steel diaphragm design example

These factors are termed multiple presence factors by the Specifications. Download Cold-Formed Steel Shear Wall Design Guide, 2019 Edition. Consistent with this, the phi-factor for flexure (0.90) was used in obtaining the factored resistance from the factored nominal strength. + ] v%J+/IM_W+J_W+J_Wkk}B&5r \#wy]2v]EWx_gW]yzzxzzzxzzzxzzzxzzzxzzzxzzzxzzzxzO,g%3 Dq@{x,!|Letq? Included in this depth is any haunch and/or depth due to the deck cross-slope. For example, in a steel braced frame system, in order for the diagonal brace to yield and dissipate energy in a . Prior to carrying out the actual design of the pier cap, a brief discussion is in order regarding the design philosophy that will be used for the design of the structural components of this pier. Therefore, this requirement is also satisfied. This may account for the absence of this check in both the Standard Specifications and in standard practice. The next step is to compute the reactions due to the above loads at each of the five bearing locations. The shear check of the critical cap section will now proceed. - The five best solutions are listed for each of the zones as shown below. This is illustrated as follows assuming a 3'-6" footing with #9 reinforcing bars at 6" on center in both directions in the bottom of the footing: With the average effective shear depth determined, the critical perimeter can be calculated as follows: The factored shear resistance to punching shear is the smaller of the following two computed values: With the factored shear resistance determined, the applied factored punching shear load will be computed. For this design example, stud shear connectors are being used throughout the length of the bridge. 0000017342 00000 n The Strength I limit state controls for the punching shear check at the column. Box 426 Glenshaw, PA 15116 Phone: (412) 487-3325 Fax: (412) 487-3326 www.sdi.org DIAPHRAGM DESIGN MANUAL THIRD EDITION Appendix VIII Addendum August 2013 HILTI PIN X-HSN 24. 1200 New Jersey Avenue, SEWashington, DC 20590 Specifying Self-Drilling Screws: Standard vs. Engineered, Our Latest Online Resource: Steel Deck Diaphragm Calculator, A Day in the Life of a Simpson Strong-Tie Structural Engineering Intern. It is mandatory to procure user consent prior to running these cookies on your website. Therefore, the cover is set at 2.5 inches. Figure 8-7 Projected Area for Wind Pressure on Pier. The attack angle is taken as measured from a line perpendicular to the girder longitudinal axis (see Figure 8-5). Assuming a unit weight of soil at 0.120 kcf : For the pier in this design example, the maximum live load effects in the pier cap, column and footing are based on either one, two or three lanes loaded (whichever results in the worst force effect). Welded connections are required at several locations on the steel superstructure. Neelima Tapata is a Senior Research and Development Engineer for the Fastening Systems product division at Simpson Strong-Tie. You also have an option of editing the steel deck properties to accommodate proprietary decks that are within the limitations of SDI DDM03 Section 1.2. If the factored axial load is less than ten percent of the gross concrete strength multiplied by the phi-factor for compression members (axial), then the Specifications require that a linear interaction equation for only the moments is satisfied (SEquation 5.7.4.5-3). Although individual pile loads may vary between the abutment and the pier, the design procedure is similar. ; Net uplift = 30 psf. Civil PE Exam - Structural Review Problem - Diaphragm Design Example Kestv 7.4K views 1 year ago STD421 - Standards Update: 2021 Special Design Provisions for Wind and Seismic American. Therefore, d is taken equal to zero for this design. This moment, which acts about the centerline of the pier cap, induces vertical loads at the bearings as illustrated in Figure 8-6. The transverse and longitudinal force components are: The point of application of these loads will be the centroid of the loaded area of each face, respectively. For some fasteners, the shear strength of the fastener is dependent on this support thickness. The base wind pressures for the superstructure for various attack angles are given in STable 3.8.1.2.2-1. Reinforcing steel cover requirements (assume non-epoxy rebars): Pier cap and column cover - Since no joint exists in the deck at the pier, a 2-inch cover could be used with the assumption that the pier is not subject to deicing salts. The tables assume a particular direction for illustration only. 2015 IBC SEAOC Structural/Seismic Design Manual, Vol. Some state agencies mandate a minimum eccentricity to account for this possibility. The radius of gyration (r) about each axis can then be computed as follows: The slenderness ratio for each axis now follows: The Specifications permits slenderness effects to be ignored when the slenderness ratio is less than 22 for members not braced against sidesway. 296 0 obj <>stream These factors are related to the ductility, redundancy, and operational importance of the structure. A maximum of five zones can be added. For Service I, the factored vertical forces at the bearings and corresponding force effects at the critical section are shown next. 0000002100 00000 n Figure 5-3 Bearing Stiffeners at Abutments. For the sake of clarity and simplicity in Design Step 8.5, a separate set of live load reactions with dynamic load allowance excluded was not provided. Based on the skew angle, this load can act transversely, or both transversely and longitudinally. 0000007980 00000 n Flexure from vertical loads (reference Tables 8-4 and 8-5): Shear from vertical loads (reference Tables 8-4 and 8-5): Torsion from horizontal loads (reference Table 8-9): The applied torsion would be larger than the value just calculated if the vertical loads at the bearings are not coincident with the centerline of the pier cap. 0000003336 00000 n In addition to the above, the Specifications requires that the transfer of lateral forces from the pier to the footing be in accordance with the shear-transfer provisions of S5.8.4. Zone 2: Diaphragm shear = 1400 plf. However, for the sake of completeness, this check will be carried out as follows: The nominal shear-friction capacity is the smallest of the following three equations (conservatively ignore permanent axial compression): Define the nominal shear-friction capacity as follows: The maximum applied shear was previously identified from the Strength V limit state: As can be seen, a large excess capacity exists for this check. The Specifications state that the wind loads acting directly on substructure units shall be calculated from a base wind pressure of 0.040 ksf. Step 3: Load Information Enter the shear and uplift demand and select the load type as either wind or seismic and the design method as ASD or LRFD.. It will be noted here that loads applied due to braking and temperature can act either ahead or back station. By clicking "I AGREE" below, you are giving your consent for us to set cookies. 0000007879 00000 n Therefore, separate shear designs can be carried out for the longitudinal and transverse directions using only the maximum shear force in that direction. H\@yZv/{Au\tc1.|#0IqLUmwC?tiav~p6C8C1Z~s3&i_p KR.o^Nfmsfusp2e|s>u+qNajSH,~V~U^8pl4SR_YfU8.e/12"W3f/[d/I]r9s\0%s,l=2Jt+V1+ BZ%+f~A~a~A~afAfZ. Since 1939, the Steel Deck Institute has provided uniform industry standards for the engineering, design, manufacture and field usage of steel decks. This information is entered in the web app, as seen below. In addition, the clear distance between the edge of the top flange and the edge of the nearest shear connector must not be less than 1.0 inch. %PDF-1.3 % The steel deck is ASTM A653 SS Grade 33 deck with Fu = 45 ksi. Although similar provisions have existed in the ACI Building Code for some time, these provisions are absent from the AASHTO Standard Specifications. Based on the pile layout shown in Figure 8-11, the controlling limit states for the pile design are Strength I (for maximum pile load), Strength III (for minimum pile load), and Strength V (for maximum horizontal loading of the pile group). 0000001878 00000 n The roof deck is supported by joists that are thick and spaced at 5 ft. on center. Shear Nailing of the Roof Diaphragm (North-South) The diaphragm loaded in the north-south direction has been selected to illustrate the design . Table 8-5 Unfactored Vertical Bearing Reactions from Live Load, Table 8-6 Unfactored Vertical Bearing Reactions from Wind on Superstructure, Table 8-7 Unfactored Vertical Bearing Reactions from Wind on Live Load, Table 8-8 Unfactored Vertical Bearing Reactions from Vertical Wind on Superstructure, **Note: Values shown are for a single lane loaded, Table 8-9 Unfactored Horizontal Longitudinal Bearing Reactions from Braking and Temperature, Table 8-10 Unfactored Horizontal Longitudinal Bearing Reactions from Wind on Superstructure, Table 8-11 Unfactored Horizontal Longitudinal Bearing Reactions from Wind on Live Load, Table 8-12 Unfactored Horizontal Longitudinal Loads from Wind Directly on Pier, Table 8-13 Unfactored Horizontal Transverse Bearing Reactions from Wind on Superstructure, Table 8-14 Unfactored Horizontal Transverse Bearing Reactions from Wind on Live Load, Table 8-15 Unfactored Horizontal Transverse Loads from Wind Directly on Pier. The subscripts indicate the bearing location and the lane loaded to obtain the respective reaction: The reactions at bearings 1, 2 and 3 with only Lane C loaded are zero. 0000002549 00000 n This is partially due to the fact that the column itself is overdesigned in general (this was discussed previously). We also use third-party cookies that help us analyze and understand how you use this website. For the welded connection between the web and the flanges, the fillet weld must resist a factored horizontal shear per unit length based on the following equation: This value is greatest at the pier, where the factored shear has its highest value. This is the height from the top of the footing to the top of the pier cap (26 feet). %%EOF However, transverse confinement steel in the form of hoops, ties or spirals is required for compression members. The following figure illustrates the bearing stiffener layout at the abutments. Similarly for bearings 2 and 4: The vertical reactions at the bearings due to transverse wind on the superstructure at attack angles other than zero are computed as above using the appropriate transverse load from Table 8-1. This app can be found on our website, and you dont need to install anything. For continuous composite bridges, shear connectors are normally provided throughout the length of the bridge. Additionally, with all of the column reinforcement extended into the footing, along with the fact that the column and footing have the same compressive strength, a bearing check at the base of the column and the top of the footing is not applicable. This load causes a moment about the pier centerline. Many girder designs use a variable pitch, and this can be economically beneficial. In this example, it is assumed that the two feet of soil above the footing plus the footing thickness provides sufficient depth below the ground line for frost protection of the structure. In this design example, and consistent with standard engineering practice, all steel reinforcing bars in the column extend into, and are developed, in the footing (see Figure 8-13). 0000007014 00000 n In this design example, all eta factors are taken equal to one. Federal Highway Administration Limit states not shown either do not control the design or are not applicable. Exterior girder dead load reactions (DC and DW): Interior girder dead load reactions (DC and DW): In addition to the above dead loads, the weight of the soil on top of the footing must be computed. Therefore, it is considered good practice to include an approximate thermal loading even when theory indicates the absence of any such force. Furthermore, separate designs are carried out for Vu and Mu at different locations along the member. However, the assumption of flexible diaphragm is not always valid and could lead to unconservative design if used in the wrong circumstances. Zone 2: Diaphragm shear = 1400 plf. ; Length and width of zone 3 = 300 ft. x 200 ft. Joist spacing = 4.75 ft. ; Length and width of zone 1 = 300 ft. x 200 ft. Joist spacing = 5 ft. Let us know in the comments below. Download The factored flexural resistances shown above, Mrx and Mry, were obtained by the use of commercial software. The computations for these reactions are not shown but are carried out as shown in the subsection "Wind Load from Superstructure." The effective depth (de) of the section shown in Figure 8-8 is computed as follows: Solve for the required amount of reinforcing steel, as follows: The above two equations are derived formulas that can be found in most reinforced concrete textbooks. Figure 8-2 Preliminary Pier Dimensions - Front Elevation, Figure 8-3 Preliminary Pier Dimensions - End Elevation. Diaphragms are a key part of the lateral force-resisting system (LFRS) of most cold-formed steel framed structures. WASHINGTON, D.C. - The American Iron and Steel Institute (AISI) has published AISI D310-17, "Design Examples for the Design of Profiled Steel Diaphragm Panels Based on AISI S310-16.". Two wind load calculations are illustrated below for two different wind attack angles. The wind loads for all Specifications required attack angles are tabulated in Table 8-1. She works on the development, testing and code approval of fasteners. She is a registered Professional Engineer in the State of California. The bearing stiffeners in this design example consist of one plate welded to each side of the web. In the negative flexure region, since the longitudinal reinforcement is considered to be a part of the composite section, shear connectors must be provided. Therefore, based on the above pitch computations to satisfy the fatigue limit state, use the following pitch throughout the entire girder length: The shear connector pitch does not necessarily have to be the same throughout the entire length of the girder. Also, the forces at each bearing from this load will be applied at the top of the bearing (i.e., five inches above the pier cap). Therefore, the bearing stiffener at the abutment satisfies the axial bearing resistance requirements. This pier design example is based on AASHTO LRFD Bridge Design Specifications (through 2002 interims). + However, this check is carried out using the effective depth (de) and the required longitudinal tension steel in place of specific applied factored loads. The pile layout depends upon the pile capacity and affects the footing design. Refer to Design Step 1 for introductory information about this design example. The resulting force is then the product of 0.040 ksf and the projected area. However, in this case the future wearing surface is now included, maximum factors are applied to all the dead load components, and all three lanes are loaded with live load. hb```b````e`db@ !6 daX 6]$v\6X849e,:XC$f32rqr$-Sh2)kZdQy"R@YY."[F`T6JN*5"+80!-Lr`g2 Have new blog posts emailed to you and stay up-to-date with the latest news from Simpson Strong-Tie. The roof deck is a WR (wide rib) type panel, with a panel width of 36. B@+ Design calculations will be carried out for the governing limit states only. Studs or channels may be used as shear connectors. To compute the wind load on the superstructure, the area of the superstructure exposed to the wind must be defined. oZSgLa(zWXSAr 6WjZjQRf-r i,y}/F&|o7;y! The magnitude of this load with a wind attack angle of zero is 0.10 klf. 0000004496 00000 n The braking force per lane is the greater of: 25 percent of the axle weights of the design truck or tandem, 5 percent of the axle weights of the design truck plus lane load, 5 percent of the axle weights of the design tandem plus lane load. The force effects in the piles cannot be determined without a pile layout. Figure: Model in DeepEX, Stage 3. 0000005688 00000 n 202-366-4000, (It should be noted that Design Step 5.4 presents a narrative description rather than design computations.). Design for Shear (Strength III and Strength V). The factored value is computed as follows: (see Design Step 3.14 at location of maximum positive flexure). First, variables for transverse wind load on the structure and on the live load with an attack angle of zero degrees will be defined. For the strength limit state, the factored resistance of the shear connectors, Qr, is computed as follows: The nominal shear resistance of one stud shear connector embedded in a concrete slab is computed as follows: The number of shear connectors provided between the section of maximum positive moment and each adjacent point of 0.0 moment or between each adjacent point of 0.0 moment and the centerline of an interior support must not be less than the following: The total horizontal shear force, Vh, between the point of maximum positive moment and each adjacent point of 0.0 moment is equal to the lesser of the following: Therefore, the number of shear connectors provided between the section of maximum positive moment and each adjacent point of 0.0 moment must not be less than the following: The distance between the end of the girder and the location of maximum positive moment is approximately equal to: Similarly the distance between the section of the maximum positive moment and the point of dead load contraflexure is approximately equal to: Using a pitch of 10 inches, as previously computed for the fatigue limit state, and using the minimum length computed above, the number of shear connectors provided is as follows: For continuous span composite sections, the total horizontal shear force, Vh, between each adjacent point of 0.0 moment and the centerline of an interior support is equal to the following: Therefore, the number of shear connectors provided between each adjacent point of 0.0 moment and the centerline of an interior support must not be less than the following: The distance between the point of dead load contraflexure and the centerline of the interior support is approximately equal to: Using a pitch of 10 inches, as previously computed for the fatigue limit state, the number of shear connectors provided is as follows: Therefore, using a pitch of 10 inches for each row, with three stud shear connectors per row, throughout the entire length of the girder satisfies both the fatigue limit state requirements of S6.10.7.4.1 and S6.10.7.4.2 and the strength limit state requirements of S6.10.7.4.4. For simplicity in the calculations that follow, let lu=lux=luy and Kcol=Kx=Ky. The following computations are for the welded connection between the web and the top flange. These forces can arise from restraint of free movement at the bearings. This is illustrated in the following figure: Figure 5-5 Bearing Stiffener Effective Section. 62 0 obj <> endobj For this design example, a single column (hammerhead) pier was chosen. The resistance of the fillet weld is then computed as follows: For material 0.25 inches or more in thickness, the maximum size of the fillet weld is 0.0625 inches less than the thickness of the material, unless the weld is designated on the contract documents to be built out to obtain full throat thickness. Therefore, when Vc is less than Vu, as in this case, transverse reinforcement is automatically required. Bearing stiffeners are required to resist the bearing reactions and other concentrated loads, either in the final state or during construction. Neither of these are permanent or long-term loads. In general, standard engineering practice for bridge piers automatically satisfies most, if not all, of these requirements. Since the factored axial load in the column is less than ten percent of the gross concrete strength, the phi-factor will be modified and separately labeled as follows: The longitudinal moment magnification factor will now be calculated as follows: The final design forces at the base of the column for the Strength I limit state will be redefined as follows: The assessment of the resistance of a compression member with biaxial flexure for strength limit states is dependent upon the magnitude of the factored axial load. Therefore, providing steel sufficient to resist the applied moment automatically satisfies the minimum reinforcement check. It will be assumed here that adequate vertical clearance is provided given a ground line that is two feet above the top of the footing and the pier dimensions given in Design Step 8.3. Therefore, a constant shear connector pitch of 10 inches will be used. The factored resistance of the weld metal was previously computed as follows: The effective area equals the effective weld length multiplied by the effective throat. Figures 8-2 and 8-3 show the preliminary dimensions selected for this pier design example. The shear connectors must permit a thorough compaction of the concrete to ensure that their entire surfaces are in contact with the concrete. The bearing stiffener at the abutment satisfies all bearing stiffener requirements. It is worth noting that although the preceding design checks for shear and flexure show the column to be overdesigned, a more optimal column size will not be pursued. However, the Specifications require a minimum design force for the check of the superstructure to substructure connection. The factored force effects from Design Step 8.7 for the punching shear check at the column are: It should be noted that in Design Step 8.5, the live load reactions at the bearings include dynamic load allowance on the truck loads. Welds connecting the flanges and the web. The Diaphragm Capacity Tables calculator can be used to develop a table of diaphragm capacities based on the effects of combined shear and tension. Table 8-16 Load Factors and Applicable Pier Limit States. The following properties of the pile group are needed to determine the pile loads (reference Figures 8-11 and 8-12): The following illustrates the pile load in Pile 1: Similar calculations for the other piles outside of the critical perimeter yield the following: The total applied factored shear used for the punching shear check is: Alternate Punching Shear Load Calculation. The design methods presented throughout the example are meant to be the most widely used in general bridge engineering practice. Angles are tabulated in table 8-1 mandate a minimum design force for check! In both the Standard Specifications 0.10 klf, Our Latest Online Resource: steel deck ASTM. All eta factors are termed multiple presence factors by the Specifications presents a narrative description rather design... The Diaphragm loaded in the Life of a Simpson Strong-Tie on this support thickness is., separate designs are carried out for Vu and Mu at different locations along the.... The pier, the area of the superstructure exposed to the top of the superstructure to. The superstructure exposed to the girder longitudinal axis ( see Figure 8-5 ) indicates the absence of this load act! Is partially due to the above loads at the abutment satisfies the reinforcement... Is ASTM A653 SS Grade 33 deck with Fu = 45 ksi of one plate to. Surfaces are in contact with the concrete to ensure that their entire surfaces are in with. Screws: Standard vs minimum reinforcement check a single column ( hammerhead ) pier was chosen the Preliminary Dimensions for... Induces vertical loads at the bearings as illustrated in Figure 8-6 and 8-3 show the Preliminary selected! Joists that are thick and spaced at 5 ft. on center acts about the pier cap, induces loads! Mrx and Mry, were obtained by the Specifications require a minimum design force for the superstructure to. And you dont need to install anything a key part of the concrete ensure... As shear connectors are normally provided throughout the length of the fastener is dependent on this support thickness Wall. By the use of commercial software will be used to develop a table of Diaphragm capacities based the! Transversely and longitudinally ( 0.90 ) was used in general, Standard engineering practice pier design example, in for... Tables Calculator can be found on Our website, and you dont need to install.! Neelima Tapata is a registered Professional Engineer in the web of zero steel diaphragm design example. Pier centerline abutment and the top of the fastener is dependent on this support thickness compaction of the bearing! And in Standard practice causes a moment about the pier centerline automatically the! The wrong circumstances ahead or back station, Our Latest Online Resource: deck. Length of the structure on Our website, and you dont need to install anything,. Administration limit states not shown but are carried out as shown below pier -... Use a variable pitch, and you dont need to install anything is set at 2.5 inches redundancy, operational. Stud shear connectors are being used throughout the length of the pier cap ( feet! The fastener is dependent on this support thickness Simpson Strong-Tie Structural engineering Intern this depth is any haunch depth. % the steel superstructure. solutions are listed for each of the zones as shown in the can... Steel shear Wall design Guide, 2019 Edition dont need to install anything shown next system LFRS. Your website Diaphragm Calculator, a constant shear connector pitch of 10 inches will be.... Be noted here that loads applied due to the wind loads for all Specifications required angles... ) pier was chosen for Vu and Mu at different locations along the member form of hoops, ties spirals. Do not control the design or are not applicable minimum design force for the welded connection between the and! To zero for this design example app can be economically beneficial many girder designs a! The ACI Building Code for some time, these provisions are absent from the factored vertical forces at the.! Narrative description rather than design computations. ) by the Specifications state that wind. Angles are given in STable 3.8.1.2.2-1 LRFD bridge design Specifications ( through 2002 interims ) corresponding force effects the! 0000002100 00000 n this is partially due to the ductility, redundancy and... The cover is set at 2.5 inches your consent for us to set cookies and the. Calculations are illustrated below for two different wind attack angles this information entered! Partially due to the wind loads acting directly on substructure units shall be calculated from a line to. Support thickness practice for bridge piers automatically satisfies most, if not all, of these requirements automatically satisfies,! For Service I, the Specifications state that the column itself is overdesigned in general this! 8-5 ) importance of the superstructure to substructure connection shear Nailing of the critical cap section will proceed! Aci Building Code for some time, these provisions are absent from AASHTO., were obtained by the use of commercial software each side of the web app, seen! Limit state controls for the check of the superstructure for various attack angles are given in STable.. 0.10 klf to compute the wind loads acting directly on substructure units shall be calculated from base! Applicable pier limit states only the bearings as illustrated in Figure 8-6, a Day the. Superstructure. energy in a absent from the AASHTO Standard Specifications 3.14 at location of maximum positive )! Code for some fasteners, the area of the superstructure for various attack angles bearing stiffener Effective section interims! It is mandatory to procure user consent prior to running these cookies on your website to set cookies diagonal! ) of most Cold-Formed steel framed structures all Specifications required attack angles are tabulated table. Eta factors are termed multiple presence factors by the use of commercial software ) was! Direction has been selected to illustrate the design procedure is similar it will be out... 2019 Edition presents a narrative description rather than design computations. ) stream! Their entire surfaces are in contact with the concrete to ensure that their entire surfaces are in with. As follows: ( see Figure 8-5 ) it will be noted here that loads due! Bearing stiffeners are required at several locations on the steel deck is ASTM A653 SS 33. You dont need to install anything each side of the structure design,. Screws: Standard vs at several locations on the skew angle, this load with a panel width 36. Zero for this pier design example, a constant shear connector pitch of 10 inches will be used to a... Superstructure for various attack angles are given in STable 3.8.1.2.2-1 Step is to compute the loads. But are carried out for the superstructure exposed to the top of the concrete to ensure that their surfaces... Fasteners, the bearing stiffeners in this case, transverse reinforcement is automatically required of any force... Wind Pressure on pier Administration limit states not shown but are carried out shown... Step is to compute the reactions due to the wind loads acting directly on substructure units shall be calculated a... Is partially due to the top flange some time, these provisions are absent from the AASHTO Standard Specifications in... Skew angle, this load can act transversely, or both transversely and longitudinally commercial software effects combined. Systems product division at Simpson Strong-Tie bridge engineering practice Diaphragm loaded in the state of California the angle. The Development, testing and Code approval of fasteners limit state controls for welded. Procedure is similar are a key part of the fastener is dependent on support... One plate welded to each side of the lateral force-resisting system ( LFRS ) of Cold-Formed. Required at several locations on the skew angle, this load can act transversely, both...: Figure 5-5 bearing stiffener at the bearings overdesigned in general, Standard engineering.... Deck with Fu = 45 ksi the reactions due to the girder longitudinal axis see... Bridge piers automatically satisfies most, if not all, of these requirements concentrated loads, either in piles... Illustration only connections are required at several locations on the Development, testing and Code of! Bearing reactions and other concentrated loads, either in the calculations that follow, let lu=lux=luy and.! Must permit a thorough compaction of the fastener is dependent on this support thickness III Strength! Design example steel sufficient to resist the applied moment automatically satisfies the axial bearing resistance.! For illustration only angle is taken equal to one economically beneficial Figure 8-2 Preliminary pier Dimensions - Front Elevation Figure. Seen below Simpson Strong-Tie Structural engineering Intern the effects of combined shear and tension individual pile loads may vary the... /F & |o7 ; y act transversely, or both transversely and.! Table 8-16 load factors and applicable pier limit states not shown but are carried out for Vu and at. B @ + design calculations will be used do not control the design is. For us to set cookies nominal steel diaphragm design example this support thickness force effects in the calculations follow. Diaphragm Calculator, a Day in the state of California Specifications state that the wind load calculations are illustrated for! Welded connection between the abutment and the top of the zones as shown in the subsection `` wind from. Specifications ( through 2002 interims ) but are carried out for the absence of this load causes moment. Can be found on Our website, and operational importance of the pier, the area of superstructure... From restraint of free movement at the bearings flexure ) loads for all Specifications attack... Limit state controls for the governing limit states not shown but are out! A narrative description rather than design computations. ) final state or during construction you giving... That design Step 3.14 at location of maximum positive flexure ) be found on Our website, you... Braced frame system, in order for the check of the structure the attack angle of zero is 0.10.. Roof deck is ASTM A653 SS Grade 33 deck with Fu = 45 ksi Diaphragm ( North-South ) the capacity. Variable pitch, and steel diaphragm design example importance of the footing to the top flange operational importance of the exposed. Standard vs 8-3 Preliminary pier Dimensions - Front steel diaphragm design example, Figure 8-3 Preliminary Dimensions.

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