More catalogs by New Millennium Building Systems | SP Standard Specifications | 16 pages | 2013-07-11

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New Millennium Building Systems is a wholly owned subsidiary of Steel Dynamics Inc.

Fort Wayne, IN

7575 W. Jefferson Ave.

Fort Wayne, IN 46804

Phone: (260) 969-3500

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steel joist to steel beam connection open web steel joists steel joist institute wood nailers to wood joist beam connection cold formed steel lateral load allowable bending stress wood top plate to wood joist open web steel table on load on bearing center line of load astm specification standard astm method arresting system wood nailer joist connections net uplift joist connection steel joist k series joists k series joist s series joist joist depth welding electrodes welding electrod welding electrode weld inspection joist seat depth open web joists spud wrench butt weld butt welding butt welded joist top plate allowable shear stress astm test report top chord k series steel joist types axial force allowable stress factor steel open web joists hoist cable wood nailers to joist beam connection welding procedures resistance welding electrodes welding program cold roll bar allowable tension stress allowable shear stress on plates arc welding axial load calculation roll forming structurals wood joist on steel beam plaster ceiling alloy structural plates truss supports

standard specification sp-series for bearing plates fy 50 ksi 345 mpa or fy 36 ksi 250 mpa design stress allowable stress d weld strength shear at throat of fillet welds nominal shear stress fnw 0.6fexx lrfd w 0.75 design shear strength rn wfnw a 0.45fexx a for chords rolled to a radius the secondary moment stress shall be equal to 903.2-12 903.2-13 1.35fy lrfd 0.90fy asd v divergence pr c § d2 2 ¨ r r 4 ix ¨ © · ¸ 903.2-17 ¸ ¹ 903.2-14 pr c axial force required in the member distance from neutral axis to the extreme fiber results in two stress values for asymmetric sections such as double angles moment of inertia about axis perpendicular to radius of divergence radius of divergence from neutral axis usually the radius of cold rolling for bowstring or arch joists straight-line distance from node to node 903.2-15 ix asd w 2.0 allowable shear strength rn/w fnwa/w 0.3fexx a where a effective throat area made with e70 series electrodes or f7xx-exxx

standard specification sp-series 903.4 members a chords the bottom chord shall be designed as an axially loaded tension member bottom chords that are rolled for arched chord joist shall be designed to include divergence stress per equation 903.2-17 in combination with tension forces for lrfd for asd f au v div d 0.9 fy f a v div d 0.6 fy divergence stress applied where applicable as defined in equation 903.2-17 mu required flexural strength using lrfd load combinations kip-in n-mm s elastic section modulus in3 mm3 fcr nominal axial compressive stress based on /r as defined in section 903.2b ksi mpa cm 1 0.3 fau/fe for end panels cm 1 0.4 fau/fe for interior panels fy specified minimum yield strength ksi mpa div 903.4-1 fe 903.4-2 s 2e k rx 2 ksi mpa the radius of gyration of the top chord about its vertical axis shall not be less than /120 where is the spacing in inches mm between lines of bridging as specified in section 904.5d the top chord shall be considered as

standard specification sp-series fb 0.6 fy allowable bending stress ksi mpa cm 1 0.5 fa/fe for end panels cm 1 0.67 fa/fe for interior panels b web the vertical shears to be used in the design of the web members shall be determined from full uniform loading but such vertical shears shall be not less than 25 percent of the end reaction interior vertical web members used in modified warren-type web systems shall be designed to resist the gravity loads supported by the member plus an additional axial load of 1/2 of 1 percent of the top chord axial force c eccentricity members connected at a joint shall have their center-of-gravity lines meet at a point if practical eccentricity on either side of the neutral axis of chord members may be neglected when it does not exceed the distance between the neutral axis and the back of the chord otherwise provision shall be made for the stresses due to eccentricity ends of joists shall be proportioned to resist bending produced by eccentricity at

standard specification sp-series 904.1 usage this specification shall apply to any type of structure where roof decks are to be supported directly by sp-series joists installed as hereinafter specified where sp-series joists are used other than on simple spans under uniformly distributed loading as prescribed in section 903.1 they shall be investigated and modified if necessary to limit the required stresses to those listed in section 903.2 caution if a rigid connection of the bottom chord is to be made to the column or other support it shall be made only after the application of the dead loads the joist is then no longer simply supported and the system must be investigated for continuous frame action by the specifying professional the designed detail of a rigid-type connection and moment plates shall be shown in the contract documents and on the structural drawings by the specifying professional the moment plates shall be furnished by other than nmbs 904.2 span the term span as

standard specification sp-series 904.4 end supports a masonry and concrete sp-series joists supported by masonry or concrete are to bear on steel bearing plates and shall be designed as steel bearing due consideration of the end reactions and all other vertical or lateral forces shall be taken by the specifying professional in the design of the steel bearing plate and the masonry or concrete the ends of sp-series joists shall extend a distance of not less than 6 inches 152 mm over the masonry or concrete support and be anchored to the steel bearing plate the plate shall be located not more than 1/2 inch 13 mm from the face of the wall and shall not be less than 9 inches 229 mm wide perpendicular to the length of the joist the plate is to be designed by the specifying professional and shall be furnished by other than nmbs where it is deemed necessary to bear less than 6 inches 152 mm over the masonry or concrete support special consideration is to be given to the design of the steel

standard specification sp-series 904.6 installation of bridging bridging shall support the top and bottom chords against lateral movement during the construction period and shall hold the steel joists in the approximate position as shown on the joist placement plans the ends of all bridging lines terminating at walls or beams shall be anchored to resist the nominal force shown in table 904.5-1 904.7 bearing seat attachment caution scissor and arch joists with fixed anchorage conditions may induce a horizontal thrust to the supporting structure the specifying professional shall give consideration to this thrust at the fixed ends of the joist alternatively roller slip end supports result in lateral displacement of the reaction at the roller slip end of the joist anchorage conditions must be investigated by the specifying professional and the design of the supporting structure shall accommodate appropriate anchorage conditions for applicable conditions horizontal thrust force to be

standard specification sp-series b landing and placing loads 1 except as stated in paragraph 905b 3 of this section no construction loads 1 are allowed on the sp-series joists until all bridging is installed and anchored and all joist bearing seats are attached 2 during the construction period loads placed on the sp-series joists shall be distributed so as not to exceed the capacity of the joists 3 the weight of a bundle of joist bridging shall not exceed a total of 1000 pounds 454 kilograms the bundle of joist bridging shall be placed on a minimum of three steel joists that are secured at one end the edge of the bridging bundle shall be positioned within 1 foot 0.30 m of the secured end 4 no bundle of deck may be placed on sp-series joists until all bridging has been installed and anchored and all joist bearing ends attached unless the following conditions are met a the contractor has first determined from a qualified person 2 and documented in a site specific erection plan that

standard specification sp-series the following abbreviated design examples demonstrate the selection of an sp-series joist from the weight tables given all necessary geometry and loading information the information found in the sp-series weight tables includes the uniform self-weight of the joist as well as bridging and seat-depth requirements for scissor spsc and arch spac joists the table will note if the horizontal deflection is greater than 2 this allowance is for a pin-roller bearing anchorage condition the horizontal deflection or slip is at the roller end all tables are based on asd 906.1 gable example gable joist spgb from the above diagram the following information is used to enter the gable joists spgb tables on page 20 sp-series standard specification span 40 0 total load 300 plf center depth 46 end depth 6 top chord pitch 2 foot total load is the result of worst-case equivalent uniform load weqm-tl based on investigation of all load cases sp-series tables are based

standard specification sp-series 906.2 bowstring example all tables are based on asd bowstring joist spbw from the above diagram the following information is used to enter the bowstring joists spbw tables on page 36 span 40 0 total load 800 plf center depth 46 end depth 6 top chord radius 62 0 total load is the result of worst-case equivalent uniform load weqm-tl based on investigation of all load cases sp-series tables are based on a 0.75 live to total load ratio 800 x 0.75 600 plf and check for a live load deflection not to exceed l/240 or 40 x 12 240 2 maximum deflection for 600 plf the live load in this example 400 plf is less than 75 percent of the total load 600 plf therefore deflection is within limits net uplift is not shown in the above diagram but is called out in the contract documents in the net uplift plan live load 400 plf sp-series standard specification uplift load 220 plf joist designation 46 spbw 800 400 220 from the information above the correct geometry

standard specification sp-series 906.3 scissor example all tables are based on asd scissor joist spsc from the above diagram the following information is used to enter the scissor joists spsc tables on page 52 span 40 0 chord depth 36 ridge depth 37.1 shape depth 97 top chord pitch 3 foot total load 600 plf total load is the result of worst-case equivalent uniform load weqm-tl based on investigation of all load cases sp-series tables are based on a 0.75 live to total load ratio 600 x 0.75 450 plf and check for a live load deflection not to exceed l/240 or 40 x 12 240 2 maximum deflection for 450 plf the live load in this example 370 plf is less than 75 percent of the total load 450 plf therefore deflection is within limits net uplift is not shown in the above diagram but is called out in the contract documents in the net uplift plan live load 370 plf sp-series standard specification uplift load 110 plf joist designation 36 spsc 600 370 110 from the information above the

standard specification sp-series 906.4 arch example all tables are based on asd arch joist spac from the above diagram the following information is used to enter the arch joists spac tables on page 68 span 40 0 total load 450 plf chord depth 36 shape depth 96 top chord radius 43 0 total load is the result of worst-case equivalent uniform load weqm-tl based on investigation of all load cases sp-series tables are based on a 0.75 live to total load ratio 450 x 0.75 338 plf and check for a live load deflection not to exceed l/240 or 40 x 12 240 2 maximum deflection for 338 plf the live load in this example 315 plf is less than 75 percent of the total load 338 plf therefore deflection is within limits net uplift is not shown in the above diagram but is called out in the contract documents in the net uplift plan live load 315 plf sp-series standard specification uplift load 200 plf joist designation 36 spac 450 315 200 from the information above the correct geometry is found on