh semi-annually). Fire Protection: 1926.152 Flammable and combustible liquids Indoor storage of flammable and combustible liquids (1) No more than 25 gallons of flammable or combustible liquids shall be stored in a room outside of an approved storage cabinet. Storage cabinets shall be constructed of a minimum 1" plywood exterior grade that shall not bread down or delaminate under standard fire tests. (read details for required construction techniques if necessary). The cabinet shall be labeled in conspicuous lettering "Flammable – Keep Away."

Storage outside buildings: Storage of containers (not more than 60 gallons each) shall not exceed 1,100 gallons in any one pile or area. Piles or groups of containers shall be separated by a 5-foot clearance. Piles or groups of containers shall not be nearer than 20 feet to a building. 1926.154 Temporary Heating Devices: Ventilation (1) Fresh air shall be supplied in sufficient quantities to maintain the health and safety of workmen. Where natural means of fresh air supply is inadequate, mechanical ventilation shall b provided.



(2) When heaters are used in confined spaces, special care shall be taken to provide sufficient ventilation in order to ensure proper combustion, maintain the health and safety of workmen, and limit temperature rise in the area. Clearance and mounting: (1) Temporary heating devices shall be installed to provide clearance to combustible material not less than the amount shown in Table F-4. Table F-4 Minimum clearance in inches Heating appliances Sides Rear Chimney Room heater 12 12 18 (circulating type) Room heater 36 36 18 (radiant type) _____ Signs, Signals, and Barricades 1926.200 Caution Signs: Exit Signs: Exit signs, when required shall be lettered in legible red letters, not less than 6 inches high, on a white field and the principal stroke of the letters shall be at least three-fourths inch in width. Materials Handling, Storage, Use and Disposal Materials Storage Bagged Materials Brick Stacks shall not be more than 7 feet in height. When a loose brick stack reaches a height of 4 feet. It shall be tapered back 2 inches in every foot of height above the 4-foot level. (7) When masonry blocks are stacked higher than 6 feet, the stack shall be tapered back one-half block per tier above the 6-foot level.



Lumber piles shall not exceed 20 feet in height provided that lumber to be handled manually shall not be stacked more than 16 feet high.

Nylon Rope Slings Table H-16 Be familiar with these tables that address safe working loads for rope. Note that the safety factor for this nylon rope is 9. That means the minimum breaking strength in pounds is divided by 9 to arrive at a "safe working load." 1" inch nylon rope has a breaking strength of 23,750 pounds, divided by nine this yields a safe working load of 2,639 pounds. A chocker hitch made out of 1" nylon rode has a rated capacity of 2,400 pounds. The safety factor for Polypropylene rode slings is 6. So 1" polypropylene has a breaking strength of 13,300 pounds and a safe working load of about 2,217 pounds. The basket hitch with a 90° angle has a safe working load of 4,400 pounds. 1926.252 Disposal of waste materials Whenever materials are dropped more than 20 feet to any point lying outside the exterior walls of the building, an enclosed chute of wood, or equivalent material, shall be used. When debris is dropped through holes in the floor without the use of chutes, the area onto which the material is dropped shall be completely enclosed with barricades not less than 42 inches high and not less than 6 feet back from the projected edge of the opening above. Tools – Hand and Power 1926.300 General requirements All other hand-held powered tools, such as circular saws, chain saws, and percussion tools without positive accessory holding means shall be equipped with a constant pressure switch that will shut off the power when the pressure is released. 1926.302 Hand Tools Read the entire section. 1926.302 Power-operated hand tools.

The tool shall be tested each day before loading to see that safety devices are in proper working condition, The method of testing shall be in accordance with the manufacturer's recommended procedure.



1926.450 Scope, application and definitions applicable to this subpart. Masons' adjustable supported scaffold (see self-contained adjustable scaffold). Masons' multi-point adjustable suspension scaffold means a continuous run suspension scaffold designed and used for masonry operations. Maximum intended load means the total load of all persons, equipment, tools, materials, transmitted loads, and other loads reasonably anticipated to be applied to a scaffold or scaffold component at any one time. 1926.451 General Requirements.

Read this section on scaffolding. Capacity of a scaffold, its own weight and at least 4 times the maximum intended load applied or transmitted to it. Each suspension rope, including connecting hardware, used on non-adjustable parting, without failure, at least 6 times the maximum intended load applied or transmitted to the rope. Criteria for supported scaffolds:

(1) supported scaffolds with a height to base width (including outrigger supports. If used ratio of more than four to one (4:1) shall be restrained from tipping by guying, tying, bracing, or equivalent means, as follows;

(i) Guys, ties, and braces shall be installed at locations where

horizontal members support both inner and outer legs. (ii) Guys, ties, and braces shall be installed according to the

scaffold manufacturer's recommendations or at the closest horizontal member to the 4:1 height and be repeated vertically at locations of horizontal members every 20 feet or less thereafter for scaffolds 3 feet wide or less, and every 26 feet or less thereafter for scaffolds greater than 3 feet wide. The top guy, tie or brace of completed scaffolds shall be placed no further than 4:1 height from the top. Such guys, ties an braces shall be installed at each end of the scaffold and at horizontal intervals not to exceed 30 feet – measured from one end towards the other.



1926.451 Falling Object Protection (on scaffolds) Where used toeboards shall be;

(1) Capable of withstanding, without failure, a force of at least 50 pounds applied in any downward or horizontal direction at any point along the toeboard (toeboards built in accordance with appendix A to this subpart will be deemed to meet this requirement).

(2) (the toeboard must be - At least three and one-half inches high from the top edge of the toeboard to the level of the waling – working surface.

Horse Scaffolds: Horse scaffolds shall not be constructed or arranged more than two tiers or 10 feet in height, whichever is less.

1926.454 Training requirements (for scaffolds) The employer shall have each employee who performs work while on the scaffold trained by a person qualified in the subject matter to recognize the hazards associated with the type of scaffold being used and to understand the procedures to control or minimize those hazards. (see training requirements) Load limits and rated capacity Light duty scaffold platforms shall be capable of supporting at least 25 pounds per square foot applied uniformly over the entire unit-span area, or 250 pounds point load place on the unit at the center of the span, whichever load produces the greater shear force. Rated Load Capacity Intended load Light-duty 25 pounds per square foot –uniformly Medium-duty 50 pounds per square foot – uniformly Heavy-duty 75 pounds per square foot – uniformly One-person 250 pounds in the middle Two-person 250 pounds placed 18" to right/left of middle Three-person 250 pounds placed 18" at left/right/middle

The maximum intended load of a Float (ship) scaffold is 750 pounds. Drawings of different types of scaffold are given in 1926. Sub-part L 1926.501 Duty to have Fall Protection



This section sets forth requirements for employers to provide fall protection systems. Unprotected sides and edges. Each employee on a waling / working surface (horizontal and vertical surface) with an unprotected side or edge with is 6 feet or more above a lower level shall be protected from falling by the use of guardrail systems, safety net systems, or personal fall arrest systems. Each employee on a walking / working surface 6 feet or more above a lower level where leading edges are under construction, but who is not engaged in the leading edge work, shall be protected form falling by a guardrail system, safety net system, or personal fall arrest system. Hoist areas. Each employee in a hoist areas shall be protected from falling 6 feet or more to a lower levels by guardrail systems or personal fall arrest systems. 1926.502 Fall Protection System Criteria and Practices Top edge height of top rails, or equivalent guardrail system members, shall be 42 inches plus or minus 3 inches above the walking or working level. When conditions warrant, the height of the top edge may exceed the 45-inch height provided the guardrail system meets all other criteria of this paragraph. 1926.551 Helicopter Hand Signals: If you are shown one of these signals on the exam, find the chart and identify what the signal means. The helicopter hand signals are also used for cranes, derricks, and hoists. 1926.552 Material Hoists, personnel hoists, and elevators. Read the section on hoists: The employer shall comply with the manufacturer's specifications and limitations applicable to the operation of all hoists and elevators. Where no specifications are available, an engineer shall determine equipments loads. Overhead protective covering of 2 inch planking, 3/4 inch plywood or other solid material or equivalent strength shall be provided on the top of every personnel hoist. Ropes, the minimum number of hoisting ropes used shall be three for traction hoists or TWO for drum type hoists. The minimum diameter of hoisting and counterweight wire ropes shall be 1/2 inch.



1926.604 Site Clearing: Relating to land clearing equipment; All equipment used in site clearing operations shall be equipped with rollover guards meeting the requirements of this subpart, In addition, rider-operated equipment shall be equipped with an overhead and rear canopy guard meeting the following requirements. The overhead covering on this canopy structure shall be of not less than 1/8 inch steel plate or 1/4 inch woven wire mesh with openings no greater than 1 inch, or equivalent. The opening in the rear of the canopy structure shall be covered with not less than 1/4 inch woven wire mesh with openings not grater than 1 inch. Subpart P – Excavations Excavation calculations are covered in Walkers, as well as Principles and Practices of Heavy Construction and OSHA, use the charts and logic that seems most logical to you. 1: section one is a list of definitions; you should read these definitions and be familiar with them. e.g.

Competent Person means one who is capable of identifying existing and predictable hazards in the surroundings, or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measure to eliminate them. Cross braces mean the horizontal members of a shoring system installed perpendicular to the sides of the excavation, the ends of which bare against either uprights or wales. Kick-out means the accidental release or failure of the cross braces. 1926.651 Specific excavation requirements Access and egress Means of egress from trench excavations. A stairway, ladder, ramp or other safe means of egress shall be located in trench excavations that are 4 feet or more in depth so as to require no more than 25 feet of lateral travel for employees.



Exposure to falling loads. No employee shall be permitted underneath loads hauled by lifting or digging equipment. Where oxygen deficiency (atmospheres containing less than 19.5 percent oxygen) or a hazardous atmosphere exists or could reasonably be expected to exist, such as in excavations in landfill areas or excavations in areas where hazardous substances are stored nearby, the atmospheres in the excavation shall be tested before employees enter excavations grater than 4 feet in depth. Adequate precautions shall be taken to prevent employee exposure to atmospheres containing less than 19.5% oxygen and other hazardous atmospheres. Employees shall be protected form excavated or other materials or equipment that could pose a hazard by falling or rolling into excavations. Protection shall be provided by placing and keeping such materials or equipment at least 2 feet from the edge of excavations, or by the use of retaining devices that are sufficient to prevent materials or equipment from falling or rolling into excavations. Sloping or benching for excavations grater than 20 feet deep shall be designed by a registered professional engineer.

Type A Soil

Slopes of excavations 20 feet for less in depth shall have a maximum allowable slope of 3/4:1 Slopes of excavations 12 feet for less in depth shall have a maximum allowable slope of 1/2:1 Slopes of excavations all benched 20 feet for less in depth shall have a maximum allowable slope of 3/4:1 and maximum bench dimensions of 4 feet. All excavations of 8 feet or less in depth which have unsupported vertically sided lower portions shall have a maximum vertical side of 31/2 feet. All excavations of more than 8 feet but not more than 12 feet in depth which have unsupported vertically sided lower portions shall have a maximum allowable slope of 1:1 and a maximum vertical scale of 31/2 feet.

Type B Soil All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 1:1.



Type C Soil

All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 11/2 to one 1926. subpart P Appendix B: Note slopes in complex soil conditions, e.g. B soil over A soil, or C soil or A soil. 1926.700 Concrete and Masonry Construction Again the chapter beings with definitions. These are useful and one or 2 might be on the exam. Bull float means a tool used to spread out and smooth concrete. Shore means a supporting member that resists a compressive force imposed by a load. 1926.751 Structural steel assembly During the final placing of solid web structural members, the load shall not be released from the hoisting line until the members are secured with not less than two bolts or the equivalent at each connection and drawn up wrench tight. Power Transmission and Distribution 1926.950 No employee shall be permitted ot approach to take any conductive object without an approved insulating handle closer to exposed energized parts than shown in Table V-1, unless The minimum working distance and minimum clear hot stick distances stated in table V-1 shall not be violated. The minimum clear hot stick distance is that for the use of live-line tools held by linemen when performing live-line work. Conductor support tools, such as link sticks, strain carriers, and insulator cradles, my be used: Provided that the clear insulation is at least as long as the insulator string or the minimum distance specified in table V-1 for operating voltage. Alternating Current – Minimum Distances: Voltage range minimum working clear hot stick distance 72.6 to 121 3' 4" 230 to 242 5' 0"



126.1052 Stairways A stairway or ladder shall be provided at all personnel points of access where there is a break in elevation of 19 inches or more and no ramp, runway, sloped embankment, or personnel hoist is provided. Stairways that will not be a permanent part of the structure on which construction work is being performed shall have landings of not less than 30 inches in the direction of travel and extended at least 22 inches in width at every 12 feet or less of vertical rise. Stairs shall be installed between 30° and 50° from horizontal. Handrails and the top rails of stair rail systems shall be capable of withstanding without failure, a force of at least 200 pounds applied within 2 inches of the top edge, in any downward or outward direction, at any point along the top edge. 1926.1053 Ladders

When portable ladders are used for access to an upper landing surface, the ladder side rails shall extend at least 3 feet above the upper landing surface to wich the ladder is used to gain acess, or when such an extension is not possible because of the ladder's length, then the ladder shall be secured at its top to a rigid support that will not deflect, and a grasping device, such as a grabrail, shall be provided to assist employees in mounting an dismounting the ladder. In no case shall the extension be such that ladder deflection under a load would, by itself, cause the ladder to slip off its support. Fixed ladders shall be used at a pitch no grater than 90 degrees from the horizontal, as measured to the back side of the ladder. Toxic and Hazardous Substances.

You must keep descriptions and documentation of toxic and hazardous materials used on a job for a period of 30 years. 29 CFR Part 1904 – Recording and Reporting Occupational Injuries and Illnesses Read this entire section 1904, it is only a 3 pages, and you need to know most of this information to run a construction business.



Annual Summary The annual summary shall be posted no later than February 1, and shall remain in place until March 1. 1904.6 Retention of Records.

Records provided for in 1904.2, 1904.4 and 1904.5 including forms OSHA 200, OSHA 100 and OSHA 102 shall be retained in each establishment for 5 years following the end of the year to which they relate.

Within 8 hours after the death of any employee from a work-related incident or the in-patient hospitalization of three or more employees as a result of a work-related incident, the employer of any employees so affected shall orally report the fatality / multiple hospitalization by telephone or in person to the area office of the OSHA administration.



Florida Energy Efficient Building Construction Program

Rather than being a code of prescribes building techniques, the Energy Efficient Building Construction program in Florida is a points or baseline system. The EEBCF allows the builder to pick and choose features and characteristics that compliment the site, the climate, and the occupant’s lifestyle when determining building objectives while maintaining a Home Energy Rating System (HERS) score of 86 or better. If one is interested in obtaining a rating phone 1-888-star-yes for details. The rating system software can be obtained at the Solar Energy Center on Clearlake Road, 321-638-1492. By obtaining this rating, the builder / homeowner qualifies for energy efficient mortgages, which includes any of the following;

• Cash back at closing • Increased debt to income ratio • Assured appraisal value • Free interest rate lock • Reduced loan origination fees • Discounted interest rates

In essence, one calculates points for each component part of a building structure. The better quality of the elements in defending against the weather, the lower the points each product will carry. It is also possible to use ventilating fans and super efficient HVAC units to lower the over all score to stay at or below 86 points. It is important to understand the Credit Point Form. For energy efficiency the major points of construction that must be considered are;

• Quality of framing, insulation, and choice of windows (p 18) • Sealing potential air leaks • Choice of efficient HVAC system • Use of good ducts and sealing ducts well

Energy efficiency is determined by using British Thermal Unit Hour (BTU-H) measurements for each component part of a structure. The formula is Btuh = area * U * Td. One of the best ways to determine whether an investment is sound is to compare the annual energy savings with the additional annual mortgage costs to find the Net Annual Savings.



Formula Additional product cost / annual energy savings. Calculate for life of the asset: YR 1 Cost – annual savings = net cost or savings YR 2 Cost – YR1 – annual savings = net cost or savings YR 3 Cost – YR2 – annual savings = net cost or savings

Net Annual Savings Method: Mortgage interest rate: Term of mortgage Monthly payment per $1000 dollars Annual payment per $1 (multiply monthly payment by 12 / 1000) = factor Extra annual cost of energy efficient item = Cost * factor = annual cost Net Annual Energy Cost = Annual cost – energy savings = cost / savings In order to minimize mold, water intrusion into a structure must be minimized. Mold was not a real problem, until we began to fill all the void spaces with insulation, which held moisture. The ability of air to move freely through a building will often create unequal air pressure inside and outside the building pulling 50 to 100 times more moisture into the building than would water transport alone. The following four systems help create an energy efficient building and "provide indoor health and comfort" (p 34).

• Structural System • Moisture control system • Air barrier system • Thermal insulation system • HAVC system

Moisture Control System: Four primary modes of moisture migration into buildings;

• Bulk moisture transport – source rain through cracks • Capillary action – wicking - source ground water or rain • Air transport – penetrations at joints – water vapor in air • Vapor diffusion – source vapor in air (p 36)

A vapor barrier or vapor diffusion retarder (VDR) is a material that reduces the rate at which water vapor can move through a material. (p 40) Through holes around plumbing pipes, ductwork, wiring, and electrical outlets are some of the less obvious, yet most important sources of air movement into the thermal envelop which allow the intrusion of water vapor.



Relative Humidity (RH) refers to the amount of moisture contained in a quantity of air compared to the maximum amount of moisture the air could hold at the same temperature. As air warms, its ability to hold water vapor increases. As air cools this capacity decreases. The moisture that the air can not longer hold condenses on the first cold surface it encounters (the due point). If this surface is within an exterior wall cavity wet insulation and framing will be the result. Types of Vapor Diffusion Retarders:

Vapor Diffusion Retarders (VDR's) are typically available as membranes or coatings. Membranes are rigid insulation, reinforced plastics, aluminum, and stainless steel. Polyethylene, a plastic sheet material, is the most commonly used VDR in very cold climates. Most paint like surfaces retard vapor diffusion. Any paint or coating is effective at restricting most water vapor diffusion in milder climates such as Florida. The ability of a material to retard the diffusion of water vapor is measured by units known as perms or permeability. A good rule to remember is: To prevent trapping any moisture in a cavity, the cold-side material's Perm rating should be at lest five time grater than the value of the warm side. Air Barriers are intended to block random air movement through building cavities. Air barriers reduce the incidence of water vapor condensing in the structure causing rotting wood, mold, and structural damage. The most common air barrier material is house wrap. House wrap is made of fibrous spun polyolefin plastic, matted into sheets and rolled up for shipping. Sealing all the joints with house wrap tape can improve the performance of house wrap by about 20%. Article: http://www.umass.edu/bmatwt/weather_barriers.html Air/Vapor Retarder a combined product designed to resist the movement of air and moisture. All major house wrap brands have a manufacturer's rated UV exposure time ranging from 120 days to more than one year. Even small holes in house wrap can negatively affect overall performance. Small holes should be repaired with caulk, or polyethylene or foil tape. Thermal Insulation System along with energy efficient windows are intended to control conduction. Key considerations include;

• R-value insulation at a minimum as defined in the code, or higher R factor. • Do not compress insulation • Cover all areas with insulation, non- insulated areas can promote condensation. • Air seal and insulate knee walls, attic areas with a minimum R-19 insulation. • Support insulation to keep it in place. (p 45)

HVAC Systems if not properly installed can create pressure imbalances in the building. Duct leaks can create serious problems, closing doors can create pressure imbalances, if there are not proper air returns provided. Pressure imbalances can draw moisture into the



building. (p 47) Duct Leaks must be repaired as they can draw moisture into the building. If supply ducts leak into unconditioned areas pressure inside the building may become negative, increasing infiltration of moisture. Negative pressure can create back draft flutes pulling exhaust gases back into the home from fireplaces and other appliances. (p 48) If return ducts leak, the building becomes pressurized, causing air leakage, if there are any gasses in the building, such as radon, mold, or toxic chemicals from termite and pest control, or exhaust gases from furnaces, these gasses can be drawn into the conditioned system.(p 49) The HVAC must be balanced the amount of air delivered must be returned to the system or pressure imbalances will be created and the building will either push air out of the structure or pull unconditioned air into the structure. Installing multiple returns, or jumper ducts that connect closed off rooms to the main return are necessary for a balanced system. Wall moisture problems:

• Air barrier failures of the system • Bathroom door not undercut or no return • Bath fan does not exhaust air properly • Air leaks carry water vapor into the walls • Interior walls have a polyethylene vapor barrier / retarder installed by a misguided

Northerner. (ha) (p. 50). • Plywood sheathed walls will have several degrees difference in temperature, foam

is sheathing is better. • Electrical and plumbing fixtures leak air

Air Leakage is a major problem for building due to the advent of HVAC systems, and the reliance on insulation to lower the operating costs of HVAC systems. Air leaks can contribute to 30% greater HVAC operating costs (p 55). A continuous air barrier system is important to create a tight building envelope. The air barrier should seal all leaks through the building envelope. This can be accomplished with spray applied insulation materials applied to the interior of framing. All penetrations through he envelope should be sealed. If properly sealed at the seams and ends, plywood and builders felt will serve as an infiltration barrier, but not as a moisture retardant. Common vapor retarders are 6-mil polyethylene sheet and aluminum foil backed paper boards. Contrary to northern construction practices, a vapor retarder, including vinyl wall coverings, installed next to the conditioned space is not recommended.

Contrary to northern construction practices, a vapor retarder, including vinyl wall coverings, installed next to the conditioned space is not recommended. Vapor retarders are not recommended on the conditioned side of walls in Florida buildings. Housewraps block only air leakage, not vapor diffusion, so they are not vapor retarders. For best performance, a house wrap must be sealed with caulk or tape at the top and



bottom of the wall and around any openings, such as for windows, doors, and utility penetrations. Materials in an air barrier system:

• Caulk to seal up gaps less than 1/4 inch. • Spray foam to expand into large cracks and small holes • Gaskets applied under the bottom plate and to seal drywall to framing • House warp must be sealed with tape and caulk • Sheet goods such as plywood, drywall, foam insulation need to be sealed at

seems. • Sheet metal used with high-temp caulks to seal flutes, and furnaces. • Polyethylene plastic is an air seal with vapor diffusion qualities.

Creating a proper envelope: Slab Floors - a vapor retarder of plastic sheeting should be placed under the slab, typically minimum 6 mil. If built off grade (off ground) a sheet of 6-mil polyethylene plastic should always be placed directly on the ground under the house to prevent moisture form moving upward from the soil (p 60).

• Floor joists – seal still plates in basements and crawl spaces with caulk or gaskets.

• Bottom plate - is caulked or a gasket is put in place. • Spray foam or caulk around wiring and electrical boxes • Place gaskets in all electrical boxes. • Recessed light fixtures should be air tight recessed fixtures, or caulked. • Caulk around exhaust fan housings. • Caulk around plumbing fixtures and place them on interior walls. • Place weather-strip around attic access openings. • Seal the louvers on whole house fans. • Seal flute collars on flute stacks with fire-rated caulk. • Seal all boots on return and supply registers. • Seal all ductwork with mastic. • Seal all cracks in an air handling unit with mastic. • Use sealant and sheet metal to stop air leakage from attics and soffits or wall

framing under dropped ceiling soffit. • Windows and doors must meet air infiltration rates as per Table 6-2 (p 117).

Holes must be sealed to avoid air leakage, as these pressures differences force air to flow through a hole. Common driving forces are Wind, Mechanical blower, and stack effect. Stack effect is caused by temperature differences between the inside and outside which causes warm air inside the building to rise and cooler air to fall, creating a driving force. When wind blows against a building, it creates a high-pressure zone on the windward areas (p 64). A hurricane can be such a driving force.



Insurance claims for hurricane damage: At some point you will be faced with doing estimates for hurricane damage. The insurance company will try to claim that the damage is water damage and not wind caused damage. At that point you will refer to Energy Efficient Building Construction in Florida. Any opening in the building will create an unequal atmospheric pressure between the outside envelope of the building, and the interior envelope of the building. When any hole is created in a structure, it creates venturi effect or stack effect, and air is sucked out of the building, just as gallons of gasoline are sucked into an engine through a hole the size of a needle. Moisture will be sucked through every crack in the building. Under doors, around windows, through cracks in the walls, but typically there will not be much water damage at the location of the rupture of the building envelope. This is because air is being sucked out of the building through that rupture in the envelope as the structure attempts to stabilize the air pressure. Typically, the hurricane is a low-pressure system, and the structure is a high-pressure system. The high pressure will spin in a clockwise direction as it is pulled out of the building, while the low pressure will spin in an anti clockwise direction. For the structure, this means water damage and resulting mold growth will be in the walls, in the insulation, and under the carpeting. All this "environmental damage" must be repaired. The actual physical damage may appear to be negligible, but to address this "environmental damage" will require the removal of drywall, insulation in ceilings and walls, carpeting, and padding. This often will require the removal of sheet rock, all windows and doors, which have been "compromised by the high winds" will need to have the molding removed and re-caulked. There may not be grounds for replacing the carpeting, however, make sure you pull out the carpeting, clean and dry it and replace the padding. Padding will mold, there is no way to save the padding. If the insurance adjuster tells you this is water damage it is not wind damage and they will not pay, hire a structural engineer to verify the theory of "venturi effect." Then hire a board certified trial attorney to send the engineers findings to the insurance company. (Trial lawyers take cases to trial; other lawyers are "talking lawyers" nobody is afraid of taking lawyers). Measuring Air tightness with a blower door: One measure of a building's leakage rate is air changes per hour (ACH), which estimates how many times in one hour the entire volume of air inside the building leaks to the outside. Energy efficient buildings should strive for less than 5 air changes per hour at 50 Pascal's pressure. A Pascal is a small unit of pressure about equal to the pressure of about .004 inches water gauge. Place joint compound, tape gaskets, or caulk;

• At the edges of the drywall, top and bottom plates of exterior walls.



• Inside the attic and attic door • Between the window and door frames • Caulk openings for utilities (p 70)

Insulation is rated in terms of thermal resistance, called R-value, which indicates the resistance to heat flow. Insulation can slow conduction, convection and radiation. It's greatest impact is on conduction. The higher the R-value, the greater the insulations effectiveness. The R-value is dependent upon the type of material used, the thickness, and density of the material. When calculating the R-value of a multi-layered installation, the R-values of the individual layers are added. A building should have a continuous layer of insulation around the entire building envelope (p 71). Fiberglass is made of 35% to 50% of recycled glass. Mineral wool is made of industrial waste, such as furnace slag. Cellulose insulation is made from recycled newsprint with fireproof chemicals. Expanded polystyrene and extruded polystyrene are foam products. Polyisocyanurate and polyurethane are insulating foams with some of the highest available R-value per inch. Reflective insulation, often used between furring strips on concrete block walls to reflect heat. Note that reflective insulation products differ from radiant barriers in that they include a trapped air space as part of the product. Critical guidelines: When installing any insulating material, the following guidelines are critical for optimum performance.

• Seal all air leaks between conditioned and unconditioned areas • Obtain complete coverage of the insulation, especially doors and windows • Minimize air leakage through the material with air sealing measures • Avoid compressing insulation • Avoid lofting (putting too much air in fill insulation) (p 78).

Concrete Wall Insulation: Insulating concrete block walls is more difficult than farmed walls. Block cores can be insulated by filling with vermiculite improving the R value by 2.1, or polystyrene inserts or beads improve the R value by 4.0, or Urethane foam improve the R value by 7.2 per inch. Bridging is caused in block by low R values in the webbing between the block cells which remain at R 2 even though the block cells are filled. Rigid foam insulation can be placed on the outside or inside of concrete block walls, creating an R-10 thermal bridging, for a total R-11 or R-12 value. Insulated Concrete Forms (ICF): These are foam blocks that are filled with concrete and braced with re-bar. Some of the insulating benefits of foam blocks are offset by high installation costs due to the requirement of bracing. Look for products that do not require bracing if you intend to



use concrete core foam blocks. Some blocks are 12" high while others are 16" high. Be sure to use concrete with sufficient slump to avoid blowouts. Foam panels are typically covered with a metal reinforcing grid (wire mesh) and concrete is sprayed on exterior of the foam blocks. Windows and Doors (p 105): In general, if windows are well built, reduce solar heat gain and have good weather stripping they will serve well. Windows gain and lose heat. In the north they are interested in keeping cold air out, in the south and Florida we are interested in keeping hot air out. Just as with insulation, where the vapor barriers are reversed in Florida, so windows in Florida primarily require a low E layer to minimize or reflect radiant heat from the sun. Efficient windows for the south attempt to lower the radiation of heat and need a SHGC of .40 or lower. This means 40% of the suns rays penetrate through the window. You can research window ratings at www.nfrc.org. In Florida a low Solar Heat Gain Coefficient or SHGC is the most important criteria in window selection (p 112). There are a wide number of options for reaching a .40 SHGC.

• Window tints and films • Overhangs over windows • External shades and shutters • Internal shades and shutters • Landscaping, and trees

Reflective films or low emittance films, which adhere to glass and are found in commercial buildings can block up to 85% of incoming light. The downside is that windows that are not evenly heated can shatter from uneven heat distribution. Metal doors have a foam insulation core, which can increase insulating value from the typical R- 2.2 for a wooden door to R-7 for the metal door (p 118). Accessible doors are an important feature to provide access for physically impaired individuals; interior door openings should be a minimum 36" wide to allow passage of wheel chair and walker. HVAC systems need to be designed to suit a specific building. A proper load analysis must be done to determine the proper size of HVAC. The old WAG of ton per 600 sq ft of conditioned space should be abandoned. The proper way to calculate HVAC needs is to use the Manual J published by the ACCA. Buildings equipped with an oversized AC will require the compressor to operate for only 20 minutes each hour. During an eight-hour period proper dehumidification is occurring for only 21/4 hours. A building with a proper sized AC on the hottest days the AC compressor will operate 50 minutes or more each hour. During an eight-hour period, proper dehumidification is occurring for 61/4 hours. Proper sizing includes designing the cooling system to provide adequate dehumidification. Current national legislation mandates a minimum SEER 10.0 for most residential AC units. Every degree the thermostat is lowered increase cooling bills 3 to 7%. It is best to locate the air handler unit in a closet in the conditioned space rather than in the attic or garage. All buildings equipped with a fuel burning furnace of any type



or style should be equipped with a carbon monoxide detector. Most new furnaces have forced draft exhaust systems, meaning a blower propels exhaust gases out the flue to the outdoors. In buying appliances buy Energy Star appliances. Hot water heaters account for 16% to 20% of the total energy consumption in the home, so care must be taken to insulate the tank with a insulation jacket, the first 4 feet of the hot water tube should be wrapped and the thermostat should be set at 120° F. You might also consider instant demand water heaters, solar panels, and heat pumps in some applications. The Site is an ecosystem. There are two principal factors in sitting and passive design: access to solar radiation and ventilation. Key factors in home design are orientation on site, configuration of building design, floor plan of building, window type and placement.



2004 Building Code

The building code is unlike the other sections of the exam, in that the entire code is important. If you only read one of these books from start to finish it should be the code. You read it to familiarize yourself with the requirements of the code. When your are taking this part of the exam, you are basically going to be looking up answers, what some people call “minutia.” With that limitation in mind we will cover some of the material that has been used on previous exams. 101.4.2 The provisions of the Florida Building Code shall apply to the construction, erection, alteration, modification, repair, equipment, use and occupancy, location, maintenance, removal and demolition of every public and private building, structure or facility or floating residential structure, or any appurtenances connected or attached to such buildings, structure or facilities. 104.1.4 Minor repairs. Ordinary minor repairs may be made with the approval of the building official without a permit, provided that such repairs shall not violate any of the provisions of the technical codes. 104.1.6 Time limitations. An application for a permit for any purposed work shall be deemed to have been abandoned 6 months after the date of filing for the permit, unless before then a permit has been issued. One or more extensions or time for periods of not more than 90 days each may be allowed by the building official for he application, provided the extension is requested in writing and justifiable cause is demonstrated. 104.2.2.1 Design Professionals – Certifications by contractors authorized under the provisions of statute 489.115(4)(b) Florida Statutes shall be considered equivalent to sealed plans and specifications by a person licensed under chapter 471 Florida Statutes or chapter 481 Florida Statutes by local enforcement agencies for plans review for permitting purposes relating to compliance with the wind resistance provisions of the code or alternate methodologies approved by the Florida Building Commission for one and two family dwellings. 104.2.7 notice of termite protection. A permanent sign which identifies the termite treatment provider and need for re-inspection and treatment contract renewal shall be provided. The sign shall be posted near the water heater or electric panel. 104.4.1.3 no permit may be issued for any building construction, erection, alteration, modification, repair, or addition unless the applicant for such permit provides to the enforcing agency which issues the permit any of the following documents which apply to the construction for which the permit is to be issued and which shall be prepared by or under the direction of an engineer registered under chapter 471 Florida statutes:



1: electrical documents for any new building or addition with an aggregate service capacity of 600 amperes (240 volts). 2: plumbing documents for an new building or addition with more than 250 fixture units or which costs more than $50,000 3: fire sprinkler documents for any new building or addition with 50 or more sprinkler heads. 4: heating, ventilation, and A/C documents for any new building or addition which requires more than a 15 ton-per-system capacity. 104.4.1.4 Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. 104.5 conditions of the permit: Every permit issued shall become invalid unless the work authorized by such permit is commenced within 6 months after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of 6 months after the time the work is commenced. 104.5.1.2 If a new permit is not obtained within 180 days from the date the initial permit became null and void, the building official is authorized to require that any work which has been commenced or completed be removed form the building site. 104.5.1.3 Work shall be considered to be in active progress when the permit has received an approved inspection within 180 days. 104.6.2 work commencing before permit issuance. Any person who commences any work on a building, structure, electrical, gas, mechanical or plumbing system before obtaining the building official’s approval or the necessary permits shall be subject to a penalty of 100 percent of the usual permit fee in addition to the required permit fee. 105.5 Posting of permit. Work requiring a permit shall not commence until the permit holder or his agent posts the permit card in a conspicuous place on the premises. The permit holder shall maintain the permit card in such position until the certificate of occupancy or completion is issued by the building official. 105.6 Required inspections Building

• Foundation inspection • Framing inspection • Sheathing inspection • Roofing inspection



• Final inspection • Swimming Pool inspection • Demolition inspection

Electrical

• Underground inspection • Rough-in inspection • Final inspection

Plumbing


Mechanical


Gas


105.7 Written release: Work shall not be done on any part of a building, structure, electrical, gas, mechanical or plumbing system beyond the point indicated in each successive inspection without first obtaining a written release from the building official. 105.13.3 The fee owner of a threshold building shall select and pay all costs of employing a special inspector, but the special inspector shall be responsible to the enforcement agency. 106.3.3 Authority to disconnect service utilities: The building official shall have the authority to authorize disconnection of utility service to the building, structure or system regulated by the technical codes in case of emergency where necessary to eliminate an immediate hazard to life or property. Chapter 2 Definitions The definitions section of the code as well as the Contractors Manual are great sources for answers to exam questions.



Building Line: The line, established by law, beyond which the building shall not extend, except as specifically provided by law. Cellular Concrete: A lightweight insulating concrete made by mixing a preformed foam with Portland cement slurry and having a dry unit weight of approximately 30 pcf. Dead load: The weight of all permanent construction, including walls, floors, roofs, ceilings, stairways and fixed service equipment, plus the net effect of prestressing. Dry Cleaning Systems Type I - flash point below 100° F Type II – flash point above 100° F Type III – flash point above 100° F but below 140° F Type IV – and type V using non-flammable liquid solvents. Fire retardant Treated Wood: any wood product which, when impregnated with chemicals by pressure process or other means during manufacture, shall have, when tested in accordance with ASTM E. 84, a flame spread index of 25 or less and show no evidence of significant progressive combustion when the test is continued for an additional 20 minute period. Live Load: The weight superimposed by the use and occupancy of the building, not including crane load, dead load, earthquake load, snow load, or wind load. Standpipe: piping, valves, hose outlets and allied equipment -- for the purpose of extinguishing a fire. Class I: For use by the fire department. Class II: For use primarily by the building occupants until the arrival of the fire department. Class III: For use by fire departments or those trained to use heavy hose systems. Standpipe, Wet. A system having supply valve open and water pressure maintained at all times. The following are types of wet standpipes. Section 304.1.1 Assembly Occupancy – Group A occupancy is the use of a building or structure, or any portion thereof, for the gathering together of 50 or more persons for such purposes as civic, social or religious functions or for recreations, or for food or drink consumption or awaiting transportation. 304.2.2 occupancy of any room or space for assembly purposes by fewer than 50 persons in a building or other occupancy and incidental to such other occupancy shall be classified as part of the other occupancy and shall be subject to the provisions applicable thereto.



Business Occupancy – Group B 305.1.1 Group B occupancy is the use of a building or structure, or any portion thereof, for office, professional, or service-type transactions including normal accessory storage and the keeping of records and accounts. 309.1 Institutional Occupancy – Group I. unrestricted occupancy such as detoxification facilities, hospitals, mental hospitals, nursing homes. 309.2 Group I restrained Occupancy such as correctional institutions, detention centers, jails, reformatories. 310.1 Group M occupancy is the use of a building or structure or any portion thereof, for the display and sale of merchandise including stocks of goods, wares of merchandise incidental to such purposes and accessible to the public and shall include, among others, the following: Department stores, drug stores, markets, retail stores, sales rooms, shopping centers, wholesale stores, free standing restaurants with less than 50 person load. 311.2 Subclassifications: Group R occupancies shall include among the following;

R1 - Residential occupancies such as boarding houses, hotels, motels R2 - Multiple dwellings where occupants are primarily permanent such as apartment houses, convents, dormitory facilities, fraternities or sororities, monasteries, or rooming houses. R3 – Residential occupancies including the following child care facilities which accommodate 3 or fewer children of any age for any time period. One and two family dwellings where the occupants are primarily permanent in nature and not classified as R1, R2, or I. R4 - Residential care – assisted living facilities housing 6 or more persons on a 24 hour basis, drug and alcohol abuse centers, assisted living, convalescent homes, halfway houses, etc. 313.1 Day Care occupancy – Group D Scope: Group D occupancy is the use of a building or structure, or any portion thereof, in which 4 or more clients receive care, maintenance and supervision, by other than their relative(s)or legal guardian(s) for less than 24 hours per day. Section 404 Special Business occupancies 404.3.2 Canopies and their supports over pumps shall be of noncombustible materials, wood of type III sizes, or of construction providing 1-hour fire resistance.



404.3.3 Pumps shall be located so the nozzle, with hose fully extended, shall not reach within 5 ft. (1524 MM) of any building opening. 404.3.7 A clearly labeled, manually operated pump master switch shall be provided in an approved location, readily accessible to the station attendant. 408.3.3B – Table Permitted Quantities of Hazardous Production Material in a Single Fabrication Area. Combustible liquids Class II 360 gal. Class IIIA 750 gal 412.11 Modifications permitted to a complete approved automatic sprinkler system complying with 412.10 is provided, the following modifications of code requirements are acceptable: 1: Fixed tempered glass may be used in lieu of openable panels for smoke control purposes. 2: manual fire alarm boxes are not required. 3: Spandrel walls, eyebrows and compartmentation are not required: 4: Fire dampers, other than those needed o maintain the fire resistance of the floor/ceiling assemblies, are not required for those which may be necessary to bypass smoke to the outside, to convert from recirculated air to 100 percent outside to convert form recirculated air to 100 percent outside air, and that witch may be required to protect the fresh air supply intake against smoke may be outside the building. 5: Smoke proof enclosures may be omitted provided all required stairways are equipped with a damper relief opening or an exhaust fan at the top and supplied mechanically with sufficient air to discharge a minimum of 2,500 cfm through the relief opening while maintaining a minimum positive pressure of .05 inch of water column relative to atmospheric pressure in addition to the maximum anticipated stack pressure relative to other parts of the building measured with all the enclosure doors closed. 6: In type I construction the fire resistance of partitions, columns, trusses, girders, beams and floors may be reduced by 1 hour, but no component or assembly shall be less than 1 hour.

603 Type I construction in which the structural members (non-wood 2 hour) including exterior walls, interior bearing walls, columns, beams, girders, trusses,



arches, floors and roofs are of non-combustible materials are protected so as to have fire resistance not less than that specified for the structureal elements as specified in Table 600. 604 Type II construction in which the structural members including exterior walls, interior bearing walls, columns, beams, girders, trusses, arches, floors and roofs are of non-combustible materials and are protected so as to have fire resistance not less than that specified for the structureal elements as specified in table 600. 605 Type III construction is construction in which fire resistance is attained by the sizes of heavy timber members (sawn or glued laminated) being not less than indicated in this section, or by providing fire resistance not less than 1 one hour where materials other than wood of heavy timber sizes are used; 605.3.1 Floor framing beams and girders of wood may be sawn or glued laminated and shall be not less than 6 inches nominal wide and not less than 10 inches nominal deep. 605.1.1 construction details Wall plate boxes of self-releasing type, or approved hangers, shall be provided where beams and girders enter masonry. An air space of ½ inch (12.7 mm) shall be provided at the top, ends and sides of the member unless approved naturally durable or preservative-treated wood is used. 605.5.4 Columns, beams, girders, arches and trusses of material other than woood shall have a fire resistance rating of not less than 1 hour. 605.5.5 Wood beams and girders supported by walls required to have a fire resistance rating of 2 hours or more shall have not less than 4 inches (102 mm) of solid masonry between their ends and the outside face of the wall, and between adjacent beams. 605.6 Floor decks shall be without concealed spaces. Planks shall be covered with 1 inch nominal tongue-and-groove flooring laid crosswise or diagonally or with 15/32 inch (11.9 mm) wood structural panels. 606 Type IV construction in which the structural members including exterior walls, interior bearing walls, columns, beams, girders, trusses, arches, floors and roofs are of non-combustible materials. (non-wood with wood partitions) 607 Type V is construction in which the exterior bearing and non-bearing walls are of noncombustible material and have a fire resistance not less than that specified in table 600. the beams, girders, trusses, arches, floors, roofs and interior framing are wholly or partly of wood or other approved materials. (non-wood, with wood interior) 608 Type VI is construction in which the exterior bearing and nonbearing walls and partisans, beams, girders, trusses, arches, floors, and roofs and their supports are wholly or partly of wood or other approved materials. (wood construction)



703 materials for fire resistance

703.2 Brick shall be laid in Type M,S,N, or O mortar. The strength of mortar can be remembered by MASON. 703.6.3 Metal lath for ceilings below wood joists in construction which is required to be fire resistant shall be attached with 11/2 inch (38 mm), 11 ga, 7/16 inch (11.1mm) head barbed roofing nails spaced at intervals not to exceed 6 inches (152 mm) on centers, or equivalent attachment. 703.10 Glass black shall be labeled to conform to NFPA 257 or UL 9. 704.1.1 occupancy separation requirements the minimum fire resistance of construction separating any two occupancies in a building of mixed occupancy shall be the higher rating required for the occupancies being separated, as specified in Table 704.1. Large or small assembly 2 hours Business 1 hour Day-care occupancy 1 hour Educational 2 hour Factory industrial 2 hour Residential 1 hour 704.3.1 Tenant fire separation in a building or portion of a building of a single occupancy classification, when enclosed spaces are provided for separate tenants, such spaces shall be separated by not less than 1 hour fire resistance. 704.4.1 Townhouse separation each townhouse shall be considered a separate building and shall be separated from adjoining townhouses by a party wall complying with 704.4.2 or by the use of separate exterior walls meeting the requirements of table 600 for zero clearance from property lines as required for the type of construction. Separate exterior walls shall include one of the following: 1: A parapet not less than 18” above the roof line. 2: Roof sheathing of noncombustible material or fire retardant treated wood, for not less than 4 feet width on each side of the exterior dividing wall. 3: One layer of 5/8 inch Type X gypsum board attached to the underside of roof decking, for not less than a 4 ft. width on each side of the exterior dividing wall.



Table 709.2.1.4B Time Assigned to finish materials on fire-exposed side of wall. Gypsum wallboard 3/8 10 1/2 15 5/8 30 2 layers of 3/8 25 2 layers of 1 /2 40 Table 709.2.2.1 Minimum slab thickness 1hr 2hr Lightweight 2.5” 3.6” Minimum dimension of concrete columns 2hr Siliceous 10” Carbonate 10” Sand-lightweight 9” 900 Fire protection systems. 903.8 Buildings three stories or more in height shall be quipped with an approved automatic sprinkler system installed in accordance with 903.1. exceptions: 1: Single-family and two-family dwellings. 2: Stand alone parking garage constructed with noncombustible materials. 3: Also telecommunications spaces that meet certain fire requirements. 904.2.1 Standpipes shall be provided in all buildings in which the highest floor is greater than 30 ft. (9144 mm) above the lowest level of fire department vehicle access. Exceptions are group R3 buildings.



1004 Arrangement and number of exits. 1005.4.3 Maximum height form floor. The emergency escape and rescue opening shall have a still height of not more than 44 inches (1118mm) above the floor. 1005.4.4 Minimum size. The minimum net clear opening height dimension shall be 24 inches (610 mm). the minimum net clear opening width dimension shall be 20 inches (508 mm). The minimum net clear opening area shall be 5.7 sq. ft. (.53 m2

). Exception: Ground floor openings shall be permitted to have a minimum net clear of 5.0sq ft. (0.47 m2). 1005.6 Smoke-proof enclosures, where the floor surface of any story is located more than 75ft. (23 m) above the lowest level of fire department vehicles access, each of the required exists for the building for the building shall be a smoke-proof enclosure. 1005.6.2 A minimum 2-hour fire resistant construction shall be used for smoke-proof enclosures. 1007.3 Treads and risers 1007.3.1 risers shall be a maximum height of 7 in. (17.8 cm.) and a minimum height of 4 in. (10.2). Treads shall be a minimum of 11 inches. Exceptions: 1: In one and two-family dwellings and within dwelling units, treads and risers of stairs shall be permitted to be so proportioned that the sum of two risers and a tread, exclusive of projection of nosing, is not less than 24 inches (610 mm) nor more than 25 inches (635 mm). the height of risers shall not exceed 73/4 inches (197 mm), and treads, exclusive of nosing, shall be not less than 9 inches (229 mm) wide. Every tread less than 10 inches (254 mm) wide shall have a nosing, or effective projection, of approximately 1 inch (25.4 mm) over the level immediately below that tread. 7007.3.3 treads shall be of uniform depth and risers of uniform height in any stairway between two floors. There shall be no variation exceeding 3/16 inche (4.8 mm) in the depth of adjacent treads or in the height of adjacent risers and the tolerance between the largest and smallest riser or between the largest and smallest tread shall not exceed 3/8 inch (9.5 mm) in any flight. 1007.5.1 Handrails stairways shall be equipped with handrails located not less than

34 inches (864 mm) nor more than 38 inches (965 mm) above the leading edge of a tread.

Exceptions: 1: handrails for stairs not required to be accessible that form part of a guardrail may be 42 inches high. 2: As required for Group I unrestrained in 1024.1.4.



3: In one and two family dwellings and within dwelling units in R2 occupancies, stairways having four or more risers above a floor or finished ground level shall be equipped with handrails located not less than 34 inches nor more than 38 inches above the leading edge of a tread. 1007.5.6 Clear space between handrail and wall shall be a minimum of 11/2 inches (38 mm).

1007.6 Headroom. Stairs shall have a minimum headroom clearance of 6 ft. 8 inches measured vertically from a line connecting the edge of the nosing.

1008 Access to roof: Buildings four stories or more in height, except those with a

roof slope greater than 4:12, shall be provided with a stairway to the roof. Such stairways shall be marked at street and floor levels with a sign indicating that it continues to the roof.

1011.1.1 Fire Escapes shall not provide more than 50% of the required exit capacity. Approved fire escapes shall comply with the Florida Fire Prevention Code. 1011.1.2 When located on the front of the building and projecting beyond the building line, the lowest landing shall be not less than 7 ft. nor more than 12 ft. above grade, equipped with a counterbalance stairway to the street. 1011.2 Fire escape ladder devices: 1: The exit ladder serves as occupant load of 10 or less, or a single dwelling unit or guest room. 2: The access is adjacent to an opening as specified for emergency egress or rescuer from a balcony. The exit ladder shall not pass in front of any building opening at or below the unit being served. 3: The exit ladder shall be so installed that the descending face is adjacent to the building wall and each ladder device shall be offset or staggered not less than 24 inches (610 mm) form the ladder above. 4: The availability of the activation device for the exit ladder is accessible only fomr the opening on the balcony served. 5: An alarm sounds when the exit ladder is activated. 1012 Doors: Egress doors used in the exit access shall provide a clear opening of not less than 32 inches wide. 1013 Ramps 1013.2.1 All ramps that serve as required means of egress shall be of permanent fixed construction.



1013.3 Slope Maximum slope in the direction of travel shall be 1:12 maximum cross slope shall be 1:50. Exceptions: 1: Aisles which are not required to be accessible in Group A occupancies. 2: ramps that provide access to vehicles, vessels, mobile structures, and aircraft shall not be required to comply with the maximum slope or maximum fires for a single ramp run. 1016 Means of Egress Illumination and signs 1016.3.5 externally illuminated signs shall have the word “Exit” or other appropriate wording in plainly legible letters not less than 6” in high with the principal strokes of letters not less than ¾ inch wide. The word “Exit” shall have letters of a width not less than 2 inches except the letter I. Accessibility is ultimately the responsibility of the design professional and the property owner to ensure compliance with subsequent revisions. p 11.6 553.513 Enforcement shall be the responsibility of each local government and each code enforcement agency established pursuant to S. 553.80 Florida Statues, to enforce the provisions of this part. Florida Board of Building Codes and Standards MAY by rule, adopt revised and updated versions of the Americans with Disabilities Act Accessibility Guidelines and it shall adopt the 1997 Florida Accessibility Code for Building construction in accordance with Chapter 120. p 11.8 Accessible Route. A continuous unobstructed path connecting all accessible elements and spaces of a building or facility. Interior accessible routes may include corridors, floors, ramps, elevators, lifts, and clear floor space at fixtures. Accessible elements and spaces: Required number of parking spaces chart p 11.15 11-4.1.2 Parking Spaces minimum 76 to 100 4 1001 20 + 1 for every 100 over 1000 In parking structures, one in every eight accessible spaces, but not less than one shall be “van accessible.”



Out patient units and facilities: 10 percent of the total number of parking spaces provided serving each such outpatient unit or facility. 11.2.1.3 #7 At each accessible entrance to a building or facility, at least one door shall comply with 11-4.13. #8 In new construction, at a minimum, the requirements in (a) and (b) below shall be satisfied independently. A: (i) At least 50% of all public entrances (excluding those in (b) below) must be accessible. At least one must be a ground floor entrance. Public entrances are any entrances that are not loading or service entrances. ii Accessible entrances must be provided in a number at least equivalent to the number of exits required by the applicable building/fire codes. 10 Drinking Fountains: A: Where only one drinking fountain is provided on a floor, there shall be a drinking fountain, which is accessible to individuals who use wheelchairs in accordance with 11-4.15 and one accessible to those who have difficulty bending or stooping. This can be accommodated by the use of a hi-lo fountain by providing one fountain accessible to those who use wheelchairs and one fountain in a standard height convenient for those who have difficulty bending; 17 Public Phones A: If public pay phones, public closed circuit telephones or other public telephones are provided, then they shall comply with the following chart on p. 11.18… Number of phones per floor number of phones required by 11-4.31.2 through 11-4.31.8 1 or more single unit 1 per floor 1 bank 1 per floor 2 or more banks 1 per bank Assembly areas: Capacity of Seating Number of required Assembly areas Wheelchair locations 1 to 25 1 26 to 50 2 51 to 100 4



For all remaining fixed seats, there shall be not less than one such accessible and usable space for each 100 fixed seats or fraction thereof. 11-14.2.3 Wheelchair Turning Space: The space required for a wheelchair to make a 180-degree turn is a clear space of 60 in. (1525 mm) diameter or a T-shaped space. 11-4.3.8 Changes in Level. Changes in levels along an accessible route shall comply with 11-4.5.2. If an accessible route has changes in level greater than ½ inch (13 mm) then a curb ramp, ramp, elevator, or platform lift shall be provided that complies with the code chapter 11. 11-4.4.2 Head Room. Walks, halls, corridors, passageways, aisles, or other circulation spaces shall have 80 inches minimum clear headroom. 11-4.5.2 Changes in Level: changes in level up to ¼ in. may be vertical and without edge treatment. Changes in level between ¼ in and ½ in. shall be beveled with a slope no greater than 1:2. Exception: Ramps that are part of a required means of egress shall be not less than 44 inches wide. 11-4.16.5 Flush controls. Flush controls shall be hand operated or automatic and shall comply with 11-4.27.4 for flush valves shall be mounted on the wide side of toilet areas no more than 44 inches above the floor. 11-4.18.2 Height: Urinals shall be stall-type or wall-hung with an elongated rim at a maximum of 17 inches above the floor. 11-4.19.2 Height and Clearances. Lavatories shall be mounted with the rim or counter surface no higher than 34 inches above the floor. 11-4.21.6 Shower Unit: A shower spray unit with a hose at least 60 inches long that can be used both as a fixed shower head and as a hand-held shower shall be provided. 11.7.3 Check Out Aisles in new construction shall be as follows; Total Check-out Aisles Minimum accessible Of each design Aisles of each design

1-4 1 5-8 2 8-15 3 over 15 3 + 20%



11-9.1.2 Accessible units in sleeping rooms and suites. Reference the chart on page 11.43 Number of Rooms Accessible Rooms rooms with Roll in showers 1 to 25 1 501 to 1000 2% of total 4 + 1 for each 100 11-9.1.3 Sleeping Accommodations for Persons with Hearing Impairments. Number of rooms accessible rooms 501 to 1000 2% of total

11-11 Residential buildings 1: All new single family houses, duplexes, triplexes, condominiums, and townhouses shall provide at least one bathroom, located with a maximum possible privacy, where bathrooms are provided on habitable grade levels, with a door that has a 29 inch clear opening. However, if only a toilet room is provided at grade level, such toilet rooms shall have a clear opening of not less than 29 inches. Chapter 12 Interior Environment 1203.1 light and ventilation minimum requirements 1203.1.1 Every habitable room of buildings hereafter erected shall have one or more windows, unless otherwise specifically provided herein, to afford adequate light and ventilation. 1203.2.1 Room dimensions; Occupiable rooms and habitable spaces shall have a ceiling height of not less than 7ft 6 inches. Bathrooms, toilet rooms, kitchens, storage rooms, screen enclosures and laundry rooms shall be permitted to have a ceiling height of not less than 7ft. 1203.4.2 Every toilet room shall have windows as specified for habitable rooms providing in no case less than 3 sq. ft. of open space, or shall have approved equivalent mechanical ventilation. 1205.1.2 .1 Existing or new buildings; Foundation wall ventilator openings shall be covered for their height and width with perforated sheet metal plates not less than .070 inch thick or with expanded sheet metal not less than .047 inch thick or with cast iron grills or gratings, or with hardware cloth of .035 inch wire or heaver. Openings therein shall not exceed ½ inch.



Chapter 13 covers energy efficiency design techniques. Sub-chapter 2 of this section provides definitions, and as in all the books, this is a good source for answers. Sub-section 4 covers methods to bring commercial buildings into compliance with the code, while Sub-section 6 covers methods to bring residential structures into compliance with the code. Appendix D provides code compliance forms designed to walk you through the energy efficiency compliance process. 101.5 covers exempt buildings from the energy efficiency code. 101.5.1 existing buildings, except those considered to be renovated buildings, changes of occupancy type, or previously unconditioned buildings to which comfort conditioning is added. 101.5.3 Any building that is neither heated or cooled by mechanical means, which do not contain electrical, plumbing or mechanical systems. 101.5.4 Any building exempted by federal standards. 101.5.5 Any structure which qualifies as a historical building according to the Florida Statures. 101.5.6 Any building of less than 1000 sq. ft. which is not a primary residence and is used for hunting or a similar purpose. A person can build 1 such exempt building in a 12 month period. 101.5.7 Special use structures which are designed for other purposes than general space comfort conditioning. In sub-chapter 2 there are a number of definitions that are worth reviewing such as; Existing building Firewall Foot-candle HVAC System Infiltration Insulation dams Occupancy Classification Sub-chapter 4 deals with commercial building compliance methods. Method A, the whole building performance method, is a computer-based annual energy performance calculation. Under this method, energy performance is calculated for the entire building based on the envelope and major energy-consuming systems specified in the design and simultaneously for a baseline building of the same configuration, but with baseline systems. Method B, the component Performance Method is a computer based calculation methodology. Under this method, components of building systems must meet minimum performance standards, as described in the sections called Performance Calculations Procedures.



Method C, the limited and special use buildings prescriptive method. This method requires that a list of prescriptive requirements specified for a given building type be met or exceeded to comply with this code. Method D, the renovated buildings and systems method is a list of prescriptive requirements specified for one or more building components be met or exceeded to comply with this code. 400.4 Performance Calculation Procedures contained in the personal computer based program entitled FLA/COM shall be used to demonstrate cod compliance of the design for commercial buildings complying by Method A or B. Sub-chapter 6 Residential building compliance methods provides three methods by which residential buildings can be brought into compliance. Method A, the whole building performance method is a performance based code compliance method which considers energy use for the whole building, both for the envelope and its major energy-consuming systems. Method B, the component prescriptive method is a prescriptive code compliance method for residences of three stories or less and additions to existing buildings. Method C, limited applications prescriptive method is a prescriptive code compliance method for residential additions of 600 square feet or less, renovations to existing residential buildings, heating, cooling, and water heating systems of existing buildings, and site-added components of manufactured homes and manufactured buildings. Table 6-1 provides an index to residential forms based on climate zones. Region Climate Form color Form color Form Color Zone Method A Method B Method C North 1,2,3 Green Beige Blue Central 4,5,6 Yellow Peach Tan South 7,8,9 White Gray Pink

601.1.B.1 the percentage of glass area to conditioned floor area shall not exceed the maximum acceptable percentage specified for the compliance package chosen. Three values are designated; 15%, 20%, and 25%. Buildings containing greater than 255 glass area to conditioned floor area shall use Method A to demonstrate compliance with the code.



602.1ABC.1.1 Common Walls t tow separate conditioned tenancies shall be insulated to a minimum of R-11 for frame walls, and to R-3 on both sides of common masonry walls. 602.1ABC.1.2 Walls considered ceiling area and wall areas that separate conditioned living space from unconditioned attic space (such as attic knee walls, walls on cathedral ceilings, skylight chimney shafts, gambrel roofs, etc.) shall be considered ceiling area and have a minimum insulation value of R-19. 604.1.ABC.1 Ceiling Insulation shall have an insulation level of at least R-19, space permitting. For the purposes of this code, types of ceiling construction that are considered to have inadequate space to install R-19 include single assembly ceilings of the exposed deck and beam type and concrete deck roofs. Such ceiling assemblies shall be insulated to at least a level of R-10. 604.1.ABC.1.1 Ceilings with blown-in insulation: Ceilings with a rise greater than 5 and an run of 12 (5 over 12 pitch) shall not be insulated with blown-in insulation. Blown in insulation shall not be used in sections of attics where the distance form the top of the bottom chord of the trusses is …less than 30 inches. 604.1.ABC.1.2 Common ceilings and floors of wood, steel and concrete ceilings/floors common to separate conditioned tenancies shall be insulated to a minimum of R-11, space permitting. 606.1.ABC buildings shall be constructed in such a way as to prevent air infiltration. Manufactured doors and windows shall have air infiltration rates not exceeding thouse shown in Table 6-2. Table 6-2 Allowable Air Infiltration Rates Frame type

Window area

Door area

Sliding Swinging Wood .3 .3 .3 Aluminum .3 .3 .3 PVC .3 .3

.5

Equipment ratings shall be calculated as follows; 607.1.AB.3.1 Central AC equipment under 65,000 BTU/H capacity, both split and single package shall be rated with a SEER – Seasonal Energy Efficiency Ratio formula.



Packaged terminal air conditioner and heat pumps shall be rated with an EER or energy Efficiency Ratio. HVAC systems with capacities between 65,000 and 135,000 Btu/h whose energy input in the cooling mode is entirely electric, shall show an EER or integrated part-load value (IPLV) not less than show in Table 6-3. Table 6–3 provides minimum efficiency ratings for electrically driven cooling equipment smaller than 65,000 BTU/H in all three rating categories, EER, SEER, IPLV2. Typically on the exam you will be asked to calculate the minimum EER on a package terminal unit, you will refer to Table 6-3 for the appropriate BTU/H size, for example 11,000 to 12,000 BTU/H is 8.2 EER. In section 610 the air distribution systems, you are likely to be asked to calculate the minimum allowable insulation levels, this is accomplished by referring to Table 6-10. Location R-Value On Roof R-6 Exterior of building R-6 Attic with ceiling insulation R-6 Between conditioned floors R 4.2 Enclosed attached garages R 4.2 Unconditioned basement R 4.2 Vented crawlspace R 4.2 Section 612 covers water heating systems, and this sections mandates the minimum characteristics of a water heater. Section 612.1.ABC.2.4 covers showers used for other than safety reasons shall be equipped with flow control devices to limit the water discharge to a maximum of 2.5 gpm per shower head at a distribution pressure of 80 psig. Appendix A in the code provides a list of the permitting office, jurisdiction number, climate zone, and reporting group. Appendix C covers R-values for insulation. To obtain the rated R-value on insulation it must not be compressed. The more insulation is compressed, the lower its actual R-value. Table 6C-1 provides R-Values for compressed insulation. Typically on the exam they will provide you with an insulation R-Value and tell you it has been compressed 50% and then you will find the effective R-value from Table 6C-1.



Appendix D provides energy code compliance forms. Chapter 14 covers exterior wall covering. Provisions of this chapter shall govern the construction of exterior veneered walls, architectural trim, balconies and bay windows and openings for fire department access. 1403.1.1 Veneer refers to material securely attached to a will for the purpose of providing ornamentation, protection or insulation but not so bonded as to exert a common reaction under load. 1403.5.2 Glass veneer; the length or height of any section of thin exterior structural glass veneer shall not exceed 48 inches. 1403.6.7.2 Where the wood veneer is furred from the wall and forms a solid surface, the distance between the back of the veneer and the wall shall not exceed 15/8 inch and the space thereby created shall be fire blocked.



A

Allowances · 11 angle of repose · 23 Architectural drawings · 2

B

Backsight · 5, 6 benchmark BM · 4 board feet · 25 Board Feet Calculations · 52 board foot measure (BFM) · 25 builder’s level · 5 building code · 83

C

Caissons · 24 change orders · 2 CL · 3 Clearing · 21 common types of Portland cement · 43 Concrete · 45 Construction Master IV · 7 Construction Specifications Institute (CSI) · 12 continuous strip footings · 36 Control joints · 37 Critical Path Method · 16 cycle fixed time · 35 cycle travel time · 35

D

dead load · 37 Demolition · 21 diesel fuel consumption · 33 Dimension lines · 3 Dressed lumber · 25

E

early finish (EF) · 18 early start (ES) · 18 Electrical drawings · 2 Energy Efficient Building Construction program · 74 Estimating · 14 Excavation · 21 Expansion joints · 37

F

floor plan · 7 foresight · 5 Foresight Reading Formula · 6

G

grubbing · 21 gypsum · 53

H

hauling calculations · 34 height of the instrument · 5 high early · 45 High early · 41 HVAC Systems · 76 Hydraulic cement · 41

I

inside dimensions · 3 isolated spread footings · 36

L

late start (LS) · 18

M

Machine efficiency · 35 math formulas · 8 Mechanical drawings · 2 Mechanical Drawings · 7 monuments · 6 MZ38 · 24

O

orthographic projection · 3 OSHA · 58 outside dimensions · 3 Overlapping · 40



P

pearlite · 42 perk test · 21 plan view · 7 Portland cement · 41 preliminary drawings · 1 Project Management · 12

R

re-bar · 38 Revisions · 2 rough sawn lumber · 25

S

schematic drawings · 1 sheepsfoot roller · 27, 28, 29 Shoring · 24 Short Boom Dragline · 30 short loads · 46 site plan · 4, 22 Site Plans · 1 site survey · 4 site work · 21 slump · 46 Slump · 44 specific gravity · 42 specifications · 2 specifications. · 10 Station Elevation · 5

Station Elevation Formula · 6 stirrups · 37 strong back spreader bar · 49 Structural drawings · 2, 7 swell · 21, 22, 29, 34

T

Test cylinders · 46 Theodolite · 5 ties · 36 Title Block · 3 tongue and grove planks · 25 transit level · 5 transit level reading · 6 trusses · 47

V

vermiculite · 42

W

Walers · 36 White Portland cement · 43 working drawings · 1, 2, 7, 10

Z

zoning setback requirements · 4