I am working with the Aluminum Design Manual but I am considering updating to the Aluminum design manual. Have the general formulas indicated in table format such as Table 3. See Attached. The amount by which the diameter nized steel in contact with aluminum need not be painted. Poor matching holes shall be rejected. Holes fiberboard, or other porous material that absorbs water shall.
The nominal included angle at the apex of the cone in contact with a heavy metal such as copper. The heavy shall be Rivet heads shall be M. A fabricated member shall not vary from straight or from its intended curvature by more than its length divided by The drill M. Welding shall comply with the AWS D1. Filler alloys shall be selected M. The contract documents shall specify if visual inspec- Tolerances on erected dimensions shall be suitable for tion is required to be performed by AWS certified welding the intended service and consistent with the geometric inspectors.
When inspection other than visual inspection imperfections used in the stability analysis conducted in is required, the contract documents shall state the method, accordance with Chapter C. Fillers in parentheses are acceptable alternates. To weld C Tests shall be 6 5. Specific provisions for roofing and siding are given 10 3. During testing, deflections shall be 1.
If the tensile yield strength of the aluminum 1. Adjustments shall also be made for differences between 1. Design strengths shall be determined using the resistance factors given in Chapter F for bending and Chapter J applied 1. The bending strength of roofing and siding shall be Allowable strengths shall be determined using the safety established from tests when any of the following condi- factors given in Chapter F for bending and Chapter J applied tions apply.
The allowable stress range Srd shall not be less than the value from Equation 3. Fatigue design of castings shall be made by testing in accordance with Appendix 1. The maximum and minimum stresses used to calculate Sre Srd 3. Flexural stress in base metal at the toe of welds on girder webs or flanges adjacent to welded C 6, 21 transverse stiffeners. Base metal at the end of partial-length welded cover plates with square or tapered ends, with E 5 or without welds across the ends.
Fillet Welds Base metal at intermittent fillet welds E Base metal at the junction of axially loaded members with fillet-welded end connections. E 15, 17 Welds shall be disposed about the axis of the members so as to balance weld stresses. Shear stress in weld metal of continuous or intermittent longitudinal or transverse fillet welds F 5, 15, 18 Groove Base metal and weld metal at full-penetration groove welded splices of parts of similar cross B 9, 10 Welds section ground flush, with grinding in the direction of applied stress and with weld sound- ness established by radiographic or ultrasonic inspection.
Base metal and weld metal at full-penetration groove welded splices at transitions in width B 11, 12 or thickness, with welds ground to slopes 1: 2. Base metal and weld metal at full-penetration groove welded splices with or without transi- C 9, 10, 11, 12 tions with slopes 1: 2. Base metal and weld metal at full-penetration groove welds with permanent backing. Fillet welds shall be sufficient to develop the static bending strength of the tube and be placed in the follow- ing order: weld the top of the base and the tube, then weld the end of the tube and the bot- tom of the base.
The base shall be for a top mounted luminaire or as a support for a short arm, defined as that producing no more than 5 ksi 35 MPa tensile dead load stress in the tube at top of the base. Notes: 1. See Figure 3. These examples are provided as guidelines and are not intended to exclude other similar details.
Tensile stresses are considered to be positive and compressive stresses are considered to be negative. Constant Amplitude Fatigue Cf Limit. B 4. C 3. D 3. E 3. F 3. F1 It includes criteria individual beams in buildings where the surround- for determining heat input, thermal expansion, and reduc- ing or supporting structure is capable of resisting tion in mechanical properties of aluminum at elevated substantial thermal expansion throughout the range temperatures.
The analysis methods in Section 4. The qualification testing methods in Section ments specified for the building occupancy. These heating conditions shall or flames under conditions of use and enables them relate to the fuel commodities and compartment character- to continue to perform a stipulated function. The fuel load density flashover: the transition to a state of total surface based on the occupancy of the space shall be considered involvement in a fire of combustible materials when determining the total fuel load.
Heating conditions within an enclosure. The variation of the heat- heat release rate: the rate at which thermal energy is ing conditions with time shall be determined for the duration generated by a burning material. The deterioration in strength and stiffness of structural members shall be accounted for in the structural analysis.
Yield strengths cient to cause flashover, a localized fire exposure shall be Ftym and ultimate strengths Ftum at elevated temperatures assumed. In such cases, the fuel composition, arrangement shall be determined from test data or Table 4. Thermal expansion for temperatures between 70F and F 20C and C shall be determined using a 4.
Where the heat release rate from the fire is sufficient to cause flashover, a post-flashover compartment fire shall be 4.
The determination of the temperature versus time profile resulting from the fire shall include fuel load, venti- The specific heat of aluminum alloys is 0. The structural system shall be designed to sustain from the interior fire through the opening.
The shape and local damage with the structural system as a whole remain- length of the flame projection and distance between the ing stable. The method in Section forces from the region exposed to fire to the final point of 4. The foundation shall be designed to resist the fire characteristics. Interpolate for temperatures between those given in the table. Conformance of the structural system to these require- Boundary conditions and connection fixity in the analysis ments shall be demonstrated by constructing a mathemati- shall be representative of the proposed structural design.
Individual members shall be provided with adequate strength to resist the shears, axial forces, and moments 4. Connections shall develop the strength of the connected The methods of analysis in this section apply to evalu- members or the forces indicated above. Where the means ating the performance of individual members at elevated of providing the fire resistance requires the consideration temperatures during exposure to fire. The design-basis fire exposure shall be that deter- determined using the provisions of Chapter D with alumi- mined in Section 4.
The analysis shall include both a num properties as given in Section 4. The thermal response shall produce a temperature field in each structural element as a result of the design-basis fire 2 Compression members and shall incorporate temperature-dependent thermal prop- It is permitted to model the thermal response of a com- erties of the structural elements and fire-resistive materials pression member using a one-dimensional heat trans- in accordance with Section 4.
The mechan- be determined using the provisions of Chapter E with ical response shall explicitly account for the deteriora- aluminum properties as given in Section 4.
Heat input shall be determined from the design-basis fire defined in Section 4. Structural members and components in aluminum struc- The design strength of a flexural member shall be tures shall be qualified for the rating period in conformance determined using the provisions of Chapter F with alu- with ASTM E The nominal strength Rn shall by thermal expansion throughout the range of anticipated be determined using the material properties given in elevated temperatures.
Load effects in the structure shall be detemined by ture are identified from records, specimens shall be cut structural analysis. The strength of members and connections from the structure and both: shall be determined using the Specification for Aluminum Structures. Test loads shall not exceed a factored load of 1.
The structure shall be visually 5. Deformations shall be recorded at each load incre- Where structural performance depends on existing welds: ment and one hour and 24 hours after the removal of the load. The evaluation shall be documented by a written report b If welds do not meet the visual inspection criteria of that includes: AWS D1. In Equation , Lb need not be taken less than the maximum unbraced length The brace strength force or moment and stiffness kL permitted for the column based on the required force per unit displacement or moment per unit rotation axial strength Pr.
The determi- load combinations. Lateral stability of beams shall The required stiffness is be provided by lateral bracing, torsional bracing, or a com- bination of the two. Inflection points shall not be considered. In Equation , Lb need not be taken less than the maximum unbraced length Lateral braces shall be attached at or near the compres- permitted for the beam based on the required flex- sion flange, except: ural strength Mr.
In Equation , Lb need not be taken The required stiffness is less than the maximum unbraced length permit- ted for the beam based on the required flexural.
Alternatively, the stiff- b When nodal lateral bracing is used, the required strength ener may end a distance of 4tw from any beam flange that is is the sum of the values determined using Equations not directly attached to the torsional brace.
In Equa- 6. Chapter K reserved. Chapter M Fabrication and Erection. The notch strength is the ultimate tensile strength of a This Specification provides the nominal strength of alu- standard notched specimen. Kaufman documented minum structures, members, and connections. The nominal the notch strength of a number of aluminum alloy-tempers strength is usually defined as a force or moment, but in and suggested ASTM tests for determining notch strength.
Alloy-tempers with notch-strength-to-yield-strength This Specification provides two methods of design: ratios less than 1 are considered to be notch sensitive, since they will rupture at a notch before yielding. Such alloy- 1 Load and Resistance Factor Design LRFD : The nomi- tempers require a reduction in the tensile ultimate strength nal strength multiplied by a resistance factor must equal used for design. This reduction is made by dividing the ten- or exceed the required strength determined by analy- sile ultimate strength by the tension coefficient kt, a coeffi- sis for the appropriate LRFD load combinations.
This cient greater than or equal to 1. Specification provides resistance factors for building- The kt factor of 1. This Specification pro- T6. Specified strengths are A. In most instances the distri- sion than those given in this Section are given in the Alumi- bution is normal and strengths are based on the results of num Design Manual Part IV Tables 7 and 8, respectively, and at least tests from at least 10 different lots of material.
Material should not be accepted or rejected based F. These strengths are derived strengths Kaufman provide typical mechanical properties for established by multiplying strengths from tests of repre- many aluminum products at elevated temperatures. The sentative lots of material by the ratio of the specified ten- reduction in strength varies with alloy, temper, temperature, sile yield or ultimate strength to the tensile yield or ulti- and time of exposure.
Where insufficient data are available, welded strengths are based on data for combina- The compressive modulus of elasticity E given in Table tions of similar filler and base metal. Welding causes local annealing, which ASTM B 26 and B do not specify tensile yield erases this strength increase in a zone along both sides of strengths for some of the cast alloy-tempers they include the weld.
The resulting variation in mechanical properties for example, sand cast These alloy-tempers in the vicinity of a weld is illustrated by the typical distri- are not included in Table A. Moore, et al. There are also other alloy-tempers Table A. The welded therefore not included in this Specification.
Welded yield strengths dimensional standards tolerances as do ASTM specifica- are for 0. The 2 tions for wrought products for example, B Therefore, in. Since the heat-affected zone extends approxi- Specification as those in the Aluminum Association Stan- mately 1 in. The strengths specified in ASTM B 26 Table 2 for sand Welded compressive yield strengths Fcyw and welded castings are for separately cast test bars and not for the shear ultimate strengths Fsuw are derived from the relation- castings themselves.
Section Therefore, the strengths given in Table A. Castings are more prone to discontinuities than wrought products. Therefore, this Specification includes discontinu- ity standards for castings in order for them to be designed to the same Specification provisions as wrought products. The quality standards are based on the following: ASTM B 26 and B section 20 both include options for liquid penetrant and radiographic inspection that may be specified by the purchaser.
Liquid penetrant inspection detects only surface flaws, so it is insufficient. ASTM B 26 and B only require radiographic inspection be per- formed if the purchaser specifies such inspection. If such inspection is specified, the purchaser must also specify which of four quality grades A, B, C, or D must be met.
Grade A allows no discontinuities at all; this is more stringent than wrought product quality levels and so it is unwarranted.
When Grade D is specified, no tensile tests of coupons cut from castings are required. Therefore, only Figure CA. Standards and Data Table 6. Kaufman Figure 5. Standards for Aluminum Sand and Perma- in tensile fracture strength is required for notch sensitivity nent Mold Castings establishes four frequency levels for for these alloy-tempers and the tension coefficient kt is 1.
Inspection Level 2 requires A. Level 3 leaves the inspection filler metal comply with AWS A5. Tables M. Strengths given in Table A. B 26 allows the purchaser to require that the strength of coupons cut from production This Specification addresses only aluminum bolts. B has the same requirement, but for certain alloy- This Specification addresses only aluminum rivets. The strengths This Specification addresses only aluminum screws.
This is because safety or resistance factors account for the fact that actual dimen- sions may be less than nominal dimensions, within the tol- B. The torsion constant J may be determined as follows: B. Figure CB. An example of a serviceability limit state is a deflection beyond which the c For shapes containing open parts and closed parts, J is structure is unfit for service.
An example of a strength limit the sum of J for the open parts and J for the closed parts. The design strength fRn is the product of the resistance factor f and the nominal strength Rn. Resistance factors are less than or equal to 1. The basis for load and resistance factor design is given by Ellingwood, et al.
The resistance of the struc- Figure CB. Failure occurs when the resistance R is less than the load member limit states, 0. This fore, this Specification uses these resistance factors. This probability is a function of the difference between mean matches the AISC Specification for rupture and other value of the resistance and the mean value of the load effect member limit states.
In Figure B. Because a column out-of-straightness factor of 0. His The safety factor for column local buckling has been work is summarized in Tables CB. An out-of-straightness factor has not been applied LRFD. To do so, the relationship between safety factors to local buckling because the local buckling strength is not and resistance factors can be established as follows: sensitive to out-of-straightness Sharp Therefore, different buckling constant Table CB.
Table CB. The weld-affected zone in non-heat treatable alloys has linearly tapered thickness elements with d 2. The tapered flanges of American Standard channels in heat-treatable alloys has a strength slightly less than the and American Standard I beams meet this criterion.
For this reason, buckling Three types of edge supports for elements with tapered constants for weld-affected zones of all alloys are determined thickness are addressed in Section B. Section B. Kim provided the method used in this Section for c Tapered thickness elements supported on both edges Fig- determining the slenderness ratio for members that have ure CB. Once the slenderness ratio has been determined, use the B.
The study by Sooi and Pekz used to establish these provisions was based on sheet metal shapes where the B. Therefore, this Speci- The strength of elements in uniform compression is the fication requires that the stiffener be at least as thick as the weighted average of the strengths of the unwelded and weld- element to be stiffened.
The strength of elements with The denominator in each of Equations B. The weld-affected zone for transverse welds that supported on both longitudinal edges Ra.
Sooi and Pekz extend across the full width of an element is the gross area adapted the equations for Ra from the AISI Specification of the element. The elastic buckling analysis by Sharp shows B. Galambos Figure 4. Equa- k2E 0. In columns buckling about a principal axis that is not an Stiffening bulbs and other complex shapes may provide axis of symmetry for example, channels buckling about greater strengths than those provided for in Section B. This is due to the non- linear post-buckling stress distribution in the sections ele- strength for these other shapes.
Although some post-buckling strength may exist, it may not be as large as that if the buckling axis were an axis B. Therefore, this Section limits the strength in with an Intermediate Stiffener such cases to the elastic local buckling strength.
The provisions in this Section are based on Sharp , who developed an equation for flat elements supported on B. The buckling strength of actual shells, gular shapes Section F. The equivalent slenderness ratio however, is strongly affected by imperfections in the geom- of 3.
Tests indicate that this effect tends supported edge. The effect of imperfections Section B. The coefficients in the formula for inelastic buckling strength are assumed to be the same as for solid rectangu- B.
The equivalent slenderness ratio Strengths determined using the provisions of this Sec- is 0. This is the optimum location for Section B. The resulting a more accurate assessment of element support conditions strength of the web is based on Bleich The stiff- can be used to determine the compressive strength. The eners required moment of inertia is the same as that used use of Section B. The factor a accounts for the tion B. Sections B. There- which a more accurate assessment of element support con- fore, only weld-affected zones in the compression portion ditions can be used to determine the compressive strength.
Kim showed that Section B. Further study is required to and B. The zone, which is not addressed by the Specification. The coefficients in the formula for inelastic buckling When Section F. When the neutral axis is at the the strength of a stiffened element need not be limited to the mid-height of the element, the equivalent slenderness ratio strength of the stiffener since the elastic buckling strength is 0.
Simple support is assumed for all elements. Since elastic local buckling stresses. This inter- of elastic local buckling stresses is provided in Chapter B. The elastic local buckling stress Fe for elements sup- Postbuckling strength is used in Sections B.
When the stiffener B. However, including the geometric imperfections in the analysis model is appli- Design for stability includes the analysis to determine cable to all structural configurations. This can be addressed by C. The five factors listed in Section C. The 0. This can be addressed by using 0.
To determine if a program properly place of E in the analysis. Most structural analysis programs that purport to the effective length method is appropriate, and the method address second-order effects include P-D effects, but in Section C.
Also, it is often quite diffi- some do not include P-d effects. P-d effects must be cult to properly determine effective lengths. However, since included in determining the required strength of indi- Section C.
Since the Specifi- analysis is performed. Then, since ASD results are compared to tions be the tolerances specified by the designer.
Geometric imperfections could also be accounted for Bracing requirements given in Appendix 6 do not apply by applying equivalent notional loads to the structure to bracing that is included in the structural analysis per- that are a fraction of the gravity loads for nominally ver- formed in accordance with Section C.
A possible approach in this instance is to use tion and 1. The the weighted average thickness weighted by the length of the corresponding safety factors for bridge structures are 1. This is because the net section stress distribution across the section at the connection for usually exists over only a short portion of the overall length angles, tees, and channels connected by some but not all of of the member, and the elongation of the member resulting their elements.
This is accounted for by using the net effec- from yielding across the net section is small. Thus, yielding tive area to calculate the tensile stress in the section. Design- on the net section is not a limit state. Transverse the effect of the eccentricity is accounted for in the net effec- welds are welds with an axis perpendicular to the mem- tive area determination.
If the entire cross section of the member is weld- To determine the eccentricities: affected, the tensile strength is Ftuw Ae. Yielding at a trans- verse weld is not a limit state, because, in a similar manner a For tees connected only by their flanges Figure as for yielding at the net section, the elongation of the mem- CD. The eccentricity in member axis. Usually only part of the cross section of lon- the x direction is zero. For I beams connected only by gitudinally welded members is weld affected.
The strength their flanges Figure CD. Hill and Brungraber showed c For angles connected only by one leg, the eccentric- that for members with part of the section weld-affected, ity in one direction is the distance from the face of the the strength is the sum of the strength of the weld-affected connected leg to the neutral axis of the angle parallel material and the strength of the non-weld-affected material. The eccentric- ity in the other direction is determined from a section D.
The eccentricity is the distance per- Figures CD. The net section area for the bar shown in Figure the fastener closest to the unconnected leg to the neutral CD. In Figure CD. Such columns are sometimes Because column member buckling strength E.
This is addressed in Section B. Because the Specification includes the 0. In the Specification, the safety factor for column local buckling strength changed from 1. Unlike member buckling, local buckling strengths need Section E. Based on data notes that the practical plate with initial crookedness The equivalent slender- E. Chapuis and Galambos addressed the effective For point-symmetric sections such as cruciforms, tor- length of aluminum columns as a factor k times the length sional buckling is the most likely mode of failure and Fe of the column between lateral supports.
AWS D1. Since the flatness the buckling strength. The flatness tolerance for the other shapes. These values can be quite conservative for test specimens ranged from 0. Section E. Compressive tests determine the strength in such cases. To account for the reduction in strength in Brungraber and Clark investigated the strength of the weld-affected zone, a weighted average method is used. Welding can affect a members compression strength by reducing strength in E. The effect of welding on element of a member is the sum of the local buckling strength of the strength is addressed in Section E.
The compressive strength of portions of a column at the intersection of elements for example, E. Transverse welds not at the ends of a column supported on both ends or in a cantilever column may appreciably decrease the member buckling strength.
Sharp showed E. If a column has both longitudinal and transverse welds, the strength determined considering the transverse welds E. Apparently the circumferential welds can elements may buckle elastically without causing failure of cause more severe geometric imperfections in the thin- the member. However, if the local buckling stress of the sec- walled cylinder than those in relatively heavy-wall cylin- tion is less than the member buckling strength of the column, ders. More research is needed to establish accurate design the reduced stiffness that accompanies local buckling may rules for circumferentially welded, thin-walled cylinders.
Sharp devel- oped the strength equation given in Section E. Sharps equation agrees well with the results of com- pression tests on H-section and box section columns with The strength of a cross section with only part of its area thin elements reported by Bijlaard and Fisher In the inelastic stress range the lateral-torsional buck- F.
Tests have shown this curve to be conserva- between brace points. Inflection points are not brace points. S1 isnt needed for The lateral-torsional buckling strengths given in Sections lateral-torsional buckling because yielding is addressed in F. If the moment varies over the Clark and Hill determined the lateral-torsional unbraced length, the lateral-torsional buckling strength is buckling strength of single web beams about their strong greater than the strength given by Sections F.
A simple span beam restrained against movement lat- and F. This strength increase can be accounted for by erally and vertically at the supports, but free to rotate about using the bending coefficient Cb given in F. A Kirby and Nethercot If the free end of a cantilever is torsionally braced, equa- Section F. The formulas of Section F. Because of this approximation, Section F. To compute more accu- Kitipornchai The unconservative cases arise if the rate bending strengths for these cases, the value of ry in Cb factor is applied to the critical moment determined for Section F.
In such cases, the member 17 American Standard I-beams using ry and using rye. Using must also be checked at the location where the smaller ry is very conservative for moderate and high slenderness flange is subjected to its maximum compression. Cb is also to be taken as 1. The when the unbraced length is factored by a ky less than 1. For continuous beams there are no directly derived val- Winter showed a method for taking advantage ues of C1 and C2. For this reason rational analysis must be of the effect of bracing the tension flange.
He derived the used in estimating the values of these coefficients for such elastic critical moment Me for pure bending for a singly applications. It can be shown that for loading as shown in Figure CF. In equation CF. At brace points the Bending Axis of doubly symmetric beams use Equation F. Use the same equation between about the bending axis, approximate bending strength can brace points if the beam is subjected to lateral loads that are be determined using Section F.
This approximation is quite conservative when the tom flange of the beam and the load is free to move later- smaller flange is in compression. The approximation may ally with the beam if it should buckle.
Selection of the proper equation for rye is illustrated by Figure CF. At point B for both beams, use Equation F. Use the same equation for point A if the distributed load is applied at the level of the neutral axis. If the distrib- Section F. The approach for checking the moment at ing axis. However, Section F. Therefore, to guide users to the most effi- cient way to use this Specification, the title for F. Equation F. This expression considers non-symmetry of the section about the bending axis as well as the location of the laterally applied load with respect to the shear center.
The orientation of the axes and the cross-sectional nota- tion are illustrated in Figure CF. The magnitudes of yo, torsion constant J and the warping constant Cw can be deter- mined from references such as Roark and Young The approximate formula for j given in Equation F. The nominal strength expression was rearranged from the expression given in the Aluminum Design Manual but gives the same strength.
Figure CF. The wall thickness need not be uniform. Venant torsion. The F. If Cw is not small compared to 0. This is done to be consistent with Sec- Clark and Rolf showed that rectangular bars can tions F. Sharp variation in stress across the width of the angle leg. The determined shape factors for yielding of 1. This Specification uses 1.
Equivalent slenderness ratios from and 1. Sharp Table 7. Cases 2, 3, and 4 are addressed in Section If a rectangular bar is laterally unsupported and is suf- F.
In the intermediate slenderness ratio range, the buckling strength F. Clark and Rolf showed that the formula shown in Figure F. In such cases, when an angle is lat-.
Table CF. When is based on experimental work by Clark and Rolf This is shown F. Formulas for determining bw are given in Part V. Since The lower set of lines, two straight lines and a curved these formulas are cumbersome, bw values for some com- line, applies to both tubes and curved elements under uni- mon angle sizes are given in Table CF. The upper set of lines, three straight lines slightly with angle thickness for the angles listed in ADM and one curved line, applies to tubes in flexure.
The higher Part V. For larger Angle Size in. For curved elements in bend- 86 3. This results from the non-linear distribution of stress in the inelastic range.
Yielding does not become apparent as soon as the calculated stress in the extreme fiber reaches the yield strength because the less highly stressed fibers near the center of the beam are still in the elastic range. The constants 1.
The factor on yield was picked from curves of yield strengths at 0. The shape factor on ultimate strength was deduced Figure CF. Kim improved the weighted average method accuracy for a variety of members.
The distance c for The shape factors for flat elements in flexure are the same a tensile flange is the distance to its extreme fiber because as the shape factors for solid rectangular shapes in F. The distance c for a compres- Shape factors for aluminum are less than those for the rigid- sion flange is the distance to its centerline because buckling plastic cases commonly used for mild steel because of the is based on the flanges average stress.
The effect of alloy on shape factor is not very large, so only one set of F. Sharp tested beams with longitudinal and trans- F. For tubes with circumferential welds, Section F.
See Section E. These are given in Section B. Additionally, for flexural compression, buckling is addressed in Section B. Simi- sions of Section G. You may also input your own basic shapes and the properties will be calculated automatically. The Aluminum tab on the Member Spreadsheet records the design parameters for the aluminum code checks. These parameters may also be assigned graphically. SeeModifying Member Design Parameters to learn how to do this.
You may assign a unique Label to all of the members. Each label must be unique, so if you try to enter the same label more than once you will get an error message. You may relabel at any time with the Relabel options on the Tools menu. The member Shape or Section Set is reported in the second column. The member Length is reported in the third column. This value may not be edited as it is dependent on the member end coordinate listed on the Primary Data tab.
It is listed here as a reference for unbraced lengths which are discussed in the next section. Cm Coefficients are described in Section 4. If these entries are left blank, they will be automatically calculated. The Cm value is influenced by the sway condition of the member and is dependent on the member's end moments, which will change from one load combination to the next, so it may be a good idea to leave these entries blank.
If this entry is left blank, it will be calculated automatically. The Function entry may be set to either 'Lateral' or 'Gravity' using the drop down list in the spreadsheet. If the Adjust Stiffness option is set to Yes on the Codes tab of the Model Settings Dialog, then all members with a 'Lateral' Function will be considered for the stiffness reduction required per the Chapter C.
This option is a good feature for models which take a long time to solve or which have not yet been proportioned to control drift. Access the Code Check spreadsheet by selecting the Results menu and then selecting Members Design Results or by clicking on the Design Results button on the Results toolbar.
So, if this value is less than 1. If it is greater than 1. If the value is greater than 9. Note that torsional shear, if any, is also included in this check.
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