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2102 ROSS AVE 2018-02-23
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2102 ROSS AVE 2018-02-23
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2/23/2018 12:18:49 PM
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2/23/2018 12:18:24 PM
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ROSS AVE
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2102
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Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> Printed:6 DEC 2016, 6:30PM <br /> Composite Steel Beam <br /> Lic.#:KW-06011349 Licensee:SSF,KW-06011349 <br /> Description : Typ Beam(W18x35)-Final <br /> Maximum Deflections for Load.Combinations - Unfactored loads: <br /> Location Deflection Defl.Loads on Total <br /> Load Combination Span In Span Pre-Composite Composite Section Deflection Ixx-Used <br /> Precomposite Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Precomposite Upward 0.00'0 0.0000 0.000 0.000 0.00 <br /> Precomposite Downward 1 9.120 0.1080 0.000 0.108 0.00 <br /> Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 <br /> Precomposite minus Construction Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Precomposite minus Construction Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Precomposite minus Construction Downward 1 9-120 0.1080 0.000 0.108 0.00 <br /> Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Downward 1 9.120 0.1080 0.238 0.346 1,075.57 <br /> Postcomposite: +D+H Upward 1 0.000 0.0000 0.000 0.000 1,075.57 <br /> Postcomposite: +D+H Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Downward 1 9.120 0.1080 0.238 0.346 1,075.57 <br /> Postcomposite: +D+H Upward 1 0.000 0.0000 0.000 0.000 1,075.57 <br /> Postcomposite: +D+H Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Downward 1 9.120 0.1080 0.238 0.346 1,075.57 <br /> Postcomposite: +D+H Upward 1 0.000 0.0000 0.000 0.000 1,075.57 <br /> Postcomposite: +D+H Downward 0.000 0.0000 0.000 0.000 0:00 <br /> Postcomposite: +D+H Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Downward 1 9.120 0.1080 0.238 0.346 1,075.57 <br /> Postcomposite: +D+H Upward 1 0.000 0.0000 0.000 0.000 1,075.57 <br /> Postcomposite: +D+H Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Downward 1 9.120 0.1080 0.238 0.346 1,075.57 <br /> Postcomposite: +D+H Upward 1 0.000 0.0000 0.000 0.000 1,075.57 <br /> Postcomposite: +D+H Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite : +D+H Downward 1 9.120 0.1080 0.238 0.346 1,075.57 <br /> Postcomposite : +D+H Upward 1 0.000 0.0000 0.000 0.000 1,075.57 <br /> Postcomposite: +D+H Downward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Upward 0.000 0.0000 0.000 0.000 0.00 <br /> Postcomposite: +D+H Downward 1 9.120 0.1080 0.238 0.346 1,075.57 <br /> Postcomposite: +D+H Upward 1 0.000 0.0000 0.000 0.000 1,075.57 <br /> Steel Section Propertie W18x35 <br /> Depth = 17.700 in I xx = 510.00 inA4 I yy _ 15.300 in^4 <br /> Web Thick = . 0.300 in S xx = 57.60 in43 S yy = 5.120 in^3 <br /> Flange Width = 6.000 in . R xx = 7.040 in R yy = 1.220 in <br /> Flange Thick 0.425 in Zx = 66.500 €n^3 Zy = 8.060 €n^3 <br /> Area = 10.300 in^2 .J = 0.506 in^4 <br /> Weight = 35.000 plt <br /> Composite Section Properties' <br /> Span Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia <br /> Plastic N.A.Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel I-Trans I-Lwr Bound <br /> Span 1 <br /> PNA in Slab 100.0 23.456 515.000 33 674.99 510.0 2,367.4 1,784.0 <br /> PNA in Flange 95.0 17.657 489.250 31 694.76 510.0 2,367.4 1,760.2 <br /> PNA in Flange 90.0 17.614 463.500 30 678.19 510.0 2,367.4 1,734.2 <br /> PNA in Flange 85.0 17.571 437.750 28 661.55 510.0 2,367.4 1,705.8 <br /> PNA in Flange 80.0 17.528 412.000 26 644.81 510.0 2,367.4 1,674.9 <br /> PNA in Flange 75.0 17.485 386.250 25 628.00 510.0 2,367.4 1,64t3 <br /> PNA in Flange 70.0 17.443 360.500 23 611.10 510.0 2,367.4 1,604.5 <br /> PNA in Flange 65.0 17.400 334.750 22 594.12 510.0 2,367.4 1,564.5 <br /> PNA in Flange 60.0 17.357 309.000 20 577.05 510.0 2,367.4 1,520.8 <br /> PNA in Flange 55.0 17.314 283.250 18 559.91 510.0 2,367.4 1,473.1 <br /> PNA In Flange 50.0 17.271 257.500 17 542.69 510.0 2,367.4 1,421.0 <br /> PNA in Web 45.0 16.333 231.750 15 524.33 510.0 2,367.4 1,364.0 <br /> PNA in Web 40.0 15.475 206.000 13 504.13 510.0 2,367.4 1,301.6 <br /> PNA in Web 35.0 14.617 180.250 12 482.09 510.0 2,367.4 1,233.3 <br /> PNA in Web 30.0 13.758 154.500 10 458.21 510.0 2,367.4 1,158.2 <br />
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