Aci code 318 14 free download pdf

Your Comments About This Post. Is our service is satisfied, Anything want to say? Cancel reply. Please enter your comment! Please enter your name here. You have entered an incorrect email address! Leave this field empty. Trending Today. Load more. Get New Updates Email Alerts Enter your email address to subscribe this blog and receive notifications of new posts by email. Join With us. Today Updates. August 8.

July June Duggal Free Download June Charles H. Roth, Larry April April 6. It should be noted that the general term fabricator, as used 3. In this regard, it is actually instructions on the contract documents. They also serve as ble building code for information to use in preparing placing the basis for preparing bar lists.

Bending details reinforcing steel is detailed, fabricated, and delivered by may be separate or incorporated in the schedule. The detailer units, which generally consist of building components, such must show number, mark, and size of members; number, size, as footings, walls, columns, each floor, and roof.

A separate and length of straight bars; number, size, mark, and length of placing drawing and bar list are usually made for each com- bent bars and stirrups; spacing of stirrups; offsets of bars; lap ponent.

For small structures, all reinforcing steel can be han- splices; bar supports; and any other special information nec- dled as one unit. For large projects, the contractor may desire essary for the proper fabrication and placement of the rein- a unit, such as a single floor, to be divided to correspond with forcing steel.

Overall length of bar; before the detailing is begun. All sections should be kept as 2. Height of hook where such dimensions are controlling; large as practical because it is more economical to detail and 3. Lap splice lengths; fabricate for large units, especially where there is apt to be a 4. Offset dimensions, if any; and duplication of bars. Location of bar with respect to supporting members 3. Where possible, the same designa- 3. When members alike on the structural The schedule and bending details for slabs are similar to drawings are slightly different on the placing drawings, a those for beams.

If some of the beams marked 2B3 on the structural and reinforcing steel is shown for only one panel of each drawing actually differ from the others, the placing drawing kind. In skewed panels, such as for the quadrant of a circle, would show some of the beams as 2B3 and the others as the bars are fanned out so that they are placed at the required 2B3A.

In reinforced-concrete joist floors, there can be so spacing at a specific location, usually at the midspan. Addi- many variations from the basic joists shown on the structural tional bars around openings, if required, must be shown. Standardized marks are sometimes pretation to the placer. The detailer must show the quantity, used for bars occurring in the same relative position in cul- size, and length or mark of all bars, including dowels, prin- verts. The detailer must also include Any system of letters and numerals is acceptable.

The detailer must clearly show length and by the mark, where the bar is placed in the structure. Schedules are sometimes used for piers, small with the reinforcing steel in the element that is placed first. Highway structural They must be ordered with the element to be available for drawings usually include, when detailed completely, a type placement at the proper time.

These drawings are used by ports specified in the contract documents, including quanti- the fabricator to prepare shop bar lists. These layouts can be shown shown clearly. The contractor should not have to compute on the placing drawing or given by reference to the CRSI Man- any needed dimensions. Drawings must show the dimen- ual of Standard Practice. Support bars, when required, must be sions of concrete protection for all reinforcing steel.

For ex- shown clearly and identified on the placing drawings. Where Unlike the customary practice in the field of reinforced- separate placing drawings are prepared, structural dimen- concrete buildings, many state highway departments prepare sions may be omitted following the same practice as for a combination structural and placing drawing.

The combina- buildings. The placer uses size, spacing, splices, and location of the coated and uncoat- the combination drawing to place the reinforcing bars. High- ed bars in the structure. The bar schedule combined draw- way departments that do not use combination drawings fol- ing must show the number of pieces, size, length, mark of low the procedures of Section 3.

This station identification or bridge number abutments, piers, and girders. The bar list is then similarly must be shown on all bundle tags and shipping papers to fa- subdivided. If the structure is sufficiently large, a separate cilitate proper distribution of reinforcing bars on delivery. For small, simple structures such as culverts, slab bridges, Reinforcing bars for foundations, piers, abutments, wing manholes, and catch basins, a station number in addition to walls, and slabs are usually shown on plan, section, or eleva- the title description of the structure is sufficient identifica- tion views.

Reinforcing steel can be shown in the simplest tion without dividing the structure into smaller units by fur- and clearest manner, however, the bar list must be a com- ther marking.

Larger structures, such as reinforced-concrete deck gird- To be certain that all of the reinforcing steel is properly ers, I-beam bridges, continuous-type bridges, and arches, placed or positioned in a unit, a cross section is frequently re- consist of small units that together make up a complete struc- quired in addition to the plan and elevation of the unit where ture.

These units are referred to as end bents, intermediate the bars are shown. The used widely as a means of securely holding reinforcing steel construction units of unusually long culverts with more than in proper position while the concrete is being placed.

Plastic one design of barrel, for varying load conditions or, where coated or stainless legs can be specified to avoid possible construction joints are required across the barrel, can be iden- rusting at points of exposure. Precast concrete blocks are tified by section numbers.

Schedules of reinforcing bars are used in some states, particularly in the western United States. Support bars, when furnished, should be shown in lots as required.

For highway structures, both straight and bent bars are given Where an exposed concrete surface is to receive special an individual mark. The standard hooks Table 1 were devel- the finished surface appearance.

The detailer should identify the specified types and was recognized as well. In the Table, the extra length of bar show locations where each is to be used. It is standard practice in the industry to show all bar di- Where the physical conditions of the job are such that ei- mensions as out-to-out and consider the bar lengths as the ther J, A, G, or H of the hook is a controlling dimension, it sum of all detailed dimensions, including Hooks A and G must be so noted on the drawings, schedules, and bar lists.

Controls are anchorage. The most common is to use one of the hooks established by specifying the minimum inside radius or in- shown in Table 1. Types Sl to S6 in Fig. In detailing the anchorage, multiple of the nominal diameter of the bar db.

The ratio of diameter of bend to diameter of bar is not a constant because care must be taken that the ends of stirrup hooks that are it has been found by experience that this ratio must be larger turned outward into shallow slabs have adequate cover. If as the bar size increases. A 6db 6db 19, 22, 25 chart of such standard bar bends is shown in Fig. For straight portions of the bar, the distance is measured to the theoretical intersection of the outside edge line extended to the outside edge line of the adjacent straight portion, or to The inside diameter of bends of welded-wire fabric plain the point of tangency to a curve, from which point the length or deformed for stirrups and ties, as specified by ACI M , shall not be less than 4db for deformed wire larger of the latter is tabulated, as in Types 10 and 11 in Fig.

Bends with in- Truss bar dimensioning is special and is shown in large-scale side diameter of less than 8db shall not be less than 4db from detail in Fig. It also defines cial requirement is established in the contract documents, standard hook Section 7. In the smaller sizes, the bars are sprung to fit varying b A 90 degree bend plus an extension of at least 12db at job conditions, such as location of splices, vertical bars, jack the free end of the bar; or rods, window openings, and other blocked out areas in the c For stirrup and tie hooks only, either a 90 degree bend forms.

The larger size bars, which are more difficult to spring plus 6db extension for No. The least 6db but not less than 3 in. Radius, ft mm Bar length, ft mm project specifications. The detailer shall show special speci- 3 10 5 10 fication requirements for grade in listing column verticals for each story. In multistory columns, lower stories are some- 4 13 10 10 times designed for higher strength grades.

Special require- 5 16 15 10 ments for bars to be butt-spliced can also be included. Three splice ar- 9 29 90 27, 30 rangements are shown: butt-splices, radially lapped splices 10 32 33, 30 with verticals or dowels from below inside of bars above, 11 36 33, 60 18, and circumferentially lapped splices with dowels from be- 14 43 54, 60 18, low the bars above.

Spacing for the latter also applies to butt- spliced two-bar bundles. Radially prefabricated bars of any size tend to relax the ra- For the butt-splice arrangement, no allowance was included dius originally prefabricated as a result of time and normal for increase in diameter at couplers or end-bearing devices, handling.

The last few feet involved in the lap splice area often or for access to butt weld. For these reasons, final adjust- smaller than the one below, vertical bars from below must be ments are a field placing problem to suit conditions and toler- offset to come within the column above, or separate dowels ance requirements of a particular job.

The slope of the inclined portion shall not exceed tolerances and Section 4. Bars requiring a larger radius 1 to 6. In detailing offset column bars, a bar diameter plus or length than shown in the table are sprung in the field with- clearance must be added to the desired offset.

In the corners out prefabrication. When the offset is 3 in. It is a problem to place a dowels provided. To lap splice is shown in Fig. Unless special details are pro- avoid this problem, all No.

General practice is to use the offset for the corner field by flame cutting. Bars bent to radii greater than 20 ft bars that must be bent diagonally as the typical offset dimen- mm will be furnished to the detailed length with no sion for all the bars in the column.

Column verticals in round consideration given to the tangent end. The ends of these columns where column sizes do not change must be offset bars generally are saw cut.

The standard angle is 45 degrees extra turns at both top and bottom. The height or length of for truss bars, with any other angles being special. Where a spiral cannot be in full inches 25 mm. This makes the computation easier furnished in one piece, it may be furnished in two or more and is within the tolerances permitted.

It is important to note sections to be field welded, or with additional length at each of that when the height of the truss is too small, 45 degree bends the ends of each section to be lapped in the field, 48 diameters become impossible. This condition requires bending at a minimum, but not less than 12 in.

The sections must be lesser angle and lengthens the slant portion. See the form to the minimum requirements of a table in the support- bar list example in the supporting reference data section.

Maximum length of spacers is that of the spiral plus one pitch. The project specifications or subcon- 4. For greater heights, spirals Welded-plain- and deformed-wire fabric meeting ASTM A must be field spliced by lapping or welding. Spacers can be or A , respectively, and spirals formed from cold provided. Spirals are also used in piles, but these do not fall drawn wire conforming to ASTM A 82 or A , are also within ACI M definition of a spiral and are usually considered concrete reinforcement within this definition.

Other materials used as concrete reinforcement and processes 3. In a column with a capital, the spiral shall ex- weights mass computed from the values given in the tend to the plane at which the diameter or width of the capital ASTM specifications, as calculated from the detailed placing is twice that of the column. See Detail 2, Fig. If the struc- drawings, lists, or purchase orders. In determining the tural drawings require lateral reinforcement in the column weight mass of a bent bar, it is standard practice in the in- between the top of the main spiral and the floor level above, dustry to show all bar dimensions as out-to-out and consider the bar lengths required for fabrication as the sum of all de- it should be provided by a stub spiral short section of spiral tailed dimensions, including Hooks A and G see Fig.

Where stub spirals are used, they Charges for extras can be added to the base price per hun- must be attached to the main spiral for shipment or fully dredweight.

In this event, the principal extra charges are: identified by mark numbers. Column footings to columns; Bending extra charges are separated into three classes as 2. Wall footings to walls; follows: 3. Wall intersections; 1. Light bending—All No. Stairs to walls; hoops, supplementary ties, and ties, and all bars No. Construction joints in footings, walls, and slabs; through 18 No.

Columns at floor levels where the vertical reinforce- than six points in one plane, or bars that are bent in more ment cannot be offset bent and extended; and than one plane unless special bending, see below , all 7.

Other places where it is not possible or desirable to ex- one-plane radius bending with more than one radius in tend the reinforcing steel continuously through a joint. They should al- ing defined as all bends having a radius of 12 in. Heavy bending—Bar sizes No.

Bars are grouped separately on the bar list as fol- one plane unless classified as light bending or special lows: bending and single radius bending; and 1. Straight; 3. Special bending—All bending to special tolerances 2. Bent, including stirrups and ties; and tolerances closer than those shown in Fig.

Requirements for texture and 3. Transportation; color to suit job conditions should be added if necessary.

Epoxy coating and galvanizing; Caution: If the finished surface will be subjected to sand- 5. Painting, dipping, or coating; blasting, bush-hammering, or chemical removal of external 6.

Spirals and continuous hoops; mortar, the different texture of the exposed precast blocks 7. Shearing to special tolerances; unless part of a planned pattern may be objectionable. Square saw-cut ends; 5. Beveled ends or ends not otherwise defined; Standard Practice contains descriptions of one other type of Bar threading; bar supports, all-plastic bar supports.

See the supporting ref- Special bundling and tagging; erence data section for more information. Overlength bars, and overwidth bars, or both; and Note distance from the forms. Selection of the type of spacer tra- that tolerances more restrictive than these may be subject to an ditionally has been the responsibility of the contractor. De- extra charge. Use of fire walls to create separate buildings is now limited to only the determination of permissible types of construction based on allowable building area and height.

Where an elevator hoistway door opens into a fire-resistance-rated corridor, the opening must be protected in a manner to address smoke intrusion into the hoistway. The occupant load factor for business uses has been revised to one occupant per square feet. Live loads on decks and balconies increase the deck live load to one and one-half times the live load of the area served. The minimum lateral load that fire walls are required to resist is five pounds per square foot.

Wind speed maps updated, including maps for the state of Hawaii. Terminology describing wind speeds has changed again with ultimate design wind speeds now called basic design wind speeds. Site soil coefficients now correspond to the newest generation of ground motion attenuation equations seismic values. Five-foot tall wood trusses requiring permanent bracing must have a periodic special inspection to verify that the required bracing has been installed.