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Permit D03-170 - SEGMENT 3 - STARFIRE SPORTS - NEW ATHLETIC FACILITY
D03-170 Starfire Sports - New Athletic Facility 14800 Starfire Way Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 Starfire Sports — New Athletic Facility D03-170 Segment 2 - Starfire Sports — New Athletic Facility D03-170 Segment 3 - Starfire Sports — New Athletic Facility D03-170 Segment 4 Starfire Sports — New Athletic Facility D03-170 Segment 5 Starfire Sports — New Athletic Facility D03-170 Segment 6 - Plans - Starfire Sports — New Athletic Facility D03-170 CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location: G Moment 120 k -ft 0/0 Depth 21.5 in Flange Width 8 in Near Flange Thickness 0.75 in Opp. Flange Thickness 0.75 in Stiffener Thickness 0.375 in Mu= 2160 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 22.625 in dl= 18.875 in h0= 23 in hl= 19.25 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 263.8552 in Y2= 259.1181 in Y= 259.1181 in Ft= 90 ksi dbreqd= 0.700634 in db= 0.75 in Pt= 39.76078 kips 4 Mnp= 2475.109 k -in tpreqd= 0.462815 in tp= 0.5 OK by Job Number: 208813 Page: 1")._ 1 p h h, 9.0n .4') lo h L CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location: G Moment 120 k -ft 0/0 Depth 21 in Flange Width 8 in Near Flange Thickness 0.5 in Opp. Flange Thickness 0.5 in Stiffener Thickness 0.375 in Mu= 2160 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 22.25 in dl= 18.75 in h0= 22.5 in hl= 19 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 259.1714 in Y2= 253.8498 in Y= 253.8498 in Ft= 90 ksi dbreqd= 0.704893 in db= 0.75 in Pt= 39.76078 kips 4 Mnp= 2445.288 k -in tpreqd= 0.464767 in tp= 0.5 OK Job Number: 208813 Page: J_ 0 b Ts ho h, ,ys;.'«.,:,Y::��:.� • .•i r...er.<ciy 1♦ a CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location: G Moment 115 k -ft 0/0 Depth 24 in Flange Width 8 in Near Flange Thickness 1 in Opp. Flange Thickness 1 in Stiffener Thickness 0.375 in Mu= 2070 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 25 in dl= 21 in h0= 25.5 in hl= 21.5 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 293.5194 in Y2= 287.6243 in Y= 287.6243 in Ft= 90 ksi dbreqd= 0.65147 in db= 0.75 in Pt= 39.76078 kips 4Mnp= 2743.494 k -in tpreqd= 0.462486 in tp= 0.5 OK Job Number: 208813 Page: p- /0-7 bo h CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location: G Moment 115 k -ft 0/0 Depth 24 in Flange Width 8 in Near Flange Thickness 0.75 in Opp. Flange Thickness 0.75 in Stiffener Thickness 0.375 in Mu= 2070 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 25.125 in dl= 21.375 in h0= 25.5 in hl= 21.75 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 295.0807 in Y2= 288.1653 in Y= 288.1653 in Ft= 90 ksi dbreqd= 0.647958 in db= 0.75 in Pt= 39.76078 kips 4Mnp= 2773.315 k -in tpreqd= 0.464555 in tp= 0.5 OK Job Number: 208813 Page: . - 10 g s ho h, illon..ovor • t__ CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location: G Moment 97 k -ft 0/0 Depth 18.625 in Flange Width 8 in Near Flange Thickness 0.3125 in Opp. Flange Thickness 0.3125 in Stiffener Thickness 0.375 in Mu= 1746 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 19.96875 in dl= 16.65625 in h0= 20.125 in hl= 16.8125 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 230.6782 in Y2= 226.6607 in Y= 226.6607 in Ft= 90 ksi dbreqd= 0.670535 in db= 0.75 in Pt= 39.76078 kips 4Mnp= 2184.358 k -in tpreqd= 0.464871 in tp= 0.5 OK Job Number: 208813 Page:—D -- 0 o1 h0 h, :«'i.�o,•._........+u+.>uft.LS::t:.'.ii.isi:,�.de.L�w.u.p:«iM.w•w.:n....+..+.w+<. +0.d:w'wa.:i�.+.d:u:n'r.�:..1.. CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location: 1 Moment 93 k -ft 0/0 Depth 9.73 in Flange Width 8 in Near Flange Thickness 0.435 in Opp. Flange Thickness 0.435 in Stiffener Thickness 0.375 in Mu= 1674 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 11.0125 in dl= 7.5775 in h0= 11.23 in hl= 7.795 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 118.8129 in Y2= 123.0458 in Y= 123.0458 in Ft= 90 ksi dbreqd= 0.921565 in db= 1 in Pt= 70.68583 kips 4 Mnp= 1971.075 k -in tpregd= 0.599345 in tp= 0.625 OK bp Job Number: 208813 Page: 0-1 icy s •ho h ) Job Number: 208813 Page: O.-11 CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location:,',E 3 Moment 100 k -ft 0/0 Depth 18.5 in Flange Width 8 in Near Flange Thickness 0.25 in Opp. Flange Thickness 0.25 in Stiffener Thickness 0.375 in Mu= 1800 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4in pfi= 1.5 in pfo= 1.5 in } pext= 4 in d0= 19.875 in dl= 16.625 in h0= 20 in hl= 16.75 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 229.5072 in Y2= 225.3437 in Y= 225.3437 in Ft= 90 ksi dbreqd= 0.68199 in db= 0.75 in Pt= 39.76078 kips 4Mnp= 2176.903 k -in tpreqd= 0.465431 in tp= 0.5 OK ex[ by • h 61. V -n' l Gi roto tr 1 r, h CONNECTION DESIGN 4 Bolt Flush Stiffened - Thin Plate Title: Sea Con Location: 3 Moment 102 k -ft 0/0 Depth 18.5 in Flange VVidth 8 in Near Flange Thickness 0.25 in Opp. Flange Thickness 0.25 in Stiffener Thickness 0.375 in Mu= 1836 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pf= 1.5 in pb= 3 in ps= 1.5 in dl= 16.625 in d2= 13.625 in hl= 16.75 in h2= 13.75 in s= 2.828427 in ps= 1.5 in pf= 1.5 in Y= 130.2083 in Ft= 90 ksi tpreqd= 0.596718 in tp= 0.625 in db= 1 in w'= 2.9375 a'= 0.813926 F'i= 26.47968 Qmax= 17.26964 Pt= 70.68583 Tb= 51 4Mg1= 2423.76 4Mg2= 2314.125 4 Mq= 2423.76 OK tp Job Number: 208813 Page: 2_ b p t • `+ ,• • _ J f [P P b PS ItsWI • • CirAeZzlj, r ,Y - h� h2 t.._._. h CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Sea Con Location: 4 Moment 245 k -ft 0/0 Depth 18.75 in Flange VVidth 8 in Near Flange Thickness 0.375 in Opp. Flange Thickness 0.375 in Stiffener Thickness 0.375 in Mu= 4410 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 20.0625 in dl= 16.6875 in h0= 20.25 in h1= 16.875 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 231.8491 in Y2= 227.9778 in Y= 227.9778 in Ft= 90 ksi dbreqd= 1.063846 in db= 1.25 in Pt= 110.4466 kips cl)Mnp= 6088.37 k -in tpreqd= 0.773861 in tp= 1 OK Job Number: 208813 Pager •- 113 s h, C v'i rrr�',t • r �aQ s CONNECTION DESIGN 4 Bolt Flush Stiffened - Thin Plate Title: Sea Con Location: 4 Moment 236 k -ft 0/0 Depth 18.75 in Flange Width 8 in Near Flange Thickness 0.375 in Opp. Flange Thickness 0.375 in Stiffener Thickness 0.375 in Mu= 4248 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pf= 1.5 in pb= 3 in ps= 1.5 in dl= 16.6875 in d2= 13.6875 in hl= 16.875 in h2= 13.875 in s= 2.828427 in ps= 1.5 in pf= 1.5 in Y= 131.25 in Ft= 90 ksi tpreqd= 0.904055 in tp= 1 in db= 1.25 in w'= 2.6875 a'= 1.800184 Pi= 62.37986 Qmax= 14.00832 Pt= 110.4466 Tb= 71 (I)Mq 1= 4393.97 4 Mq2= 3234.938 4Mq= 4393.97 OK tp b P Job Number: 208813 Page: ) _ � Q V n f h� h2 pr , • - ph Ps I.t3 t_ r r F # • h� h2 F. .eometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Connection Geometry Loads Bolt Type bp= dbt= tp= ts= pext= pf= pb= g= Dead Load Live Load Input 30.58 ft 12 ft 9.5 ft 10 In 1 In 1 in 22 In 0.375 in 0.5 in 55 ksi 70 ksi 10 in 0.625 in 0.625 in 27 In 0.25 in 55 ksi 46 ksl 2 (1=A325, 2=A490) 10 in 1.375 In 2.5 in 0.75 in 8.5 in 2 in 4 in 5 in 2,55 klf 1.8 klf Iteral Vali 111Lit Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmln= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 24 in 28.25 in2 12 in 12 in 275.375 1n3 12 in 12 in 2977.75 in4 248.1458 1n3 248.1458 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Piatic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 1262.135 ft -k Plastic Moment of Section 1577.669 ft -k Probable Piatic Moment; FEMA 350 Eq. 3-1 28,25 In Depth of Column 13.99034 In Length of Stiffener, FEMA 350 Fig, 3-16 30.61534 In Hinge Location; FEMA 350 Table 3-9 25.47744 ft FEMA 350 Fig. 3-3 3.96 klf Factored Vertical Load; FEMA 350 Fig. 3-3 174.2937 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 1817.183 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 2022.341 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 948.0954 k Flange Force; FEMA 350 Eq. 3-36 1.484893 in Area of Selected Bolt 113 ksi Ultimate Stress of Bolt 102 k Bolt Pretension 167.793 k Ultimate Capacity of Bolt 25,5 In Distance to Outside Row; FEMA 350 Fig, 3-16 20,5 in Distance to Inside Row; FEMA 350 Fig. 3-16 2186.902. k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 150.4694 k OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 60.5484 Factored Shear due to Gravity Forces 60 ksi Ultimate Shear Stress of Bolt 0.525857 in2 OK Required Area for Shear, FEMA 350 Eq. 3-33 2.19844 Minimum Plate Thickness; FEMA 350 Eq. 3-34 2.482184 Minimum Plate Thickness; FEMA 350 Eq. 3-35 2.482184 OK Controlling Minimum Plate Thickness 10 in2 Area of Beam Flange 8.25 in Area of Beam Web 1.48 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 1.65625 FEMA 350 Eq. 3-39 2,413559 FEMA 350 Eq. 3-38 5 Distance Between Rows; FEMA 350 Fig. 3-16 2,007421 In CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-3; 1 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 2.290085 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 129 In Average Story Height 0,792985 FEMA 350 Eq. 3-4 0.882287 in Req'd Thickness of Column Web; FEMA 350 Eq, 3-4 Legend CPR = Continuity Plates Required WPR = Web Plate Required .;eometry Weam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Connection Geometry Loads Inaut - film Vt 30.58 10.5 12 ft ft ft 10 in 0.625 in 0.625 in 20 In. 0.375 in 0.5 in 55 ksi 70 ksi 10 in 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi Bolt Type 2 (1=A325, 2=A490) bp= 10 in dbt= 1.25 in tp= 1.75 In ts= 0.75 in pext= 7.75 in pf= 1.75 in pb= 3.5 In g= 5 I Dead Load Live Load 1.8 klf 1.8 kif db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= St Result Description Beam Section Properties ) 21.25 in Beam Depth .J n; 20 in2 Beam Area 10.625 in Top to Plastic Axis 10.625 in Bottom to Plastic Axis 166.4063 in3 Platic Modulus 10.625 in Top to Elastic Axis 10.625 in Bottom to Elastic Axis 1579.346 in4 Moment Of Intertia 148.6443 in3 Section Modulus About Top 148.6443 in3 Section Modulus About Bottom Eight Bol 1.1 1.136364 762.6953 ft -k 953.3691 ft -k 19 in 12.69131 in 23.94131 in 26.58978 ft 3.06 klf 112.3918 k 1088.626 ft -k 1177.603 ft -k 633.3825 k 1.227185 in 113 ksi 102 k 138.6719 k 22.6875 in 18.5625 In 1620.727 k -ft 128.0822 k 46.7874 60 ksi 0.338538 Int 1.477433 1.71445 1.71445 6.25 in2 7.5 in 1.48 1.6875 2.222731 4.125 1.712005 in 0.625 in 1.932517 135 in 0.78607 0.874112 in t Extended Stiffened Design AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Piatic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 Legend, CPR = Continuity Plates Required WPR = Web Plate Required CONNECTION DESIGN 6 Bolt Extended Unstiffened - Thick Plate Title: Sea Con Location: 3 Moment 480 k -ft 0/0 Depth 37 in Flange Width 8 in Near Flange Thickness 0.5 in Opp. Flange Thickness 0.5 in Stiffener Thickness 0.375 in Mu= 8640 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pb= 3 in pext= 4 in d0= 38.25 in dl= 34.75 in d2= 31.75 in h0= 38.5 in hl= 35 in h2= 32 in s= 2.828427 in pfi= 1.5 in Y= 364.1347 in Ft= 90 ksi dbreqd= 0.881999 in db= 1 in Pt= 70.68583 kips ¢Mnp= 11106.51 k -in tpreqd= 0.827021 in tp= 1 OK Job Number: 208813 Page: D,..(/ -7 h, h2 h dos CONNECTION DESIGN 6 Bolt Extended Unstiffened - Thick Plate Title: Seacon Location: Rafter Connection Moment 202 k -ft 0/0 Depth 19 in Flange Width 8 in Near Flange Thickness 0.5 in Opp. Flange Thickness 0.5 in Stiffener Thickness 0.25 in Mu= 3636 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 5 in pfi= 2 in pfo= 2 in pb= 4 in pext= 4 in d0= 20.75 in dl= 16.25 in d2= 12.25 in h0= 21 in hl= 16.5 in h2= 12.5 in s= 3.162278 in pfi= 2 in Y= 145.1228 in Ft= 90 ksi dbreqd= 0.834444 in >>- db= C�• Pt= 54.11884 kips 4 Mnp= 3998.029 k -in tpreqd= 0.785985 in tp= 1 OK Job Number: 208013 Page: b 1 18 0-V v) ) h h2 J o y- ...) ? N-3 6_63 CONNECTION DESIGN 6 Bolt Extended Unstiffened - Thick Plate Job Number: 208813 Page: b Title: Sea Con Location: 5-8 (1.- v h Moment 261 k -ft 0/0 Depth 18.75 in Flange Width 8 in Near Flange Thickness 0.375 in Opp. Flange Thickness 0.375 in Stiffener Thickness 0.375 in Mu= 4698 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pb= 3 in pext= 4 in d0= 20.0625 in dl= 16.6875 in d2= 13.6875 in h0= 20.25 in hl= 16.875 in h2= 13.875 in s= 2.828427 in pfi= 1.5 in Y= 175.0882 in Ft= 90 ksi dbreqd= 0.937277 in db= 1 in Pt= 70.68583 kips 4Mnp= 5347.825 k -in tpreqd= 0.827597 in tp= 1 OK h h1 h2 4.1 10 .ieometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height )Haut 30.58 ft 10.5 ft 12 ft Beam Geometry Flange Width 10 in Top Flange Thickness 0.625 in Bottom Flange Thickness 0,625 in Web Depth 20 in Web Thickness 0.375 In Flange/Web Weld Root Width 0,5 in Flange Yield Stress 55 ksi Flange Strength 70 ksi Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Connection Geometry Loads Bolt Type bp= dbt= tp= ts= pext= pf= pb= 9= Dead Load Live Load 10 in 0.5 in 0.5 in 36 in 0.25 in 55 ksi 46 ksi 2 (1=A325, 2=A490) 10 in 1.25 in 1.75 in 0.75 in 7.75 in 1.75 in 3.5 in 5 in 1,8 kif 1.8 klf Um Val Unit Result Descriation db= 21.25 Ax= 20 ypt= 10.625 in ypb= 10.625 in Zx= 166.4063 in3 yt= 10.625 in yb= 10.625 in Ix= 1579.346 in4 Sxt= 148,6443 in3 Sxb= 148,6443 in3 Beam Section Properties in Beam Depth in2 Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Eight Bolt Extended Stiffened Design Ry= 1.1 Cpr= 1.136364 Mp= 762.6953 ft -k Mpr= 953.3691 ft -k dc= 37 In Lst= 12.69131 in sh= 32,94131 in L'= 25.08978 ft wu= 3.06 kif Vp= 114.384 k Mf= 1091.024 ft -k Mc= 1267.366 ft -k Ffu= 634.7774 k Ab= 1.227185 in Ft= 113 ksi Tb= 102 k Tub= 138.6719 k do= 22,6875 In di= 18.5625 in Mfmax= 1620.727 k -ft Tubmin= 128.2308 k Vg= 46.7874 Fv= 60 ksi Abmin= 0,350401 in2 tpmin1= 1.480361 tpmin2= 1.718226 tpmin= 1.718226 Af= 6.25 in2 Aw= 7.5 in Ca= 1.48 C3= 1.6875 am= 2.222731 c= 4.125 tcf= 1.713889 in tcp= 0.625 in twc= 1.936773 h= 135 in Cy= 0.78607 tcw= 0.483083 in Le en CPR = Continuity Plates Required WPR = Web Plate Required AISC Seismic Table I-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener, FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig, 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig, 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1,48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq, 3.38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-3; Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3.4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 E . ,eometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Connection Geometry Loads Bolt Type bp= dbt= tp= ts= pext= pf= pb= 9= Dead Load Live Load nu 30.58 ft 12 ft 9.5 ft 10 in 1 In 1 in 22 in 0.375 in 0.5 in 55 ksi 70 ksi 10 in 1 in 1 in 27 in 0.25 in 55 ksi 46 ksi 2 (1=A325, 2=A490) 10 in 1.375 in 2.5 in 0.75 in 8 in 2 In 4 in 5 in 2.55 klf 1.8 klf nem Valk lig Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 24 in 28,25 in2 12 in 12 in 275.375 in3 12 in 12 in 2977.75 1n4 248.1458 in3 248.1458 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 1262.135 ft -k Plastic Moment of Section 1577.669 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 29 in Depth of Column 13.12432 in Length of Stiffener; FEMA 350 Fig. 3-16 30.12432 in Hinge Location; FEMA 350 Table 3-9 25.55928 ft FEMA 350 Fig. 3-3 3.96 klf Factored Vertical Load; FEMA 350 Fig. 3-3 174.0592 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 1804.299 ft -k Moment at Face of Column; FEMA 350 Fig 3.4 2014.62 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 941.3734 k Flange Force; FEMA 350 Eq. 3-36 1.484893 In Area of Selected Bolt 113 ksi Ultimate Stress of Bolt 102 k Bolt Pretension 167.793 k Ultimate Capacity of Bolt 25.5 in Distance to Outside Row; FEMA 350 Fig. 3-16 20.5 in Distance to Inside Row; FEMA 350 Fig. 3-16 2186.902 k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 149.5867 k OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 60.5484 Factored Shear due to Gravity Forces 60 ksi Ultimate Shear Stress of Bolt 0.52411 in2 OK Required Area for Shear, FEMA 350 Eq. 3-33 2.184406 Minimum Plate Thickness; FEMA 350 Eq. 3-34 2.464585 Minimum Plate Thickness; FEMA 350 Eq. 3-35 2.464585 OK Controlling Minimum Plate Thickness 10 in2 Area of Beam Flange 8.25 in Area of Beam Web 1.48 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 1.65625 FEMA 350 Eq. 3-39 2.413559 FEMA 350 Eq. 3.38 5 Distance Between Rows; FEMA 350 Fig. 3-16 2.000292 in CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-3; 1 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 2.273849 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 129 in Average Story Height 0.792985 FEMA 350 Eq. 3-4 0.856188 in Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 Legend CPR = Continuity Plates Required WPR = Web Plate Required tit u Job Number: 208013 Page: CONNECTION DESIGN 6 Bolt Extended Unstiffened - Thick Plate �v n 34-113 Jo Iq 10, 2d C/1,30/230) Title: Seacon �._.J Location: Int Splice Building A L— S Moment 480 k -ft 0/0 Depth 36 in Flange Width 8 in Near Flange Thickness 0.375 in Opp. Flange Thickness 0.375 in Stiffener Thickness 0.375 in Mu= 8640 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4in pfi= 2in pfo= 2 in pb= 4in pext= 4 in d0= 37.8125 in dl= 33.4375 in d2= 29.4375 in h0= 38 in hl= 33.625 in h2= 29.625 in s= 2.828427 in pfi= 2in Y= 325.9172 in Ft= 90 ksi dbreqd= 0.899616 in db= 1 in Pt= 70.68583 kips 4Mnp= 10675.77 k -in tpreqd= 0.857047 in tp= 1OK jo! `\ 5 • \-1'), l g 2.l 20) 21 6 bp I,) vest 5(c) h, h2 •. r 1 f . .eometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Connection Geometry Loads jnaut 30.58 ft 12 ft 9.5 ft 10 in 0.5 In 0,5 in 23 in 0.25 in 0.5 in 55 ksi 70 ksi 10 in 0.375 in 0.375 in 18 in 0.25 in 55 ksi 46 ksi Bolt Type 1 (1=A325, 2=A490) bp= 10 in dbt= 1.25 In tp= 1.5 in ts= 0.75 in pext= 7.75 in Pi= 1.75 In pb= 3.5 in g= 5 in Dead Load Live Load 1.8 kif 1.8 kif Item Mgl, db= Ax= ypt= ypb= Zx= yt= yb= lx= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 24 In 15.75 int 12 in 12 in 150.5625 in3 12 in 12 in 1634.104 in4 136.1753 in3 136.1753 in3 Unit. Result Description Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom gi/Y) 1)4 - Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 690.0781 ft -k Plastic Moment of Section 862.5977 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 18.75 in Depth of Column 12.69131 In Length of Stiffener; FEMA 350 Fig. 3-16 23.56631 in Hinge Location; FEMA 350 Table 3-9 26.65228 ft FEMA 350 Fig. 3-3 3.06 kif Factored Vertical Load; FEMA 350 Fig. 3-3 105.5077 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 987.3721 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 1069.8 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 504.19 k Flange Force; FEMA 350 Eq. 3-36 1.227185 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 71 k Bolt Pretension 110.4466 k Ultimate Capacity of Bolt 25.5 in Distance to Outside Row; FEMA 350 Fig. 3-16 21.5 in Distance to Inside Row; FEMA 350 Fig. 3-16 1470.781 k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 87.60961 k OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 46.7874 Factored Shear due to Gravity Forces 48 ksi Ultimate Shear Stress of Bolt 0.398753 1n2 OK Required Area for Shear, FEMA 350 Eq. 3-33 1.203215 Minimum Plate Thickness; FEMA 350 Eq. 3-34 1.36475 Minimum Plate Thickness; FEMA 350 Eq. 3.35 1.36475 OK Controlling Minimum Plate Thickness 5 int Area of Beam Flange 5.75 in Area of Beam Web 1.45 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 1,6875 FEMA 350 Eq. 3-39 2.208786 FEMA 350 Eq. 3-38 4 Distance Between Rows; FEMA 350 Fig. 3-16 1.528504 In CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-3; 0.5 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 1.886254 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 129 in Average Story Height 0.795911 FEMA 350 Eq. 3-4 0.690771 in Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 Legend CPR = Continuity Plates Required WPR = Web Plate Required 1 ,eometry ueam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Connection Geometry Loads fnoUt 30.58 ft 12 ft 9.5 ft 10 in 0.5 In 0.5 in 23 in 0.25 in 0.5 in 55 ksi 70 ksi 10 in 0.5 in 0.5 in 27 in 0.25 in 55 ksi 46 ksi Bolt Type 1 (1=A325, 2=A490) bp= 10 in dbt= 1.25 in tp= 1.5 in ts= 0.75 in pext= 7.75 in pf= 1.75 in pb= 3.5 in g= 5 in Dead Load Live Load 1.8 kif 1.8 kif jigm Va Uni Result Description db= Ax= ypt= ypb= Zx= yt= yb= ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 24 in 15.75 in2 12 in 12 in 150.5625 in3 12 in 12 in 1634.104 in4 136.1753 in3 136.1753 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of intertia Section Modulus About Top Section Modulus About Bottom RLv )1s Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 690.0781 ft -k Plastic Moment of Section 862.5977 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 28 in Depth of Column 12.69131 in Length of Stiffener, FEMA 350 Fig. 3-16 28.19131 in Hinge Location; FEMA 350 Table 3-9 25.88145 ft FEMA 350 Fig. 3-3 3.06 klf Factored Vertical Load; FEMA 350 Fig. 3-3 106.2562 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 988.2572 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 1112.223 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 504.642 k Flange Force; FEMA 350 Eq. 3-36 1.227185 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 71 k Bolt Pretension 110.4466 k Ultimate Capacity of Bolt 25.5 in Distance to Outside Row; FEMA 350 Fig. 3-16 21.5 in Distance to Inside Row; FEMA 350 Fig. 3-16 1470.781 k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 87.6481 k OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 46.7874 Factored Shear due to Gravity Forces 48 ksi Ultimate Shear Stress of Bolt 0.405419 in2 OK Required Area for Shear, FEMA 350 Eq. 3-33 1.204186 Minimum Plate Thickness; FEMA 350 Eq. 3-34 1.365973 Minimum Plate Thickness; FEMA 350 Eq. 3-35 1.365973 OK Controlling Minimum Plate Thickness 5 in2 Area of Beam Flange 5.75 in Area of Beam Web 1.45 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3.53 1.6875 FEMA 350 Eq. 3-39 2.208786 FEMA 350 Eq. 3-38 4 Distance Between Rows; FEMA 350 Fig. 3-16 1.529189 in CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3.31 0,5 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 1.687766 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 129 In Average Story Height 0.795911 FEMA 350 Eq. 3-4 0.480913 in Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 j,eoend CPR = Continuity Plates Required WPR = Web Plate Required . ..ale Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness FlangelWeb Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Input 9.75 ft 12 ft 9.5 ft 10 in 0.5 in 0.5 in 18 in 0.25 in 0.5 in 55 ksi 70 ksi 8 in 0.5 in 0.5 in 18 In 0.1875 in 55 ksi 46 ksi 0.98 kif 1.63 kif Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 10 in dbt= 1.25 in tp= 1.75 in ts= 0.75 in Connection Geometry pext= 7.75 in pf= 1.75 in pb= 3.5 in g= 4 in Legend CPR = Continuity Plates Required WPR = Web Plate Required Item alue Unit Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L w'u= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 19 in 14.5 in2 9.5 in 9.5 in 112.75 in3 9.5 in 9.5 in 977.125 in4 102.8553 in3 102.8553 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 116 Eight Bolt Extended Stiffened Design AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq, 3-37 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 1.1 1.136364 516.7708 ft -k 645.9635 ft -k 19 in 12.69131 in 23.94131 in 5.759782 ft 1.991 kif 230.0353 k 922.7977 ft -k 1104.909 ft -k 598.5715 k 1.227185 in 90 ksi 71 k 110.4466 k 20.5 in 16.5 in 1157.849 k -ft 98.95439 k 9.706125 48 ksi 0.818394 in2 1.228194 1.56689 1.56689 5 in2 4.5 in 1.45 1.1875 1.68665 4 1.220838 in 0.5 in 1.858918 129 in 0.802773 0.945004 in Frame Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Input 20.25 ft 12 ft 9.5 ft 10 in 0.5 in 0.5 in 18 in 0.25 in 0.5 in 55 ksi 70 ksi 10 in 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi 0.98 kif 1.63 kif Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 10 in dbt= 1.25 in tp= 1.5 in ts= 0.75 in Connection Geometry pext= Pf= pb= 9= Legend, CPR = Continuity Plates Required WPR = Web Plate Required 7.75 in 1.75 in 3.5 in 5 in Item alue Unit Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= top= twc= h= Cy= tcw= 19 in 14.5 in2 9.5 in 9.5 in 112.75 in3 9.5 in 9.5 in 977.125 in4 102.8553 in3 102.8553 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 117 Eight Bolt Extended Stiffened Design AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Boit Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-3i Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 1.1 1.136364 516.7708 ft -k 645.9635 ft -k 19 in 12.69131 in 23.69131 in 16.30145 ft 1.991 kif 95.48038 k 758.8795 ft -k 834.4681 ft -k 492.2462 k 1.227185 in 90 ksi 71 k 110.4466 k 20.5 in 16.5 in 1157.849 k -ft 86.61225 k 20.15888 48 ksi 0.352317 in2 1.177531 1.33242 1.33242 5 in2 4.5 in 1.45 1.6875 2.396819 4 1.573263 in 0.5 in 1.646308 129 in 0.802773 0.713702 in Z Z W dd 2 J U O 0 • 0 J H N u W o 2Q LLQ. • D _a l.. W Z= Zo 111 U� O N W W E- H -U. O .. Z' W • = O F - Z CONNECTION DESIGN 6 Bolt Extended Unstiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Frame @ 11 (knee joint 3) Moment 395 k -ft 0/0 Depth 19 in Flange Width 10 in Near Flange Thickness 0.5 in Opp. Flange Thickness 0.5 in Stiffener Thickness 0.1875 in Mu= 7110 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4in pfi= 1.5 in pfo= 1.5 in pb= 4in pext= 4 in d0= 20.25 in dl= 16.75 in d2= 12.75 in h0= 20.5 in hl= 17 in h2= 13 in s= 3.162278 in pfi= 1.5 in Y= 210.3596 in Ft= 90 ksi dbreqd= 1.160985 in db= 1.25 in Pt= 110.4466 kips 4Mnp= 8242.079 k -in tpreqd= 0.937338 in tp= 1 OK Job Number: 208013 Page: - 2 h, h2 z w. wt.a4'ifi��tii..�wi '.Jii:w� '✓+x:u4:'�ia�.v+Lux+r:ani.th.:,wu..w`+Wisi.�.�:drr�.:.Sn:4: CONNECTION DESIGN 6 Bolt Extended Unstiffened - Thick Plate Title: Sea Con Location: 11 Moment 505 k -ft 0/0 Depth 19 in Flange Width 10 in Near Flange Thickness 0.5 in Opp. Flange Thickness 0.5 in Stiffener Thickness 0.375 in Mu= 9090 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 50 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pb= 3 in pext= 4 in d0= 20.25 in dl= 16.75 in d2= 13.75 in h0= 20.5 in hl= 17 in h2= 14 in s= 3.162278 in pfi= 1.5 in Y= 205.8969 in Ft= 90 ksi dbreqd= 1.299727 in db= 1.5 in Pt= 159.0431 kips 4 Mnp= 12107.16 k -in tpreqd= 1.204346 in tp= 1.25 Check Yield I CM Job Number: 208813 Page: 1) —) Z g • • pro T qtr Pb h0 h, h au 11 ) c) h name Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Input 28 ft 12 ft 9.5 ft 8 in 0.75 in 0.75 in 20 in 0.25 in 0.5 in 55 ksi 70 ksi 8 In 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi 1.1 kif 1.84 kif Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 8 in dbt= 1.25 in tp= 1.75 in ts= 0.75 in Connection Geometry pext= pf= pb= 9= Legend, CPR = Continuity Plates Required WPR = Web Plate Required 7.75 In 1.75 in 3.5 in 4 in Item alue Unit Result Description Beam Section Properties 21.5 in Beam Depth 17 in2 Beam Area 10.75 in Top to Plastic Axis 10.75 in Bottom to Plastic Axis 149.5 in3 Platic Modulus 10.75 in Top to Elastic Axis 10.75 in Bottom to Elastic Axis 1458.354 in4 Moment Of Intertia 135.6609 in3 Section Modulus About Top 135.6609 in3 Section Modulus About Bottom db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= 18.625 in Mfmax= 1298.668 k -ft Tubmin= 94.93974 k Vg= 31.36 Fv= 48 ksi Abmin= 0.365128 in2 tpminl= 1.360328 tpmin2= 1.577773 tpmin= 1.577773 Run Number 120 Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 685.2083 ft -k Plastic Moment of Section 856.5104 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 19 in Depth of Column 12.69131 in Length of Stiffener; FEMA 350 Fig. 3-16 23.94131 in Hinge Location; FEMA 350 Table 3-9 24.00978 ft FEMA 350 Fig. 3-3 2.24 kif Factored Vertical Load; FEMA 350 Fig. 3-3 98.23774 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 974.7339 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 1052.505 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 563.7015 k Flange Force; FEMA 350 Eq. 3-36 1.227185 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 71 k Bolt Pretension 110.4466 k Ultimate Capacity of Bolt 22.875 in Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-3i Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 6 in2 5 in 1.45 1.1875 1.730475 4.25 1.190911 In 0.75 in 1.690259 129 In 0.798539 0.780197 In • ,i.r , :6 i3,,W.,1,"v41.1..ct%w!]L"sSSr•`4:wr"i,;41.it }n. Z Q • W et 2 JU O 0 �0 co ILI J • W w 0 �< Nd = W H = Z Zo W W C.) O I- w W 1 -- 0- 0I - Z name Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness FlangelWeb Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Connection Parameters Bolt Type bp= dbt= tp= ts= Connection Geometry Input 28 ft 10.667 ft 12 ft 8 in 0.5 in 0.5 in 20 in 0.25 in 0.5 in 55 ksi 70 ksi 8 in 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi 1.32 klf 2.09 klf 1 (1=A325, 2=A490) 8 in 1.25 in 1.25 in 0.5 in pext= 7.75 in pf= 1.75 in pb= 3.5 in 4 in g= Legend, CPR = Continuity Plates Required WPR = Web Plate Required Item aloe Unit Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= 18.5 in Mfmax= 1283.022 k -ft Tubmin= 87.74583 k Vg= 36.806 Fv= 48 ksi Abmin= 0.314164 in2 tpminl= 1.075323 tpmin2= 1.234362 tpmin= 1.234362 Af= 4 in2 Aw= 5 in Ca= 1.45 C3= 1.1875 am= 1.511729 c= 4 tcf= 0.962368 in tcp= 0.5 in twc= 1.503573 h= 136.002 in Cy= 0.78888 tcw= 0.582379 In 21 in 13 in2 10.5 in 10.5 in 107 in3 10.5 in 10.5 in 1007.167 in4 95.92063 in3 95.92063 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 121 Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 490.4167 ft -k Plastic Moment of Section 613.0208 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 19 in Depth of Column 12.69131 in Length of Stiffener; FEMA 350 Fig. 3-16 23.44131 in Hinge Location; FEMA 350 Table 3-9 24.09312 ft FEMA 350 Fig. 3-3 2.629 klf Factored Vertical Load; FEMA 350 Fig. 3-3 82.55804 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 708.9348 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 774.2932 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 414.9862 k Flange Force; FEMA 350 Eq. 3-36 1.227185 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 71 k Bolt Pretension 110.4466 k Ultimate Capacity of Bolt 22.5 in Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-3; Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 ✓,iL C.4`.v:Y.iiS:�+.kihA�i�ii4'�.,�e:�ei'G:.1.;1;,t� j, i � Y 3:�!; 0 1-rame Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness FlangeNVeb Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Input 30 ft 12 ft 9.5 ft 8 in 0.625 in 0.625 in 20 in 0.25 in 0.5 in 55 ksi 70 ksi 8 in 0.375 in 0.375 in 18 in 0.25 in 55 ksi 46 ksi 0.32 kif 0.38 klf Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 8 in dbt= 1.25 in tp= 1.375 in ts= 0.75 in Connection Geometry pext= pf= pb= 9= Legend CPR = Continuity Plates Required WPR = Web Plate Required 7.75 in 1.75 in 3.5 in 4 in item alue db= 21.25 in Ax= 15 in2 ypt= 10.625 in ypb= 10.625 in Zx= 128.125 in3 yt= 10.625 in yb= 10.625 in Ix= 1230.143 in4 Sxt= 115.7782 in3 Sxb= 115.7782 in3 Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpmin1= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= Unit Result Description Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 122 Eight Bolt Extended Stiffened Design 1.1 1.136364 587.2396 ft -k 734.0495 ft -k 18.75 in 12.69131 in 23.44131 in 26.09312 ft 0.574 kif 63.75257 k 808.7798 ft -k 858.5865 ft -k 470.5628 k 1.227185 in 90 ksi 71 k 110.4466 k 22.6875 in 18.5625 in 1290.845 k -ft 89.63239 k 8.61 48 ksi 0.2274 in2 1.156259 1.317082 1.317082 5 in2 5 in 1.45 1.1875 1.628449 4.125 1.059545 in 0.625 in 1.604647 129 in 0.795198 0.647633 in AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 ) riaine Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness FlangeNVeb Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Connection Parameters Bolt Type bp= dbt= tp= ts= Connection Geometry pext= pf= pb= 9= Legend, CPR = Continuity Plates Required WPR = Web Plate Required Input 30 ft 10.67 ft 12 ft 8 0.375 0.375 18 0.1875 0.5 55 70 in in in in in in ksi ksi 8 in 0.375 in 0.375 in 18 in 0.1875 in 55 ksi 46 ksi 0.32 kif 0.38 kif 1 (1=A325, 2=A490) 8 in 1 in 1 in 0.5 in 6.5 in 1.5 in 3 in 4 in Item alue Unit Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl = tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 18.75 in 9.375 in2 9.375 in 9.375 in 70.3125 in3 9.375 in 9.375 in 597.5859 in4 63.7425 in3 63.7425 in3 Beam Section Properties Run Number 123 Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Piatic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Eight Bolt Extended Stiffened Design 1.1 1.136364 322.2656 ft -k 402.832 ft -k 18.75 in 10.52625 in 20.90125 in 26.51646 ft 0.574 kif 37.99377 k 439.3258 ft -k 469.0085 ft -k 286.9067 k 0.785398 in 90 ksi 51 k 70.68583 k 20.0625 in 16.6875 in 736.0163 k -ft 62.01641 k 8.61 48 ksi 0.137179 in2 0.820809 0.959953 0.959953 3 in2 3.375 in 1.45 1.25 1.742725 3.375 0.953939 In 0.375 in 1.160391 136.02 in 0.797773 0.411199 in AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Piatic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 N CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: 5eacon Const. / Starfire Sports Location: Portal @A/5-6 (joints 4,5) Moment 44.71 k -ft 0/0 Depth 9.73 in Flange Width 8 in Near Range Thickness 0.4375 in Opp. Flange Thickness 0.4375 in Stiffener Thickness 0.3125 in Mu= 804.78 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 11.01125 in dl= 7.57375 in h0= 11.23 in hl= 7.7925 in s= 2.828427 in pfi= 1.5 in de= 2.5 in Y1= 118.7973 in Y2= 123.0404 in Y= 123.0404 in Ft= 90 ksi dbreqd= 0.639066 in db= 0.75 in Pt= 39.76078 kips 4Mnp= 1108.431 k -in tpreqd= 0.449458 in tp= 0.5 OK tp Job Number: 208013 Page: - D -?33 ...•.yam,-�.�E .. h 1 I-rame Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness FlangelWeb Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Connection Parameters Bolt Type bp= dbt= tp= ts= Connection Geometry pext= pf= pb= 9= Legend, CPR = Continuity Plates Required WPR = Web Plate Required Input 30 ft 12 ft 9.5 ft 8 in 0.375 in 0.375 in 20 in 0.25 in 0.5 in 55 ksi 70 ksi 8 in 0.375 in 0.375 in 18 in 0.25 in 55 ksi 46 ksi 0.23 kif 0.28 klf 1 (1=A325, 2=A490) 8 in 1 in 1.25 in 0.5 in 6.5 in 1.5 in 3 in 4 in Item alue !IA Result Description db= 20.75 in Ax= 11 in2 ypt= 10.375 in ypb= 10.375 in Zx= 86.125 in3 yt= 10.375 in yb= 10.375 in ix= 789.3776 in4 Sxt= 76.08459 in3 Sxb= 76.08459 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 125 Eight Bolt Extended Stiffened Design Ry= 1.1 Cpr= 1.136364 Mp= 394.7396 ft -k Mpr= 493.4245 ft -k dc= 18.75 in Lst= 10.52625 in sh= 21.15125 in L'= 26.47479 ft wu= 0.416 kif Vp= 42.7818 k Mf= 535.4086 ft -k Mc= 568.8319 ft -k Ffu= 315.3327 k Ab= 0.785398 in Ft= 90 ksi Tb= 51 k Tub= 70.68583 k do= 22.0625 in di= 18.6875 in Mfmax= 816.1269 k -ft Tubmin= 62.51547 k Vg= 6.24 Fv= 48 ksi Abmin= 0.152414 int tpminl= 0.89365 tpmin2= 1.055063 tpmin= 1.055063 Af= 3 int Aw= 5in Ca= 1.45 C3= 1.25 am= 1.528748 c= 3.375 tcf= 0.936674 in tcp= 0.375 in twc= 1.166818 h= 129 in Cy= 0.77741 tcw= 0.42659 in intw�G.L�t [f rS4N'iu:4n'A:'] AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 Z = '~ W �QQ � J U 00 00 J WO 2 LLQ w0 =d �W Z= I- O W~ uj UO ON oI-- WW HF u_6 0 O ▪ H Z Input Frame Geometry Beam Length (Joint to Joint) 30 ft Upper Story Height 10.667 ft Lower Story Height 12 ft Beam Geometry Flange Width 8 in Top Flange Thickness 0.375 in Bottom Flange Thickness 0.375 in Web Depth 18 in Web Thickness 0.1875 in Flange/Web Weld Root Width 0.5 in Flange Yield Stress 55 ksi Flange Strength 70 ksi Column Geometry Flange Width 8 in Adjacent Flange Thickness 0.375 in Opposite Flange Thickness 0.375 in Web Depth 18 in Web Thickness 0.25 in Flange Yield Stress 55 ksi Web Yield Stress 46 ksi Loads Dead Load 0.23 klf Live Load 0.28 klf Connection Parameters Bolt Type bp= dbt= tp= ts= Connection Geometry pext= pf= pb= g= Legend CPR = Continuity Plates Required WPR = Web Plate Required 1 (1=A325, 2=A490) 8 in 1 in 1 in 0.5 in 6.5 in 1.5 in 3 in 4 in Item glue Unit Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 18.75 in 9.375 in2 9.375 in 9.375 in 70.3125 in3 9.375 in 9.375 in 597.5859 in4 63.7425 in3 63.7425 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 126 Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 322.2656 ft -k Plastic Moment of Section 402.832 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 18.75 in Depth of Column 10.52625 in Length of Stiffener; FEMA 350 Fig. 3-16 20.90125 in Hinge Location; FEMA 350 Table 3-9 26.51646 ft FEMA 350 Fig. 3-3 0.416 klf Factored Vertical Load; FEMA 350 Fig. 3-3 35.89897 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 437.3137 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 465.3598 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 285.5927 k Flange Force; FEMA 350 Eq. 3-36 0.785398 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 51 k Bolt Pretension 70.68583 k Ultimate Capacity of Bolt 20.0625 in Distance to Outside Row; FEMA 350 Fig. 3-16 16.6875 in Distance to Inside Row; FEMA 350 Fig. 3-16 736.0163 k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 61.88655 k OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 6.24 Factored Shear due to Gravity Forces 48 ksi Ultimate Shear Stress of Bolt 0.128459 in2 OK Required Area for Shear; FEMA 350 Eq. 3-33 0.817425 Minimum Plate Thickness; FEMA 350 Eq. 3-34 0.955557 Minimum Plate Thickness; FEMA 350 Eq. 3-35 0.955557 OK Controlling Minimum Plate Thickness 3 in2 Area of Beam Flange 3.375 in Area of Beam Web 1.45 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 1.25 FEMA 350 Eq. 3-39 1.742725 FEMA 350 Eq. 3-38 3.375 Distance Between Rows; FEMA 350 Fig. 3-16 0.951752 in CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 0.375 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 1.155076 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 136.002 In Average Story Height 0.797773 FEMA 350 Eq. 3-4 0.407992 in Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 u.:..;. ....e.�t.:.;.. crx:etAiZt.k.xe. ..ilv �i •.a Frame Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness FlangelWeb Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Input 30 ft 12 ft 9.5 ft 8 in 0.75 in 0.75 in 22.5 in 0.3125 in 0.5 in 55 ksi 70 ksi 8 in 0.625 in 0.625 in 18 in 0.25 in 55 ksi 46 ksi 1.23 kif 2.1 kif Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 8 in dbt= 1.25 in tp= 1.75 in ts= 0.75 in Connection Geometry pext= 7.75 in pf= 1.75 in pb= 3.5 in g= 4 in Legend CPR = Continuity Plates Required WPR = Web Plate Required Item alue Unit db= 24 in Ax= 19.03125 in2 ypt= 12 in ypb= 12 in Zx= 179.0508 in3 yt= 12 in yb= 12 in Ix= 1918.318 in4 Sxt= 159.8599 in3 Sxb= 159.8599 in3 Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpminl= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= Result Description Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 127 Eight Bolt Extended Stiffened Design 1.1 1.136364 820.6494 ft -k 1025.812 ft -k 19.25 in 12,69131 in 24,06631 in 25.98895 ft 2.526 kif 111.7662 k 1160.316 ft -k 1249.962 ft -k 598.8728 k 1.227185 in 90 ksi 71 k 110.4466 k 25.375 in 21.125 in 1455.134 k -ft 98.99074 k 37.89 48 ksi 0.415328 in2 1.436483 1.676216 1.676216 6 in2 7.03125 in 1.45 1.1875 1.5446 4.25 1.159705 in 0.75 in 1.79572 129 in 0.78568 0.784378 in AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq, 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 14.0F.{AK`X.4 01',..d i4Y, ..:. t::fng9a'iaairioAketa7,�aa.+.:.wa��rnw�Mzr.'anxo'.wu:: Input Frame Geometry Beam Length (Joint to Joint) 30 ft Upper Story Height 10.667 ft Lower Story Height 12 ft Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load 8 in 0.5 in 0.5 in 20 in 0.3125 in 0.5 in 55 ksi 70 ksi 8 in 0.625 in 0.625 in 18 in 0.25 in 55 ksi 46 ksi 1.23 kif 2.1 kif Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 8 in dbt= 1.25 in tp= 1.25 in ts= 0.75 in Connection Geometry pext= 7.75 in pf= 1.75 in pb= 3.5 in 9= 4 in Legend CPR = Continuity Plates Required WPR = Web Plate Required 1,4' 7, 14.4.i.w,wGShr4saa4a»ikL.sx. Item alue Unit Result Description db= Ax= ypt= ypb= Zx= yt= yb= lx= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 21 in 14.25 in2 10.5 in 10.5 in 113.25 in3 10.5 in 10.5 in 1048.833 in4 99.88889 in3 99.88889 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 128 Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 519.0625 ft -k Plastic Moment of Section 648.8281 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 19.25 in Depth of Column 12.69131 in Length of Stiffener; FEMA 350 Fig. 3-16 23.56631 in Hinge Location; FEMA 350 Table 3-9 26.07228 ft FEMA 350 Fig. 3-3 2.526 kif Factored Vertical Load; FEMA 350 Fig. 3-3 82.70078 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 744.9079 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 811.2408 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 436.0436 k Flange Force; FEMA 350 Eq. 3-36 1.227185 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 71 k Bolt Pretension 110.4466 k Ultimate Capacity of Bolt 22.5 in Distance to Outside Row; FEMA 350 Fig. 3-16 18.5 in Distance to Inside Row; FEMA 350 Fig. 3-16 1283.022 k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 87.66671 k OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 37.89 Factored Shear due to Gravity Forces 48 ksi Ultimate Shear Stress of Bolt 0.313736 in2 OK Required Area for Shear; FEMA 350 Eq. 3-33 1.079634 Minimum Plate Thickness; FEMA 350 Eq. 3-34 1.220465 Minimum Plate Thickness; FEMA 350 Eq. 3-35 1.220465 OK Controlling Minimum Plate Thickness 4 in2 Area of Beam Flange 6.25 in Area of Beam Web 1.45 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 1.1875 FEMA 350 Eq. 3-39 1.403376 FEMA 350 Eq. 3-38 4 Distance Between Rows; FEMA 350 Fig. 3-16 0.950472 in CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 0.5 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 1.579868 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 136.002 in Average Story Height 0.776179 FEMA 350 Eq. 3-4 0.592549 in Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Portal @ B/4-5 (joints 4,5) Moment 0/0 Depth Flange Width Near Flange Thickness Opp. Flange Thickness Stiffener Thickness Mu= Bolt Type Fpy= g= 62.44 9.73 7.96 0.435 0.435 0.29 1123.92 1 55 4 k -ft in in in in in k -in (1=A325, 2=A490) ksi in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 11.0125 in dl= 7.5775 in h0= 11.23 in hl= 7.795 in s= 2.821347 in pfi= 1.5 in de= 2.5 in Y1= 118.4245 in Y2= 122.6591 in Y= 122.6591 in Ft= 90 ksi dbreqd= 0.75512 in 'n !•6c< Pt= 54.11884 kips 4Mnp= 1509.104 k -in tpreqd= 0.525253 in tp= 0.625 OK Job Number: Page: - 208013 D -13g v v.\ *) P-°) • • baa 1s Frame Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Input 30 ft 12 ft 9.5 ft 8 in 0.75 In 0.75 in 22.5 in 0.3125 in 0.5 in 55 ksi 70 ksi 8 In 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi 0.17 kif 0.28 kif Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 8 in dbt= 1.25 in tp= 1.75 in ts= 0.75 in Connection Geometry pext= Pf= pb= 9= Legend, CPR = Continuity Plates Required WPR = Web Plate Required 7.75 in 1.75 in 3.5 in 4 in Item alue Unit Result Description db= Ax= ypt= ypb= Zx= yt= yb= Ix= Sxt= Sxb= Ry= Cpr= Mp= Mpr= dc= Lst= sh= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= 24 in 19.03125 in2 12 in 12 in 179.0508 in3 12 in 12 in 1918.318 in4 159.8599 in3 159.8599 in3 Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 130 Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 820.6494 ft -k Plastic Moment of Section 1025.812 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 19 in Depth of Column 12.69131 in Length of Stiffener; FEMA 350 Fig. 3-16 23.94131 in Hinge Location; FEMA 350 Table 3-9 26.00978 ft FEMA 350 Fig. 3-3 0.344 kif Factored Vertical Load; FEMA 350 Fig. 3-3 83.3526 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 1126.122 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 1192.109 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 581.2242 k Flange Force; FEMA 350 Eq. 3-36 1.227185 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 71 k Bolt Pretension 110.4466 k Ultimate Capacity of Bolt 25.375 in Distance to Outside Row; FEMA 350 Fig. 3-16 21.125 in Distance to Inside Row; FEMA 350 Fig. 3-16 1455.134 k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 96.9095 k OK Minimum Bolt Capacity; FEMA 350 Eq, 3-32 5.16 Factored Shear due to Gravity Forces 48 ksi Ultimate Shear Stress of Bolt 0.293118 in2 OK Required Area for Shear; FEMA 350 Eq. 3-33 1.398327 Minimum Plate Thickness; FEMA 350 Eq. 3-34 1.626818 Minimum Plate Thickness; FEMA 350 Eq. 3-35 1.626818 OK Controlling Minimum Plate Thickness 6 in2 Area of Beam Flange 7.03125 in Area of Beam Web 1.45 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 1.1875 FEMA 350 Eq. 3-39 1.5446 FEMA 350 Eq. 3-38 4.25 Distance Between Rows; FEMA 350 Fig. 3-16 1.142489 in CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 0.75 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 1.742801 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 129 in Average Story Height 0.78568 FEMA 350 Eq. 3-4 0.757918 in Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 Z W JU 00 - N LL W0 u -Q _• a I_ W Z= ZF- LU uj U � 0- CI1- W W tl-0 Z L=t U O~ Z game Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Connection Parameters Bolt Type bp= dbt= tp= ts= Connection Geometry pext= pf= pb= 9= Legend CPR = Continuity Plates Required WPR = Web Plate Required In u 30 ft 10.667 ft 12 ft 8 in 0.5 in 0.5 in 18 in 0.25 in 0.5 in 55 ksi 70 ksi 8 in 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi 0.17 klf 0.28 kif 1 (1=A325, 2=A490) 8 in 1 in 1.25 in 0.625 In 6.5 in 1.5 in 3 in 4 in Item alue Unit Result Description db= 19 Ax= 12.5 ypt= 9.5 ypb= 9.5 Zx= 94.25 yt= 9.5 yb= 9.5 Ix= 806 Sxt= 84.84211 Sxb= 84.84211 Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= Beam Section Properties in Beam Depth int In in in3 in in in4 in3 in3 Run Number 131 Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Eight Bolt Extended Stiffened Design 1.1 AISC Seismic Table 1-6-1 1.136364 FEMA 350 Eq. (3-2) 431.9792 ft -k Plastic Moment of Section 539.974 ft -k Probable Platic Moment; FEMA 350 Eq. 3-1 19 in Depth of Column 10.52625 in Length of Stiffener; FEMA 350 Fig. 3-16 21.27625 in Hinge Location; FEMA 350 Table 3-9 26.45396 ft FEMA 350 Fig. 3-3 0.344 kif Factored Vertical Load; FEMA 350 Fig. 3-3 45.37376 k Shear at Plastic Hinge; FEMA 350 Fig. 3-3 584.5017 ft -k Moment at Face of Column; FEMA 350 Fig 3-4 620.4226 ft -k Moment at CL of Column; FEMA 350 Fig 3-4 379.1362 k Flange Force; FEMA 350 Eq. 3-36 0.785398 in Area of Selected Bolt 90 ksi Ultimate Stress of Bolt 51 k Bolt Pretension 70.68583 k Ultimate Capacity of Bolt 20.25 in Distance to Outside Row; FEMA 350 Fig. 3-16 16.75 in Distance to Inside Row; FEMA 350 Fig. 3-16 741.0232 k -ft OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 68.23059 k OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 5.16 Factored Shear due to Gravity Forces 48 ksi Ultimate Shear Stress of Bolt 0.160757 in2 OK Required Area for Shear; FEMA 350 Eq. 3-33 1.031574 Minimum Plate Thickness; FEMA 350 Eq. 3-34 1.226784 Minimum Plate Thickness; FEMA 350 Eq. 3-35 1.226784 OK Controlling Minimum Plate Thickness 4 in2 Area of Beam Flange 4.5 in Area of Beam Web 1.45 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 1.25 FEMA 350 Eq. 3-39 1.742725 FEMA 350 Eq. 3-38 3.5 Distance Between Rows; FEMA 350 Fig. 3-16 1.091693 in CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 0.5 in Continuity Plate Thickness; AISC-LRFD Sec. K1.9 1.373682 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 136.002 In Average Story Height 0.79216 FEMA 350 Eq. 3-4 0.528275 in Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Portal @ B / 6-7 (conn 4, 5) Moment 69.6 k -ft 0/0 Depth 9.73 in Flange Width 7.96 in Near Flange Thickness 0.435 in Opp. Flange Thickness 0.435 in Stiffener Thickness 0.375 in Mu= 1252.8 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 11.0125 in dl= 7.5775 in h0= 11.23 in h1=• 7.795 in s= 2.821347 in pfi= 1.5 in de= 2.5 in Y1= 118.4245 in Y2= 122.6591 in Y= 122.6591 in Ft= 90 ksi dbreqd= 0.79724 in • db= 0:8751 f th Pt= 54.11884 kips (l)Mnp= 1509.104 k -in tpreqd= 0.525253 in tp= 0.625 OK Job Number: Page: - h, 208013 D-(4-/ t.0 n 4' 132_ Frame Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load In u 30 ft 12 ft 9.5 ft 8 0.75 0.75 22.5 0.3125 0.5 55 70 in in in in in in ksi ksi 8 in 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi 0.01 kif 0.01 kif Connection Parameters Bolt Type 1 (1=A325, 2=A490) bp= 8 in dbt= 1.25 in tp= 1.75 in ts= 0.75 in Connection Geometry pext= pf= pb= 9= Legend CPR = Continuity Plates Required WPR = Web Plate Required 7.75 in 1.75 in 3.5 in 4 in item alue Unit db= 24 in Ax= 19.03125 in2 ypt= 12 in ypb= 12 in Zx= 179.0508 in3 yt= 12 in yb= 12 in Ix= 1918.318 in4 Sxt= 159.8599 in3 Sxb= 159.8599 in3 Ry= Cpr= Mp= Mpr= dc= Lst= sh= L'= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= Result Description Beam Section Properties Beam Depth Beam Area Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Run Number 133 Eight Bolt Extended Stiffened Design 1.1 1.136364 820.6494 ft -k 1025.812 ft -k 19 in 12.69131 in 23.94131 in 26.00978 ft 0.017 kif 79.1 k 1121.004 ft -k 1183.625 ft -k 578.5827 k 1.227185 in 90 ksi 71 k 110.4466 k 25.375 in 21.125 in 1455.134 k -ft 96.60645 k 0.255 48 ksi 0.274836 in2 1.392606 1.619425 1.619425 6 in2 7.03125 in 1.45 1.1875 1.5446 4.25 1.13989 in 0.75 in 1.734881 129 in OT.fl5fifl1 0.752523 in AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 OK Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 OK Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt OK Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 OK Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 CPR Minimum Column Flange Thickness; FEMA 350 Eq. 3-31 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 WPR Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 / a 13.4"1" Jt(.Lc.%a. Lrat.Y.:itF.r's+'tSis:: Frame Geometry Beam Length (Joint to Joint) Upper Story Height Lower Story Height Beam Geometry Flange Width Top Flange Thickness Bottom Flange Thickness Web Depth Web Thickness Flange/Web Weld Root Width Flange Yield Stress Flange Strength Column Geometry Flange Width Adjacent Flange Thickness Opposite Flange Thickness Web Depth Web Thickness Flange Yield Stress Web Yield Stress Loads Dead Load Live Load Connection Parameters Bolt Type bp= dbt= tp= ts= Connection Geometry pext= pf= pb= 9= Legend CPR = Continuity Plates Required WPR = Web Plate Required In u 30 ft 10.67 ft 12 ft 8 in 0.5 In 0.5 in 18 in 0.25 in 0.5 in 55 ksi 70 ksi 8 in 0.5 in 0.5 in 18 in 0.25 in 55 ksi 46 ksi 0.17 klf 0.28 klf 1 (1=A325, 2=A490) 8 in 1 in 1.25 in 0.625 in 6.5 In 1.5 in 3 in 4 in Item alue Unit Result Description db= 19 Ax= 12.5 ypt= 9.5 ypb= 9.5 Zx= 94.25 yt= 9.5 yb= 9.5 Ix= 806 Sxt= 84.84211 Sxb= 84.84211 Ry= Cpr= Mp= Mpr= dc= Lst= sh= wu= Vp= Mf= Mc= Ffu= Ab= Ft= Tb= Tub= do= di= Mfmax= Tubmin= Vg= Fv= Abmin= tpminl= tpmin2= tpmin= Af= Aw= Ca= C3= am= c= tcf= tcp= twc= h= Cy= tcw= Beam Section Properties in Beam Depth in2 Beam Area in in in3 in in in4 in3 in3 Eight Bolt Extended 1.1 1.136364 431.9792 ft -k 539.974 ft -k 19 in 10.52625 in 21.27625 in 26.45396 ft 0.344 klf 45.37376 k 584.5017 ft -k 620.4226 ft -k 379.1362 k 0.785398 in 90 ksi 51 k 70.68583 k 20.25 in 16.75 in 741.0232 k -ft OK 68.23059 k OK 5.16 48 ksi 0.160757 in2 OK 1.031574 1.226784 1.226784 OK 4 in2 4.5 in 1.45 1.25 1.742725 3.5 1.091693 in CPR 0.5 In 1.373682 WPR 136.02 in 0.79216 0.528286 in i Run Number 134 Top to Plastic Axis Bottom to Plastic Axis Platic Modulus Top to Elastic Axis Bottom to Elastic Axis Moment Of Intertia Section Modulus About Top Section Modulus About Bottom Stiffened Design AISC Seismic Table 1-6-1 FEMA 350 Eq. (3-2) Plastic Moment of Section Probable Platic Moment; FEMA 350 Eq. 3-1 Depth of Column Length of Stiffener; FEMA 350 Fig. 3-16 Hinge Location; FEMA 350 Table 3-9 FEMA 350 Fig. 3-3 Factored Vertical Load; FEMA 350 Fig. 3-3 Shear at Plastic Hinge; FEMA 350 Fig. 3-3 Moment at Face of Column; FEMA 350 Fig 3-4 Moment at CL of Column; FEMA 350 Fig 3-4 Flange Force; FEMA 350 Eq. 3-36 Area of Selected Bolt Ultimate Stress of Bolt Bolt Pretension Ultimate Capacity of Bolt Distance to Outside Row; FEMA 350 Fig. 3-16 Distance to Inside Row; FEMA 350 Fig. 3-16 Minimum Ultimate Capacity; FEMA 350 Eq. 3-31 Minimum Bolt Capacity; FEMA 350 Eq. 3-32 Factored Shear due to Gravity Forces Ultimate Shear Stress of Bolt Required Area for Shear; FEMA 350 Eq. 3-33 Minimum Plate Thickness; FEMA 350 Eq. 3-34 Minimum Plate Thickness; FEMA 350 Eq. 3-35 Controlling Minimum Plate Thickness Area of Beam Flange Area of Beam Web 1.45 for A325, 1.48 for A490 per FEMA 350 p. 3-53 FEMA 350 Eq. 3-39 FEMA 350 Eq. 3-38 Distance Between Rows; FEMA 350 Fig. 3-16 Minimum Column Flange Thickness; FEMA 350 Eq. 3-37 Continuity Plate Thickness; AISC-LRFD Sec. K1.9 Minimum Column Web Thickness; FEMA 350 Eq. 3-40 Average Story Height FEMA 350 Eq. 3-4 Req'd Thickness of Column Web; FEMA 350 Eq. 3-4 ;.• `,rGPr'✓.i'?y`tirYGYMS CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Portal @ B / 8-9 (conn 4, 5) Moment 69.5 k -ft 0/0 Depth 9.73 in Flange Width 7.96 in Near Flange Thickness 0.435 in Opp. Flange Thickness 0.435 in Stiffener Thickness 0.375 in Mu= 1251 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4 in pfi= 1.5 in pfo= 1.5 in pext= 4 in d0= 11.0125 in dl= 7.5775 in h0= 11.23 in hl= 7.795 in s= 2.821347 in pfi= 1.5 in de= 2.5 in Y1= 118.4245 in Y2= 122.6591 in Y= 122.6591 in Ft= 90 ksi dbreqd= 0.796668 in db= 0.8751 U< Iell Pt= 54. . - ips (1)Mnp= 1509.104 k -in tpreqd= 0.525253 in tp= 0.625 OK Job Number: 208013 Page: - V,v 1/1 � 13� CONNECTION DESIGN 8 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Portal @ H/7-8, 10-11 (knee conn) Moment 510 k -ft 0/0 Depth 25 in Flange Width 8 in Near Flange Thickness 0.5 in Opp. Flange Thickness 0.5 in Stiffener Thickness 0.375 in Mu= 9180 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 4in pfi= 2 in pfo= 2 in pb= 4in pext= 4 in d0= 26.75 in dl= 22.25 in d2= 18.25 in d3= 14.25 in h0= 27 in hl= 22.5 in h2= 18.5 in h3= 14.5 in s= 2.828427 in pfi= 2 in de= 2 in Y1= 349.8797 in Y2= 319.6041 in Y= 319.6041 in Ft= 90 ksi dbreqd= 1.030696 in db= 1.25 in Pt= 110.4466 kips 4Mnp= 13502.1 k -in tpreqd= 0.973315 in tp= 1 OK Job Number: 208013 Page: - a0 h3 Pi, o: • Pb JOB NO JOB TITLE QUOTE NO DESCRIPTION DESIGNED BY CHK'D BY DATE SHEET NO. D 11-6 N° FLA tUci& SRA. GE.S r l 111-1 1 N 1'- (a° ez c Cop tv GTI at,.l o-400 '�--5'7A2T 71-11Gr_NeSS ^ COVrvN ,�¢ j C-LAts-) clt- 144", GNAmFE( @ z y P c -t-31 .E >U N, ¶ JOB TITLE DESCRIPTION MiaTc-1l :_1__c tv Cie I4 1b 'JOB NO QUOTE NO DESIGNED BY CHK'D BY DATE SHEET NOD I ( 7 N IU C' c A ry r r rJ 5 P(.4. &J I r3-4 J p..) "1 (0,, c Go.N N4C:r1 OK) i36AN1 W 6� �-- f Q "T " 1-1 i C r., I) E SS - Ga L Ovl til c -L At.) (,�-6 t-// rig C.HA MF'E(Z @ 22 1 p,c„).41\/<7 coNN, CdL h .3 6 B T\- ��t F' ss Ge'AM FSG. Ib M P -r C k BQAr1 czEG / N < �¢ 5‘, AM k Gat,.. czLC +., LI NI r (2- 7. 1 '"1 a (-,t &T I a CvrvrJ. z 0 NOI1dI1:13S3U AEI 133N9IS3a c - 0 o c o 0 00 f z O z 0 JOB TITLE DESCRIPTION M T (236 fl M JOB NO. QUOTE NO. DESIGNED BY DATE SSE -6 Co N N-& C U riA Y Pod, GALT-StZC-d-�ii CHK'D BY SHEET NO.0-/ 4-9 c -k AS cc'tik) '-y Us G.. K.ac.,.t,Om...x`.]F.X,.t�a::m.._.. JOB TITLE DESCRIPTION •fl 0.400 JOB NO. QUOTE NO. DESIGNED BY CHK'D BY DATE SHEET NO D -••et. . 5-Ee Co 1)P-/-6 c -r (n f. Poe._ Sot.T rt G z Z 111• 2 - C.) 1• 1- O 0 CO 1.1.1 - J 1.- U) 11„ w0 -73 u_ I-- ILI z 1-0 LLIz 0 2 D • 0 O -: w 11J' 0 z 0 1- z JOB TITLE DESCRIPTION COL- c.1-1ti(,)( ‘JS4---\FS JOB NO QUOTE NO DESIGNED BY CHK'D BY DATE SHEET NO. /0 1 0.400 S66 Low\JeC T 'CJ sciA 6,p \j‘-, Got. q: -r ¢ Si2 JOB TITLE DESCRIPTION r JOB NO QUOTE NO DESIGNED BY CHK'D BY DATE SHEET NOD `/ S -2-- N4.0 .. 1 Cod 6!3 t c N N 0400 ti0 r'c. w i & sPr,1:. .5 WI'I-H. ►v '�,� �i�' 87 C- CoNN4c t1otJ 5-r P T 'T1-11 C K_ IJ G, SS Ga L U M K) C -L A N (1-E, ÷1/1.", GN p N1 FE R. @ PG14ANN, . "TM Cr-, 1J4 T, , (OL, w B (L, N'6 SS Ito '1P1 -c14 BQAM c4De_ts CNK )' ` H I C-pG sT 5-1-14 - tc lv655 l Pi Ydr", --14 m r?•-• a: 1 t o 46-"r r :1)-\ x m z 0 NOLLdIU3S3O A9 03N9IS3a 0 x co c- 0 0 W 0 C 0 m z 0 0 w z O z ;= Z W JU U0 UD J = W0 2 D- u_ Q. I• d �w Z F— 0 Z F - w ui U � 0 I— W W; 1— ..Z U= 01-' z JOB TITLE DESCRIPTION JOB NO QUOTE NO. DESIGNED BY CHK'D BY DATE SHEET D.-- NO r 1 & SP&S 1'1'H 1 fv $_ ri,`' m F °P N4c-.1.1 nrJ o-400 s oE-rr�fL �.. 1J1T, S, Z IX 2 '~ W —1 C.) UO W= WO ?. Iw Z� I— O Z I— wui Mp U ON O H W • W: ▪ H: - O W.. O • h - Z 'JOB NO JOB TITLE QUOTE NO DESCRIPTION DESIGNED BY CHK'D BY DATE SHEET NO. b "" %s-s- M ATC,k BQ(�M Gobs , 7}-110.-;� w _J_ N (00 yo CO La WI J I- MlaTc-(-1 CoL G13 Ic : N LL W O N0 N.) SP(..,.�E.; 2� WC -11-4.1 r.J -1'- (ad� ' cd.N N.0 r, otJco id • W Z �. I-0 w I-. GRr W.•EG (% T��.��`c . W U� O- oF- W W' • U IL O• W z. • =: O ▪ 1- 400 1- 400 N • Z 667q/11 F1-6), pc-Tiq 1); • M A C 0 m rn 0 NOLLd11:10S30 AEI 03N9IS30 ON iono 0 03 z 0 C. a c.- , co 6 Q T1„a ��-t& ('J Ss - 1• D- C -7-)Q i L. 12 — t T,S NOLLdII:1OS30 A8 03N91S30 i n m z o m: Cd e- 0 0 co ON 31OflO 0 m z 0 z '~ W 6 JU 00 WCO ILI 0. J = F— WO a� .Q co Z d. . W. z t-- O z F- LU • p U O N. O H. W UJ • U� LLO z W U= OF" z . 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L37 6/8 7/ a • 142 - CUT )4 lfr F4g, 'TAIL- 2O .13:OrPT 1,11,J6 • ••• - •. i¢ w 6e) II 0 0 E • D 61- I �z (14)17H P (1--; 1' L-) I• 1 m NOLLdIEIOS36 AG 03NJIS30 L W s O a 0 co O z 'H- W; 00 cn° w Q LL wO} LL ( a =w t- 2. z�. 1— 0: Z 1— uj D ° O ff• ' O 1—. w w 1—r- -LL — -- O O 0 wz O z r 11 /14' w 6 6 0, gsr13f4' �A 11-0)0 (A3b L 2,2 L )I' �© (1\) Popj 1 :. • , I , o m NOLLdId0S30 AS 03NJIS30 Z = •Z ret W = JU 00 W w OW J II- u_ w0 2 m �d Zo w U � 0 5. p H w w. 2 H H --0 iii V2 0 Z c O C co m p 0 JOB TITLE SEA co,J CotilsTV STAkfiAE SPap-7 JOB NO 2C'84) 3 QUOTE NO. tc://G ESCRIPTION DESIGNED BY CHK'D BY DATE S '07-C7_3 SHEET NO =%.,r/ $ - Z3 -O3 W S Fifa CON NCCTJonl S -- ROOF To Co.L47 9/13 A/o/ Z -M V&-2, •• • • • Vik e 10 I t I I . • I • 1 j i I 1 1 .1 .:..- i'.... I D6-'rm(I,— 423 3 . 5; f?L1X4"-a f i 1 • • • Jo1N'T 1.N 6 s 9 cr- i o i.iJt•>i, 'iu �•r:xMta.l.,SFt. ,U '.1.Se'' . �..� M! GoL w Lia fLe -y-i F c, o L j 5/ 114 14 3f4, --)y" A3zs60�.Ts J' ill A. ETf1 l �- ?-S ?062.") I i. a NOLLdIUOS3(. A9 a3N9IS3Q L C 0 003 m z z 0 Z no JU UO Na J = H WO 2 LL Q W = H= z� I- 0 Z ~ • w U i O � CI H; W W; H �. -O ..z W 0 3� j ,eek „ A3 ZS 60 1 Ts D m NOLLdUJOS30 AS 03N9IS30 m 2 z W O W z 0 4—Z rew 6D J U. O 0 • O W= J N w0 u. Q. coD =a w Z I- I --0 Z I - w uj 0 N. 0 H 11.1 -Cu LL' O .. Z w • = O ' z JOB TITLE DESCRIPTION JOB NO QUOTE NO DESIGNED BY CHK'D BY DATE SHEET NO 17 ) L- 2 JU 00 W =' J I. w 0' 2 g< d =w F- _ Z F. I- 0 Z I. w 0 N. off w w: U` - O ui Z U= 0 Z metallic building company CITY OF TUKWILA APPROVED MAR 1 8 2284 A�l:u(�LU DESIGN CALCULATIONS VOLUME 5, BOOK 2 OF 2 1 FILE COPY tl..Y 1LDIKG DIVfb N .ror STARFIRE SPORTS ATHLETIC CENTER TUKWILA, WASHINGTON Architects: Structural Engineers: General Contractor: Metallic Builder: i Carlson Arc Seattle, Was OC 7 `JO3 1 Engineers No thwccqad&1DLE10U' MC Seattle, Washi S.D. Deacon Corp. of Washington Bellevue, Washington Seacon Construction Management Imuah, Washington 'OVge a\tee fiec' c gy� c roi0r, e0 •5 el0 \a 25L s �ce _s 6\sa-o%�rc� e °0$< rQ •4 OQ(c\ce \o Qco�y � h r • !EXPIRES 4/ezr 1 corporate offices: mailing address: P.O. ' 0\` � e „ex, o oe‘ecaR,• a��` ��0 r3aQ��o�e°s� �\cao�Q°��e�,s v, �e e c Metall�`tb1'c. 0805-208013 �o ee Revisec4 epte nber 26, 2003 Revised October 28, 2003 • METALLIC' met&Ue bvilding umpony 7301 FAIRVIEW • HOUSTON, TEXAS (800)777-9378 BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 77041 • (713)466-7788 • metallic building company STARFIRE SPORTS COMPLEX Metallic Job No. 0805-208013 DESIGN CALCULATION INDEX VOLUME 5, BOOK 1 OF 2 Design Calculations Index Page A-1 Layout Plan Page A-3 Section A Design Calculations Data Design Code and Loads Page A-5 Design Loading Combinations Page A-6 Seismic Base Shear Load Calculations Page A-7 Seismic Vertical Load Distribution Page A-14 Seismic Redundancy Rho Calculations Page A-15 Rigid Diaphragm Analysis Page A-29 Section B North / South Framing -- Line 5 to Line 11 Main Frame at Grid Line 5 Page B-1 Main Frame at Grid Lines 6 and 7 Page B-50 Main Frame at Grid Line 8 Page B-100 Main Frame at Grid Lines 9 and 10 Page B-153 Main Frame at Grid Line 11, Line A to Line B Page B-202 Line 11 Framing, Line B to Line H Page B-233 Section C East / West Portal Frames -- Lines A, B, and H Portal Frame at Line A, Bay 3 to 4 Page C-1 Portal Frame at Line A, Bay 5 to 6 Page C-30 Portal Frame at Line A, Bay 7 to 8 Page C-61 Portal Frame at Line B, Bay 4 to 5 Page C-88 Portal Frame at Line B, Bay 6 to 7 Page C-121 Portal Frame at Line B, Bay 8 to 9 Page C-152 Portal Frames at Line H, Bays 7 to 8 and 10 to 11 Page C-182 Section D Primary Framing Connections (Entire Section Revised) Primary Framing Connection Design Procedure Page D-1 Typical Sections Page D-3 Moment Connection Summary Page D-7 Moment Connection Calculations Page D-10 Moment Connection Details Page D-146 M ETAIII [ *tallk WII4 a t..Hny corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 metallic building company STARFIRE SPORTS COMPLEX Metallic Job No. 0805-208013 DESIGN CALCULATION INDEX VOLUME 5, BOOK 2 OF 2 Section E Balcony and Canopy Rafters Exterior Balcony Beams at Line A Page E-1 Exterior Canopy Rafters at Line A Page E-9 Exterior Canopy Rafters at Line J Page E-17 Interior Balcony Floor Beams at Line B Page E-21 Interior Balcony Floor Beams at Line 4 Page E-27 Eyebrow Rafters and framing at Lines B and 4 Page E-30 Section F. Roof Bracing Roof Bracing at Bldg. A Page F-1 Roof Bracing at Bldg. B Page F-7 Roof Bracing at Bldg. C Page F-8 Roof Bracing at Bldg. F Page F-9 ection G Floor Framing at 9'-6" Level Floor Framing Design Layout Page G-1 Floor Framing Composite Beam Designs Page G-2 ection 11 Floor Framing at 21'-6" Level Floor Framing Design Layout Page H-1 Floor Framing Composite Beam Designs Page H-2 Section J Secondary Members / Cold Formed Sections Roof Purlins Page J-1 Eave Struts Page J-29 Wall Girts Page J-45 Spandrel Beams Page J-57 Cold -Formed Section Properties Page J-68 Section K Decking and Cladding Floor Decking Page K-1 Roof Panels Page K-2 Wall Panels Page K-3 METALLIC mete& bnlNln. company corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 ♦F�•rTwy;`4.: 4e�Y+'N.tiN•:v ..`V.'.+.4=:P.a: t W.dl.ufif.MwA.: File: D03-0170 35mm Drawing /3 z . W J U UO W = i -- CO N LL WO 2 u. Q. = W Z I- O Z F- UC O- H W_ H - - O Liju 0 ►- Z metallic building company DESIGN CALCULATIONS VOLUME 5, BOOK 2 OF 2 Z cew 0 00 Section E co 0 co 1.11 J_.. Balcony and Canopy Rafters co n- Exterior Balcony Beams at Line A Page E-1 g 5 Exterior Canopy Rafters at Line A Page E-9 LL' D Nw Exterior Canopy Rafters at Line J Page E-17 = Interior Balcony Floor Beams at Line B Page E-21 i' Interior Balcony Floor Beams at Line 4 Page E-27 0 Eyebrow Rafters and framing at Lines B and 4 Page E-30 w � w Do 0 O —. O F- ill aj WW 1 - H - O Z UI", — _' O +". METALLI1 metallic Wilding tefepny corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 i...1.rAL w'— -..1+11: �' -4: icillJF: [••. �:,a iiJ.:lu`u,:LY iu Lew z JOB NO 70801 `' JOB TITLE . EACo ti Co1V S T. / STM F/PE SP-', TS QUOTE NO DESCRIPTION DESIGNED BYJ7 CHK'D BY DATE 9/673 SHEET NO _r/ r'P, BA L crib l L3E M coiJiJ. - Li/J5 A w I 8 'W18 ,6) l�4s 3 Awn 4- "11-i. r,, (Txt;') Ll i es .3 ANP :4-: \A19 8 x 50 A323- :,60/-75, Bu?T e 3/�- X 6 , /4W, FLT/1,,,. 34 " 0 nJ Coz.. a/iA) JOB NO. 2 0 8 0 3 JOB TITLE SEA CDN) CO F S T_ /,S T/-VZFIAC SI 273 QUOTE NO DESCRIPTION DESIGNED BY --17Z CHK'D BY DATE 9"25-°-3 SHEET NO. 3/..cdN y 6-A4v1 Lh.i6 A, 3.4 JD 4 L pr Ioo.Psi' /34Lcc J PROI T#'oN = 8.s'± i cti c/;. cwe 8AY SP,'-' = 291 p)Ax AUc. GZ c x 29 x 8,5= 99 '< __..,.._..a......_.:.... , . i• r r r 1- , -, • L--,---1-:-. -------1-1-4--T- -._._.1- _;. , 1 1 • • 0 F6 30 ksi . .. i i, :. ;.. 1 J.;.J.zTI4 •.x -.._r '1 1 r , f Job Number: Page: CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Building C - Balcony Rafter at Line A, 21'-6" Level, Lines 3 and 4 Moment 199 k -ft 0/0 Depth 17.99 in Flange Width 7.5 in Near Flange Thickness 0.57 in Opp. Flange Thickness 0.57 in Stiffener Thickness 0.375 in Mu= 3582 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pfi= 2 in pfo= 2 in pext= 4 in d0= 19.705 in dl= 15.135 in h0= 19.99 in hl= 15.42 in s= 2.561738 in pfi= 2 in de= 2 in Y1= 210.5322 in Y2= 204.7429 in Y= 204.7429 in Ft= 90 ksi dbreqd= 0.984718 in db= 1 in Pt= 70.68583 kips 4Mnp= 3694.042 k -in tpreqd= 0.636071 in tp= 0.75 OK Paas ho h� rpfo tte.Ii f,i •011 , a , lb • •• i a r uz� h oda js E3 208013 JOB TITLE 5EACOAJ cow Sr. / STM)/RE SP02Ts JOBNO 2080/ 3 QUOTE NO ')ESCRIPTION DESIGNED BYJrz-- CHK'D BY _ DATE 4.' /63 SHEET NO 0 TYP, BALCoN`/ BEM Court, - L/N5 A AT L/,vEs 2,5--,AgD s W18 3/81'> (TY?) deny /g "'w,s, (Tr?) 1...11\15 2, S AND 5>< 35 S -3/4"0 A 3 25 ,Bo[..Ts, GAF B u ?7' 54 x6, M) it , FtG. 7-1< 578 o N Cc2Lu/ A) .�. Y •.U.'Iwai4i.rrw z = 1- z re LI -12 J U. 000 U) W z J I.... wO g J c I- w z� H 0 Z I - w 2O 0 O N Q I - w • w. ~ H 0 •Z w • = ~O�". Z JOBNO Z08 013 JOB TITLE L. Co Co N S T. /.S rAlZ.' "C SArA73 QUOTE NO DESCRIPTION DESIGNED BY -1 ra CHK'D BY r� DATE 2.S'o3 SHEET NO C_5 3ALcdnJY 3E -Am Ar L ,)6. A Ar L),1/4)5 S DL + CoLL = f _ 90 ns% LL = too:PsF 64 L cont y PRo. recT)ani = c S ± FRon %ic6/cc'4.. %R Si))4 ),JG = 3%2/�.2S' ccrLZ _ 0, 190 x )6,25x 8,5/ _ .111,6 14-177• W163 x 35 , FY —so Sx =C7,6 F67--- = 30 k.sr fb= 23:3 ks4"- L/5 e 1;,11.8. x 3 5'.. ,:T L b1/4)g S ; • •z .. �ti.1�.v i�-1i��.VA1.��zzi�...J+::3 v:t+•Sttlj.C.n���'n' �t:.• Job Number: Page: CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Building C - Balcony Rafter at Line A, 21'-6" Level, Line 5 Moment 111.6 k -ft 0/0 Depth 17.7 in Flange Width 6 in Near Flange Thickness 0.425 in Opp. Flange Thickness 0.425 in Stiffener Thickness 0.375 in Mu= 2008.8 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pfi= 2 in pfo= 2 in pext= 4 in d0= 19.4875 in dl= 15.0625 in h0= 19.7 in hl= 15.275 in s= 2.291288 in 2 in 2 in 184.02 in 180.2754 in 180.2754 in 90 ksi 0.740513 in 0.75 in 39.76078 kips 2060.603 k -in 0.506276 in 0.625 OK pfi= de= Y1= Y2= Y= Ft= dbreqd= db= Pt= (1)Mnp= tpreqd= tp= Use 34.'`rP USLS`5g`' 17— ho s. bo • • S • r • �dQ #s 208013 E- JOB NO Z°5 ("13 JOB TITLE 5E:7) Cd 1`) CONST, /5 r,v F -/A C Som.73 QUOTE NO .--,1 ')ESCRIPTION DESIGNED BY -1rZ CHK'D BY DATE 9 -2S -o3 SHEET NO g__*- 13ALconi y , c-At,1 Ar L/,�6. A Ar GiNe 2,S rem. D L + CO LL - S 5+ - 90 Psr 0 o 00 LL /00 P.sf uJ O SALcoNy PRoJ T1aN = 8.64 F -Rom FAGS/c�G, g� g Ti , SP/+c� �G — 144 4-1,25- 9.25 / N D. =a C�rL` 0.19Dx 8.,2'x✓✓ �6 g-1:7.zH I- O z W W: in% 18 x 35" , Fy = So SX = 57,6 F6-: 30 k.sr �. O • 9- • I— w • w. �b = %1,8 xsr 17-. LIO ..z L1 e \918 x 36- � r L /Qc' 2 ,.6" 01- 0 z CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Building C - Balcony Rafter at Line A at Line 2.5 Moment 56.6 k -ft 0/0 Depth 17.99 in Flange Width 6 in Near Flange Thickness 0.425 in Opp. Flange Thickness 0.425 in Stiffener Thickness 0.375 in Mu= 1018.8 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pfi= 2 in pfo= 2 in pext= 4 in d0= 19.7775 in dl= 15.3525 in h0= 19.99 in hl= 15.565 in s= 2.291288 in pfi= 2 in de= 2 in Y1= 187.0716 in Y2= 183.0889 in Y= 183.0889 in Ft= 90 ksi dbreqd= 0.52299 in db= 0.625 in Pt= 27.61165 kips 4 Mnp= 1454.996 k -in tpreqd= 0.422142 in tp= 0.5 OK • pdxt Job Number: Page: • 1�s h, h w • • r K i 208013 )1• • JOB TITLE S EA C00 Cori 57,SrAkr-me: sP,073 DESCRIPTION JOB NO 2080)3 QUOTE NO DESIGNED BY • DATE TI A • • •! C A I 1 I kii-ticAp 'FE %11 /1,0,5. : . • i • • I I 1 I • 1- i i -I _I. .1.__ ....I ...! I• • I _1_77 .11_1 • , .-- • .1 .— ..... . '. . i .1....i .. i.. ' 1 . -' .4. ,x P-2..: u7-7-1 1 , i ii : , 1 , . • • P21% CHK'D BY SHEET NO 6 ?,< .4 F.2.416 E..5 ; • e (r2"70 ; ' • ...:.00 ZS- • 8,0 • • z , ' a . 1l -z. 1 1.11 • re 2 , 6 D : _JO 00 !.: U) CI WW W -J LL. w 0 — CY I- ILI Z ZI- o ww 2 0 0 • I— w w I- - LL 3 wz0 ol- JOB TITLE 5 &AG 04 Coo sr, /SrAP.FJ/E SPo2r3 DESCRIPTION • • • CA. nroP Y /C14F-TE-A, Psre JOBNO 2C:72)°) 3 QUOTE NO. DESIGNED BY `f re CHK'D BY DATE 9 " 23" 61.3 SHEET NO E / 0 Limes 3,4,5 AN oP7' -'P2o JGcnvO ?AY S PA Ci,JG Al/W. = L. j 1 [ i coL; 0, 034 x 3O' x 8,5; ru L= 0, c�34 x 30.x 8,.51_ 5;1 r • ..... ..._.t _ _ ,.L.1._.1__...[........._.. i ; / 3i i! i ! i i ! i ! [I.._ 1._ . ! . i_. .i.• � I _.....--1 i • .•I - - i..- ;._--•? .- • . • r -- ---._.._.1-.........i_ .. .._..� ....'_..._i ...• 1 • z 3 6 , 9 k- - ►PAisssi44(.0=•=1• / • 1 " If 11 III I • • , I Z . QQ JU O 0 O 0 W=. J I- wo W a, �i ZF.. Zo U0 •0 � ww: U. u. 0. ..z U= 0 Z Seacon / Starfire JOB NO. 208013 Date: 5/512003 SECTION DESIGN CHECK Canopy Rafter at Line A, Bays 3 to 5 SECTION PROPERTIES: Compression flange width = 6.00 Thickness = 0.2500 Tension flange width = 6.00 Thickness = 0.2500 Overall depth = 12.50 Thickness = 0.1875 Web ht = 12.00 Ix = 139.5 ly = 9.00 lyt comp = 4.50 lyt ten = 4.50 d/Af = 8.33 SECTION DESIGN INPUT: Moment = 36.9 kip -ft Axial = 1 kips Fy = 55 ksi SECTION DESIGN: KLa/Ry = 77.90 Cc = 102.90 Lb / Rt = 65.84 Low limit = 43.06 Hi limit = 96.30 Area = 5.25 Wt = 17.85 Sx com = 22.33 Sx ten = 22.33 Sy = 3.00 Ry = 1.31 At comp = 1.88 Rt comp = 1.55 At ten = 1.88 Rt ten = 1.55 Aysum = 0 Xbar = 0.00 K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 8.50 8.50 1.00 If KURy > Cc, Fa = 25.02983 If Cc > KURy, Fa = 20.65423 Use Fa = 20.65 If URt< low limit, Fb= 33.00 If URt> low limit, Fb= 28.11 If URt> hi limit, Fb= 39.22 If larger, use Fb=12000Cb/Ld/Af= 14.12 Use Fb = 33.00 Axial Stress = fa = 0.19 Bending Stress = fb = 19.83 fa / Fa = 0.01 fb / Fb = 0.60 Compression Unity Check = 0.61 Tension Bending Stress = fb = 19.83 Fb = 33 s6. G x 14 F/.AtJGsS v01721 3//6" wc8 TAP&1t &A FRaM 12 `' ro 8" .«_.,.-.. w..«.......�..-:aeur,µ-x.Y-.;.N. �:,u.7,:vh�:a,•.�,�.J�,::Jv.::ti }:>11:x;::::w�:d,:�sd: Job Number: 208013 Page: CONNECTION DESIGN 4 Bolt Flush Unstiffened - Thin Plate Title: Seacon Const. / Starfire Sports Location: Building C - Canopy Rafter at Line A, Lines 3, 4, 5 Moment 36.9 k -ft 0/0 Depth 12.5 in Flange Width 6 in Near Flange Thickness 0.25 in Opp. Flange Thickness 0.25 in Stiffener Thickness 0 in Mu= 664.2 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pf= 1.5 in pb= 3 in dl= 10.625 in d2= 7.625 in hl= 10.75 in h2= 7.75 in s= 2.291288 in pf= 1.5 in Y= 69.90141 in Ft= 90 ksi tpreqd= 0.489845 in tp= 0.5 in U56 14_,"it db= 0.75 in 1.456- 34"4' w'= 2.1875 a'= 1.005963 F'i= 12.33922 Qmax= 6.987299 Pt= 39.76078 Tb= 28 4Mg1= 897.1741 4Mg2= 766.5 4Mq= 897.1741 OK tP b tf •.. • • t j Pr i ; • pb • • • h1 1 JOBNO 2d8c)3 JOB TITLE 5 EA COO CONi 577, / S7/4 iQr/ 5PM:73 QUOTE NO DESCRIPTION DESIGNED BY CHK'D BY DATE 9A3 SHEET NO CANOPY RAFrg /4-r Li/0g- /4, 2,5 144cAp 4"‘.4.5, M\4 ------------......"-------- k,?t3/ iL 6 FLAI,16 ES 3l6" WEB (i2«ro8) g - 34r'P A325- Bo G1 (64.=-3)/s9 Burl- FP Gx%Z 5 /577kF,tE JOB NOZo1 3 JOBTITLE � � G 01•)Coo ST. S-PoR7 QUOTE NO. DESCRIPTION DESIGNED BY `'72 CHK'D BY DATE 903 SHEET NO 01 CAnfoPY /11FTc . , 4r Lb,/ A., LINE rew 2. DL 7t- co t -L. 4+ 5= 9 lost UO LL 2.5 p5?- (o o J =. H .CAN O? t' P2o JC-cnnatJ = 9,51 `!` F2cM FA c&/co4. , w TALe, SPACi►JG = .14/Z +/, 2s 8.25' N cv Lj O, d 34 x 8.25x S,5 = /.0 ,2• k -P Z = 2 _F- 1 --O \/ = ccl L = O , 034 x ,g..7.Sx g S 29-A z - Uca• O —. W IND UPLIrrPe6.ss"u2c5 ; . /4-..3 'P ri = 2.3 = o • /11- -(O,o/43 x 2.3 9, a0¢) �S;asx 8.5 _ g 6 k- —11- o ui Z U =. Seacon / Starfire JOB NO. 208013 Date: 5/5/2003 SECTION DESIGN CHECK Canopy Rafter at Line A and Line 2.5 SECTION PROPERTIES: Compression flange width = 6.00 Thickness = 0.2500 Tension flange width = 6.00 Thickness = 0.2500 Overall depth = 12.50 Thickness = 0.1875 Web ht = 12.00 Ix = 139.5 ly = 9.00 lyt comp = 4.50 lyt ten = 4.50 d/Af = 8.33 SECTION DESIGN INPUT: Moment = 20.0 kip -ft Axial = 1 kips Fy = 55 ksi SECTION DESIGN: KLa/Ry = 77.90 Cc = 102.90 Lb / Rt = Low limit = Hi limit = Area = 5.25 Wt = 17.85 Sx com = 22.33 Sx ten = 22.33 Sy = 3.00 Ry = 1.31 At comp = 1.88 Rt comp = 1.55 At ten = 1.88 Rt ten = 1.55 Aysum = 0 Xbar = 0.00 K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 8.50 8.50 1.00 If KURy > Cc, Fa = 25.02983 If Cc > KURy, Fa = 20.65423 Use Fa = 20.65 65.84 If URt< low limit, Fb= 33.00 43.06 If URt> low limit, Fb= 28.11 96.30 If URt> hi limit, Fb= 39.22 If larger, use Fb=12000Cb/Ld/Af= 14.12 Use Fb = 33.00 Axial Stress = fa = 0.19 Bending Stress = fb = 10.75 fa / Fa = 0.01 fb / Fb = 0.33 Compression Unity Check = 0.33 Tension Bending Stress = fb = 10.75 Fb = 33 aSs 6 x r4- FchJ Ge -s" w 1 ill 3/16" wed %2o rti / 2 To 8" z < w UO. � o J• = • u_ W ® 2 =• d �.w Z= HO Z~ w U� O - O I-- wW O. uiz 01- z ~z CONNECTION DESIGN 4 Bolt Flush Unstiffened - Thin Plate Title: Seacon Const. 1 Starfire Sports Location: Building C - Canopy Rafter at Line A, Line 2.5 Moment 10.2 k -ft 0/0 Depth 12.5 in Flange Width 6 in Near Flange Thickness 0.25 in Opp. Flange Thickness 0.25 in Stiffener Thickness 0 in Mu= 183.6 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pf= 1.5 in pb= 3 in dl= 10.625 in d2= 7.625 in hl= 10.75 in h2= 7.75 in s= 2.291288 in pf= 1.5 in Y= 69.90141 in Ft= 90 ksi tpreqd= 0.257541 in tp= 0.375 in — US& / It db= 0.75 in - 1_1 34„4,i, w'= 2.1875 a'= 0.37525 F'i= 8.028018 Qmax= 10.7231 Pt= 39.76078 Tb= 28 4 Mq 1= 794.9064 4 Mq2= 766.5 4Mq= 794.9064 OK tP Job Number: Page: b it //Y /II Iia 1 pr ! • • • i �b • t_ w _ I�-gl • • IT, ...e." h, h2 0- • : : •.. • • 208013 .fl JOB TITLE EA Ca Cot.] /-97-Akig6 SPM73 DESCRIPTION JOB NO 2°86113 QUOTE NO DESIGNED BY si7"--4" CHK'D BY DATE 9/9-3 •••• •••••• SHEET NO.E.—/ 7 • 1 1 DI 1 Ljjs,9, io • w.5 ! . • ; 11:4• • • • • • • • • .8 k;"0/0 Z 6S. • 41 O 0 CO CI • W W 0 U. LLJ 0 =1 E ai Z 7 - 0 Z F- LU Lu . D O — O 1— ILI • (..) r ujz3 0 0 1- . z !... • •• ••• . • - • • • •• • • .• • • • • . • * • ••• ; ! ; JOB TITLE 5 6/4 G ole% Cot.) sr, STA R Flt sPo273 DESCRIPTION 1 JOB NO Zo O) 3 QUOTE NO. DESIGNED BY -fro CHK'D BY C� DATE 9 ' 23" Q3 SHEET NO E -I d CA Nrop Y I I FTG Ar L e 115 T.- ,C t. F 9 iP p . ....... F5 fCAiN PRo JccT)vire 8,5 Ff on 8 -AY - S PA C 6 /') W. = 3 O !- O 2 � � 2 ;L O 634-* 30:x 8 vim_ ; e3.:7 ' • :kir47. Seacon / Starfire JOB NO. 208013 Date: 5/5/2003 SECTION DESIGN CHECK Canopy Rafter at Grid Line J, Lines 8, 9, and 10 SECTION PROPERTIES: Compression flange width = 6.00 Thickness = 0.2500 Tension flange width = 6.00 Thickness = 0.2500 Overall depth = 12.50 Thickness = 0.1875 Web ht = 12.00 Ix = 139.5 ly = 9.00 lyt comp = 4.50 lyt ten = 4.50 d/Af = 8.33 SECTION DESIGN INPUT: Moment = 36.9 kip -ft Axial = 1 kips Fy = 55 ksi Area = 5.25 Wt = 17.85 Sx com = 22.33 Sx ten = 22.33 Sy = 3.00 Ry = 1.31 At comp = 1.88 Rt comp = 1.55 At ten = 1.88 Rt ten = 1.55 Aysum = 0 Xbar = 0.00 K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 8.50 8.50 1.00 SECTION DESIGN: KLa/Ry = 77.90 If KURy > Cc, Fa = 25.02983 Cc = 102.90 If Cc > KURy, Fa = 20.65423 Use Fa = 20.65 Lb / Rt = 65.84 If URt< low limit, Fb= 33.00 Low limit = 43.06 If URt> low limit, Fb= 28.11 Hi limit = 96.30 If URt> hi limit, Fb= 39.22 If larger, use Fb=12000Cb/Ld/Af= 14.12 Use Fb = 33.00 Axial Stress = fa = 0.19 Bending Stress = fb = 19.83 fa / Fa = 0.01 fb / Fb = 0.60 Compression Unity Check = 0.61 Tension Bending Stress = fb = 19.83 Fb = 33 0.56 6 x '/4 FLAIJG &5 W) T31 346„ wE6 7"/) / 6. -6 F(2 0-r1 12" TO 8" 0-19 Job Number: Page: CONNECTION DESIGN 4 Bolt Flush Unstiffened - Thin Plate Title: Seacon Const. / Starfire Sports Location: Building F - Canopy Rafter at Line J, Lines 8, 9,10 Moment 36.9 k -ft 0/0 Depth 12.5 in Flange Width 6 in Near Flange Thickness 0.25 in Opp. Flange Thickness 0.25 in Stiffener Thickness 0 in Mu= 664.2 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pf= 1.5 in pb= 3 in dl= 10.625 in d2= 7.625 in hl= 10.75 in h2= 7.75 in s= 2.291288 in pf= 1.5 in Y= 69.90141 in Ft= 90 ksi tpreqd= 0.489845 in �, tp= 0.5 in -- . db= 0.75 in - G/SE _.J4 "q/ w'= 2.1875 a'= 1.005963 F'i= 12.33922 Qmax= 6.987299 Pt= 39.76078 Tb= 28 4Mg1= 897.1741 4Mg2= 766.5 4Mq= 897.1741 OK tp p h, h2 • • I= 208013 • pr pb y i f • • , .ten-, h, h2 • • I= 208013 JOB TITLE SCA Con] CoNS i . / STA/ Gil 1 SPo4?S DESCRIPTION JOBNO 2080) 3 QUOTE NO. C�ou�,y DESIGNED BY DATE 5"J�-03 Il 9/�4/Q3 .8 A L C only `L o 0A. /3 1 MS Fi2QM :. ' STEEL co c. Dc•�aLOM = 7:. +. 46 + 5 = 662 Pr."-' ,CLvo>2;Li ve LaAD =. /00 )4-7' 34)'P_'A.evAi6 -- .30' 83' @ 926" I.EVE L L - 142,,1k.' VLL- 23.51< . 7)1/4c. .Mo,?j. 47- Cow N: = i 47 r7, CHK'D BY SHEET NO c/,' "4.5'VE t i. tis '18 w8 o 'F . __i_....,......4,_ _...._. 4_........_.. , .... .x. ..F'Gr4 ►J GAS � .. .=_ ;7, `- S; ks • , 2a •, • (1` i n 9-7 " 511 CDL umi re C , (,l1j,J . f '' AT cc)NN,) 1416X26 'JAL"!:irf. .:. Y'.'+Le':J)nwrui]rx;ias' (co. N Wi4x 3O z I -z QQ� J0 0000 0 U) 11J J �LL u �Q co 1-w z1.- zo 11J uj U Q O D` Q I- w 0w IL F u.•Z U N 1- _ O I - z Seacon / Starfire SECTION DESIGN CHECK SECTION PROPERTIES: Compression flange width = Tension flange width = Overall depth = Web ht = 18.00 Ix = 628.0 ly = 32.00 lyt comp = 16.00 lyt ten = 16.00 d/Af = 6.25 SECTION DESIGN INPUT: 147.2 kip -ft 10 kips 55 ksi Moment = Axial = Fy = SECTION DESIGN: KLa/Ry = 53.82 Cc = 102.90 Lb / Rt = Low limit = Hi limit = 45.49 43.06 96.30 If larger, Axial Stress = fa = JOB NO. 208013 Date: 5/5/2003 Balcony Main Beam, Bldg A, Grid line B 92g1( LctIc 8.00 Thickness = 0.3750 8.00 Thickness = 0.3750 18.75 Thickness = 0.2500 Area = 10.5 Wt = 35.70 Sx com = 66.98 Sx ten = 66.98 Sy = 8.00 Ry = 1.75 At comp = 3.75 Rt comp = 2.07 At ten = 3.75 Rt ten = 2.07 Aysum = 0 Xbar = 0.00 K = 1.00 Lu Fa = 7.83 Cb = 1.00 Lu Fb = 7.83 Allowable Stress Increase = 1.00 If KURy > Cc, Fa = 52.43843 If Cc > KL/Ry, Fa = 25.6866 Use Fa = 25.69 If URt< low limit, Fb= 33.00 If URt> low limit, Fb= 32.59 If URt> hi limit, Fb= 82.16 use Fb=12000Cb/Ld/Af= 20.43 Use Fb = 33.00 0.95 fa / Fa = Bending Stress = fb = 26.37 fb / Fb = Compression Unity Check = Tension Bending Stress = fb = 26.37 Fb = ose 8 " FLAB 6Es • w/7).( ¢" WEa rA? P� FRor1 0.04 0.80 0.84 33 a" ro .... ,.wr..u+:wrcvr.J•li.F.:'. ... �„JI.(iH.e r.+.�».. k...r.��:i:� .. CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Building A - Balcony Rafter at Line B, 9'-6" Level Moment 147.2 k -ft 0/0 Depth 18.75 in Flange Width 8 in Near Flange Thickness 0.375 in Opp. Flange Thickness 0.375 in Stiffener Thickness 0.375 in Mu= 2649.6 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 5in pfi= 6 in pfo= 2 in pext= 4 in d0= 20.5625 in dl= 12.1875 in h0= 20.75 in hl= 12.375 in s= 3.162278 in pfi= 3.162278 in de= 2 in Y1= 173.2069 in Y2= 171.6238 in Y= 171.6238 in Ft= 90 ksi dbreqd= 0.87352 in db= 0.875 in — USE cep Pt= 54.11884 kips 4 Mnp= 2658.588 k -in tpreqd= 0.58938 in tp= 0.625 OK — LISE 3411 it Job Number: 208013 Page: TS ho h1 JOB TITLE SC'ACoJ Can) / 57-M Spo,4_73 DESCRIPTION DATE .5- 03 SHEET NO 9/14/u 3 • /..=\.-?/?,/,'" JOB NO 0 0 ) 3 QUOTE NO. ze CLO6,J7 DESIGNED BY CHK'D BY_ BA c en) y FL. 0A. 6E -Ams FActiv, E 8 72 12‘"LEVEL,,.. • . • ; ' 57E6.4. co LO/A-4 7: 48 + 6O P4r: Ld AD =• / a 0: P51--- / ,PAy .5PIA.e.y/J.6 -- 200-D t L 7, 2/ 2/2a"Levc-t I L.,1 • • . • • .1 2,4: .5- /4' rri . int cot., . . • '; ijr 3 • ' ; 4 t IL. Lis E FL.A , . • , • . , • , • •-•., ; ! I ; ' ; • 1 • : ' t---4 -4---r- --! F. 1 1- ---1 i-- ; :. i • ', .-1 . ‘• • . •.. r1 [. 1 1 1 . I . ' ' . f 1 • . . . l'I---- .'-''-'-•-i ' •••• • ' ' 61' / 'id). •A 3-2 IJ • B 0,..r -f -i, &A .7 ; 1 t • ,• I ; i : ' .li. 1. ; ; ; : : , •---j--1-; /r1 k).-.. 11. ' . Ft..11.0 c-.4.-.117.1--eolvA.:', - 1 .i. 1-<1.---- ' • - .; . ; ; • , ; I 1; H. ; •. ; 11;.;; t.; . I ....... _\03 i . -r• ; ;• )8"v&E:. DEP77-(, ) " X 8" Burr k ,5. )4 x3 '<Fate. kl Dr) -1 / F5 ij )4"kJE8 DEMI, ') 44 ENO PLATE' ) Seacon / Starfire SECTION DESIGN CHECK SECTION PROPERTIES: Compression flange width = Tension flange width = Overall depth = Web ht = 18.00 Ix = 628.0 ly = 32.00 lyt comp = 16.00 Iyt ten = 16.00 d/Af = 6.25 SECTION DESIGN INPUT: Moment = 124.5 kip -ft Axial = 10 kips Fy = 55 ksi SECTION DESIGN: KLa/Ry = 49.49 Cc = 102.90 Lb / Rt = Low limit = Hi limit = 41.83 43.06 96.30 If larger, Axial Stress = fa = Bending Stress = fb = A 9 `?a'°% JOB NO. 208013 Date: 5/512003 Balcony Main Beam, Bldg A, Grid Zine B 21'-6" Level 8.00 Thickness = 0.3750 8.00 Thickness = 0.3750 18.75 Thickness = 0.2500 Area = 10.5 Wt = 35.70 Sx com = 66.98 Sx ten = 66.98 Sy = 8.00 Ry = 1.75 At comp = 3.75 Rt comp = 2.07 At ten = 3.75 Rt ten = 2.07 Aysum = 0 Xbar = 0.00 K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 7.20 7.20 1.00 If KURy > Cc, Fa = 62.01663 If Cc > KURy, Fa = 26.48448 Use Fa = 26.48 If URt< low limit, Fb= 33.00 If URt> low limit, Fb= 33.23 If URt> hi limit, Fb= 97.17 use Fb=12000Cb/Ld/Af= 22.22 Use Fb = 33.00 0.95 fa / Fa = 22.30 fb / Fb = Compression Unity Check = Tension Bending Stress = fb = 22.30 Fb = USE 8x 3/8 FLA iJ 6S 0.04 0.68 0.71 33 wlrx 4iiI4JE6 P-20 FkM 18 TO l4 - w Job Number: Page: CONNECTION DESIGN 4 Bolt Flush Unstiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Building A - Balcony Rafter at Line B, 21'-6" Level Moment 124.5 k -ft 0/0 Depth 18.75 in Flange Width 8 in Near Flange Thickness 0.375 in Opp. Flange Thickness 0.375 in Stiffener Thickness 0 in Mu= 2241 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 5 in pf= 2.125 in pb= 4 in dl= 16.0625 in d2= 12.0625 in hl= 16.25 in h2= 12.25 in s= 3.162278 in pf= 2.125 in Y= 102.2911 in Ft= 90 ksi dbreqd= 0.866888 in db= 0.875 in -- Us&- 04, Pt= 54.11884 kips 4 Mnp= 2283.139 k -in tpreqd= 0.790972 in tp= 1 OK b P tr h, hz • �rllN�JJ • h 208013 � a� Pr Pb i h, hz • �rllN�JJ • h 208013 � a� • t. • ..: ../...3 Ay. :.. ....., EA. evij6 . . go?. e" L— 7.65 JOB N0. 208013 JOB TITLE S 6-A Cort CON Sr. . / 57M f'/21 -SPOlZ7-$. QUOTE NO. Cz-ou6 y 1 DESCRIPTION DESIGNED BY CHK'D BY DATE 5- S- O 3 SHEET NO ¢ 9/24/03. ,:,• 74;-03) ALCc Jy jLao,ez 15 Fi oLAJE L . _ ' S7EEC D. L.o ...� ..7 + 48 . + :5.` = . 60 P .t : t... i:_._..: ' .M •....1 ...; . ; ..Ftp0A L vE LdP • I . SAT CoN N. �L(= 23.5 /C 14-3.6 K'Ff" f. _:.d.......j"... 1 _..I_.- s..�._. ......:. _ �. _ . ..; .. _�'�.. _. .( . ♦.. y .; .....: ,. y.../�Q.i 1 .. .i _ 1 I _.�. _�_....,_. 1__ .i • , _ ...___a xi /...1.._f41.1 J' G �� ._ ..!\. � ..._..VIiG � 'i/; .. i .Sx..r_6i .O.. . ... �' 1 0. „. 1.7 . . ,. _... _1 1 .1... .r._. i rt. .„.. _i_ ., -.I. .r. ._ __.....i.. i _4_ _,. ..., ,.... •..,_. . , , , . . ..,... .. : ,. I : 1 ! i ,, ,, • : ,,. f , : .,. ,, -. . . . , , . , . . . ,. ,_ . , ., , , , i t ,. i , , ., 1-- -t-- .1....:1---F-1---1-...1-- ?.----.1 , r ' ' .1 -1 9 I "ek...043)2. -Air ,•%.1,..`r3-`,3.. 'alr.1..4--6!---/./...:..4-.--1:"..-.-... '.-1;.-....1. -1 . - t ( i i :Mi'4 ± 1 i I i i L. j . i t n•, • I8” vJEa DEPTH, It,"x 8" Burr W, 3 x S, /g � x 3 Fiat. whom s /Fs 4" w ea Dem-, , () 1 411 E. P PLAT Seacon / Starfire JOB NO. 208013 Date: 5/5/2003 SECTION DESIGN CHECK SECTION PROPERTIES: Compression flange width = Tension flange width = Overall depth = Web ht = 18.00 Ix = 628.0 ly = 32.00 lyt comp = 16.00 lyt ten = 16.00 d/Af = 6.25 SECTION DESIGN INPUT: 143.6 kip -ft 10 kips 55 ksi Moment = Axial = Fy = SECTION DESIGN: KLa/Ry = 53.82 Cc = 102.90 Lb / Rt = Low limit = Hi limit = 45.49 43.06 96.30 If larger, Axial Stress = fa = Bending Stress = fb = Balcony Main Beam, Bldg A, Grid line 4 at 9'-6" Level 8.00 8.00 18.75 Area = Sx com = Sy = At comp = At ten = Aysum = Thickness = 0.3750 Thickness = 0.3750 Thickness = 0.2500 10.5 Wt = 35.70 66.98 Sx ten = 66.98 8.00 Ry = 1.75 3.75 Rt comp = 2.07 3.75 Rt ten = 2.07 0 Xbar = 0.00 K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 7.83 7.83 1.00 If KURy > Cc, Fa = 52.43843 If Cc > KL/Ry, Fa = 25.6866 Use Fa = 25.69 If URt< low limit, Fb= 33.00 If URt> low limit, Fb= 32.59 If URt> hi limit, Fb= 82.16 use Fb=12000Cb/Ld/Af= 20.43 Use Fb = 33.00 0.95 fa / Fa = 25.73 fb / Fb = Compression Unity Check = Tension Bending Stress = fb = 25.73 Fb = • LICE S x 343 FI-AtJGEs 0.04 0.78 0.82 33 W( 4 " wE8 TAPERF;Ii t=kOM )8" 7-0(/4 4 wrvt vr143..1 CONNECTION DESIGN 4 Bolt Extended Stiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Building A - Balcony Rafter at Line 4, 9'-6" Level Moment 143.6 k -ft 0/0 Depth 18.75 in Flange Width 8 in Near Flange Thickness 0.375 in Opp. Flange Thickness 0.375 in Stiffener Thickness 0.375 in Mu= 2584.8 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 5 in pfi= 2.125 in pfo= 2 in pext= 4 in d0= 20.5625 in dl= 16.0625 in h0= 20.75 in hl= 16.25 in s= 3.162278 in pfi= 2.125 in de= 2 in Y1= 196.1042 in Y2= 187.4965 in Y= 187.4965 in Ft= 90 ksi dbreqd= 0.815855 in db= 0.875 in Pt= 54.11884 kips 4 Mnp= 2973.154 k -in tpreqd= 0.596309 in tp= 0.625 OK Job Number: 208013 Page: h e s. •• : •-- M 0: • 172,72,70 r h s S-3" CANOPY x 10'-3' -6' 3'-6' 7 12 • 12 10 \�N CV On • vl 0 r-3 �- I//O x 26 FLUSH w/ 4-s/4.' ANS 443ha Ar Po 'C. � Coc.u.��✓J. 9-o z1= 0 30=0 3o-'0 122'-6' Out/OUT STEEL (.5 JOx21/z,Zz 14 w� 2= 3 Z''LAPS . /0x514" /0E514- 3o'0 30 'O BUILDING 'A' INTERIOR EYEBROW CANOPY SECONDARY ROOF FRAMING k:R.i; .�u;: �,Sb'::;`s'::...-..........S.i,»{;:.,cLl.a rc_4.........•..6:..,_.� .I, W. c. .... _.«r:; Z =ii -Z 2 :,JU UO J= F- 'COLL •W O g J LL Q• Ch CD -d n Ol •1-W 0 n Z 0 W Z O n Ci 00 o—L N Iy WW. O LI CO w Z 0 U= N O F... .Z • JOB NO 208 0 l .3 JOB TITLE SEA C©I.l CONS STA kFi26 SeOQ2.T5 QUOTE NO. CGoa6s/ ')ESCRIPTION DESIGNED BY CHK'D BY DATE 8 2.3- 0 3 SHEET NO. E 3 E YEBR om CAI4opy RAFTER Ar L.,ve 4/8,x, 4/c.3 A ssuiE L /vE Lang = /0 PSE. AsSW1 E DEA L c,, C = /0 PsF Pp 0, G'(A1- ENS P2. Cok,v62) L = 7,,83 4vc.. &4'/ -SPc. = 22,0' V = 0, 020 ' 7.83 x 22 + C7, GO M= O, 020 x 22 x 7.83> 4- 0;6 9.3 /8, 2 K -F -T, 056 x %.''FLAN GES AAJD �� Wim /c9'?o /2 " Metallic Building Company Seacon Const. / Starfire Sports SECTION DESIGN CHECK JOB NO. 208013 Date: 8/25/2003 Eyebrow Canopy v r'Y--- L,/46. 4 - SECTION PROPERTIES: Compression flange width = 6.00 Thickness = Tension flange width = 6.00 Thickness = Overall depth = 18.50 Thickness = Web ht = 18.00 Ix = 340.9 ly = 9.00 lyt comp = 4.50 lyt ten = 4.50 d/Af = 12.33 SECTION DESIGN INPUT: Moment = 18.2 kip -ft Axial = 1 kips Fy = 50 ksi SECTION DESIGN: KLa/Ry = 71.50 Cc = 107.92 Lb / Rt = Low limit = Hi limit = 57.52 45.17 101.00 If larger, Area = 6.375 Wt = Sx com = 36.86 Sx ten = Sy = 3.00 Ry = At comp = 2.06 Rt comp = At ten = 2.06 Rt ten = Aysum = 0 Xbar = K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 0.2500 0.2500 0.1875 21.68 36.86 1.19 1.48 1.48 0.00 7.08 7.08 1.00 If KURy > Cc, Fa = 29.71039 If Cc > KURy, Fa = 20.73444 Use Fa = 20.73 If URt< low limit, Fb= 30.00 If URt> low limit, Fb= 27.94 If URt> hi limit, Fb= 51.39 use Fb=12000Cb/Ld/Af= 11.45 Use Fb = 27.94 fa / Fa = 0.01 fb/Fb = 0.21 0.22 Axial Stress = fa = 0.16 Bending Stress = fb = 5.93 Compression Unity Check = Tension Bending Stress = fb 5.93 Fb = 30 CONNECTION DESIGN 4 Bolt Flush Unstiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Eyebrow Canopy Rafter at Line 4 Moment 18.2 k -ft 0/0 Depth 18 in Flange Width 6 in Near Flange Thickness 0.25 in Opp. Flange Thickness 0.25 in Stiffener Thickness 0 in Mu= 327.6 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 5 in pf= 2 in pb= 4 in dl= 15.625 in d2= 11.625 in hl= 15.75 in h2= 11.75 in s= 2.738613 in pf= 2 in Y= 88.06796 in Ft= 90 ksi dbreqd= 0.336726 in db= 0.5 in 1.15 E 3414' Pt= 17.67146 kips 4 Mnp= 722.3209 k -in tpreqd= 0.479479 in tp= 0.5 OK U5 /Z„ P2 tP Job Number: Page: b P ti • .F Y • • t_ w 0.Vr✓.Y4, Pr • Pb • g -i. • • .r...... I h 12 208013 E_33 JOB NO 208 0) 3 JOBTITLE SEACON CONST . /SmrFJ,6 SPORTS QUOTE NO CGoaasi DESCRIPTION DESIGNED BY CHK'D BY DATE 8 2'3- 3 SHEET NO 1 � t E YL --&Row CgijoPY RAS ,r 13/.' 8/6, t3/7 8/8 iA ssuMF L/115. LaFl.6 = l0 PsF, L oA:O = /o Ps, L. 11,0177 3.92:=7,°08'. SA* SP5, = 30' a,. Q ZO X 7.019.x 30 = a 020. 1430 x 7,08A - fig; / k- Fr, CLAN , GAS sq/�ID ���,1n1Ex3 /BTo I 2" Metallic Building Company Seacon Const. / Starfire Sports Date: 8/25/2003 JOB NO. 208013 E-3 S SECTION DESIGN CHECK Eyebrow Canopy •OFF L „J 4- a SECTION PROPERTIES: Compression flange width = 6.00 Thickness = 0.2500 Tension flange width = 6.00 Thickness = 0.2500 Overall depth = 18.50 Thickness = 0.1875 Web ht = 18.00 Ix = 340.9 ly = 9.00 lyt comp = 4.50 lyt ten = 4.50 d/Af = 12.33 SECTION DESIGN INPUT: Moment = 22.6 kip -ft Axial = 1 kips Fy = 50 ksi Area = 6.375 Wt = 21.68 Sx com = 36.86 Sx ten = 36.86 Sy = 3.00 Ry = 1.19 At comp = 2.06 Rt comp = 1.48 At ten = 2.06 Rt ten = 1.48 Aysum = 0 Xbar = 0.00 K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 7.08 7.08 1.00 SECTION DESIGN: KLa/Ry = 71.50 If KURy > Cc, Fa = 29.71039 Cc = 107.92 If Cc > KL/Ry, Fa = 20.73444 Use Fa = 20.73 Lb / Rt = 57.52 If URt< low limit, Fb= 30.00 Low limit = 45.17 If URt> low limit, Fb= 27.94 Hi limit = 101.00 If URt> hi limit, Fb= 51.39 If larger, use Fb=12000Cb/Ld/Af= 11.45 Use Fb = 27.94 Axial Stress = fa = 0.16 fa / Fa = 0.01 Bending Stress = fb = 7.36 fb / Fb = 0.26 Compression Unity Check = 0.27 Tension Bending Stress = fb = 7.36 Fb = 30 1;156 6 FLANGES W ID? 3/," U)68, TSI PG P,Et P7 c2I'1 1E3" To 12" CONNECTION DESIGN 4 Bolt Flush Unstiffened - Thick Plate Title: Seacon Const. / Starfire Sports Location: Eyebrow Canopy Rafter at Line B Moment 15.1 k -ft 0/0 Depth 18 in Flange Width 6 in Near Flange Thickness 0.25 in Opp. Flange Thickness 0.25 in Stiffener Thickness 0 in Mu= 271.8 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 5 in pf= 2 i pb= 4 in dl= 15.625 in d2= 11.625 in hl= 15.75 in h2= 11.75 in s= 2.738613 in pf= 2 in Y= 88.06796 in Ft= 90 ksi dbreqd= 0.306711 in db= 0.5 in 145 5 3/9.1'4, Pt= 17.67146 kips 4)Mnp= 722.3209 k -in tpreqd= 0.479479 in tp= 0.5 OK USE 2 ' tP Job Number: 208013 Page: viirxrixivxr„ • Pi,. • ; w ,g • ; • 4ir.fJ' i ilii h2 • s • • h Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** JOB NUMBER : EYEBROW ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** EYE 2t m ,/ CAAJ op / ALONG LME 4 F2OM4,3T-oS BAY SPACING (FEET) :21.0,3@30.0 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE : .010/12 HORIZONTAL SPACING (FT.): 3.83000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 9.00 LIVE LOAD (PSF): 10.00 WIND VELOCITY PRESSURE (q): 5.000 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z14 .0000 -1.0000 .0153 .0728 2 20.9900 .0000 10Z14 1.2291 -1.0000 .0153 .0728 3 30.0000 1.2291 10Z14 1.2291 -1.0000 .0153 .0728 4 30.0000 1.2291 10Z14 1.2291 -1.0000 .0153 .0728 5 29.9900 1.2291 10Z14 .0000 -1.0000 .0153 .0728 6 .0100 .0000 10Z14 .0000 -1.0000 .0153 .0728 E-37 *** PURLIN DESIGN *** JOB NAME: EYEBROW PAGE 2 LOADING COMBINATION -- DL+LL "LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL�---. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.11! 8.13 3.02 .04 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 ~ '~ !RL! .00! .00! .00 .00 .00 .00 .00! W !RS! .00! -.11! 8.13 3.02 .04 .00 .00! 6 U 00 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u) 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J 1 - !LS! .00! .53! 8.13 3.02 .18 .00 .03! LL !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 1.92! .00! 8.13 3.02 .00 .24 .24! 1392 !RL! -3.75! -.91! 7.43 3.02 .30 .50 .35! !RS! -4.93! -1.00! 16.26 6.04 .17 .30 .12! O d =W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ZF=- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- F- O Z I- ILI IW !LS! -4.93! 1.08! 16.26 6.04 .18 .30 .12! ? Q !LL! -3.65! .99! 7.81 3.02 .33 .47 .33! U 3!FM! 3.10! .00! 8.13 3.02 .00 .38 .38! 490 O H !RL! -3.93! -1.01! 7.69 3.02 .34 .51 .37! 'RS! -5.24! -1.10! 16.26 6.04 .18 .32 .14! H 0 u' O -!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFLZ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0 v) !LS! -5.24! 1.04! 16.26 6.04 .17 .32 .13! 01 - !LL! -4.02! .95! 7.37 3.02 .31 .55 .40! 4!FM! 2.15! .00! 8.13 3.02 .00 .26 .26! 1113 !RL! -5.51! -1.06! 6.52 3.02 .35 .84 .84! !RS! -6.88! -1.15! 16.26 6.04 .19 .42 .21! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -6.88! 1.32! 16.26 6.04 .22 .42 .23! !LL! -5.31! 1.23! 7.50 3.02 .41 .71 .67! 5!FM! 5.10! .00! 8.13 3.02 .00 .63 .63! 252 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.86! 8.13 3.02 .29 .00 .08! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .05! 8.13 3.02 .02 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 6!FM! .00! .00! .00 .00 .00 .00 .00! 0 'RL! .00! .00! .00 .00 .00 .00 .00! tS! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** *** GEOMETRIC DATA *** JOB NUMBER : EYEBROW4 ( FULL OPTIMIZATION ) BAY SPACING (FEET) :26.63,17.37 INSET LEFT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 ROOF SLOPE : .010/12 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** E 8Rov.l CA °Pl /�LoriG Li# c.. 4 Flom 6 ro C, 3 INSET RIGHT (FEET) .010 PURLIN EXTN RIGHT (FT.) .00000 HORIZONTAL SPACING (FT.): 3.50000 DEAD LOAD (PSF) : 9.00 LIVE LOAD (PSF): 10.00 WIND VELOCITY PRESSURE (q): 5.000 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN 1 2 3 4 ANALYSIS LAP LENGTH LEFT .0100 26.6200 17.3600 .0100 . 0000 . 0000 1.2291 .0000 SIZE OF SECTION LAP WIND DL + WL DL + LL RIGHT COEF (KLF) (KLF) 10Z14 .0000 -1.0000 .0140 .0665 10Z14 1.2291 -1.0000 .0140 .0665 10Z14 .0000 -1.0000 .0140 .0665 10Z14 .0000 -1.0000 .0140 .0665 *** PURLIN DESIGN *** JOB NAME: EYEBROW4 PAGE 2 LOADING COMBINATION -- DL+LL LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- - !LS! .00! -.16! 8.13 3.02 .05 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Z H. !RL! .00! .00! .00 .00 .00 .00 .00! '� W !RS! .00! -.16! 8.13 3.02 .05 .00 .00! Q JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 0, ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J1 - !LS! .00! .71! 8.13 3.02 .24 .00 .06! WILL. !LL! .00! .00! .00 .00 .00 .00 .00! W 0 MIE 2!FM! 3.83! .00! 8.13 3.02 .00 .47 .47! 366 !RL! -3.31! -.97! 8.01 3.02 .32 .41 .27!u. Q !RS! -4.55! -1.06! 16.26 6.04 .17 .28 .11!O a SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ~ Z' ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- F-0 HO Z I - !LS! -4.55! .84! 16.26 6.04 .14 .28 .10! w w !LL! -3.57! .76! 6.63 3.02 .25 .54 .35! D O 3!FM! .75! .00! 8.13 3.02 .00 .09 .09! 7809 O (I) .00! .00! .00 .00 .00 .00 .00! C11- -'RS! .00! -.31! 8.13 3.02 .10 .00 .01! 2 U HF-. Jr!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 11-1- -.0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W U= !LS! .00! -.01! 8.13 3.02 .00 .00 .00! 01- !LL! .00! .00! .00 .00 .00 .00 .00! Z 4!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** EAVE STRUT DESIGN *** *** GEOMETRIC DATA *** JOB NUMBER : EYEBROW EYE BRchd CAA (2P% E-14-1 ( ANALYSIS ONLY ) auTSIDE E,.5. At-oNc L, iz B Fk of 4- 7V S Z BAY SPACING (FEET) :4@30.0 BAY SPACING (FEET) +- W INSET LEFT (FEET) : .0100 INSET RIGHT (FEET ) : .0100 CCQ EAVE EXTN LEFT (FT.) .0000 EAVE EXTN RIGHT (FT.) .0000 J U ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.) : 2.1700 0 0 EAVE STRUT DEPTH (INCH) :10.00 WI JF Lu LL TOP FLANGE BRACED AT 1.00 FEET W�} g J *** DESIGN CRITERIA *** N d DEAD LOAD (PSF) : 9.000 LIVE LOAD (PSF):10.000 t" _ WIND VELOCITY PRESSURE (q): 5.000 PSF SPECIAL WIND COEFF.: .000 Z I-' MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 Z O MAX. SHEAR OR BENDING UNITY CHECK :1.000 Z MAX. DEFLECTION LIMIT PER SPAN L/100. U p THIS EAVE STRUT RUN IS DESIGNED FOR AN ENCLOSED BUILDING pf. W W. H U U. �, _ p. SPAN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LLZ -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) U 1 .01 10ES14 1.396 21.67 -1.5000 .0031 .0411 0 F - Z 2 29.99 10ES14 1.396 21.67 -1.1778 .0066 .0411 3 30.00 10ES14 1.396 21.67 -1.1777 .0066 .0411 4 30.00 10ES14 1.396 21.67 -1.1777 .0066 .0411 5 29.99 10ES14 1.396 21.67 -1.1778 .0066 .0411 6 .01 10ES14 1.396 21.67 -1.5000 .0031 .0411 *** EAVE STRUT DESIGN *** JOB NAME: EYEBROW PAGE 2 **** DEAD + LIVE LOAD **** �`.LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -96 , Z RS! .00! .00! 8.99 2.86 ! .00 .00 .00! I Z �w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ¢¢ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U UO N0 !LS! .00! .62! 8.99 2.86 ! .22 .00 .22! U) w 2!FM! 4.62! .00! 8.99 2.86 ! .00 .51 .51! -307 -1 F- RS RS! .00! -.62! 5.38 2.86 ! .22 .00 .22! N O w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Q N D !LS! .00! .62! 8.99 2.86 ! .22 .00 .22! = a H w. 3!FM! 4.62! .00! 8.99 2.86 ! .00 .51 .51! -3072: H RS! .00! -.62! 5.37 2.86 ! .22 .00 .22! 1-0 ZF- uj SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL w !#!K -FT! ! ! SHEAR BEND COMB! -L/- Dc) KIP MOMENT(Ma) SHEAR(Va) U OSI2 !LS! .00! .62! 8.99 2.86 ! .22 .00 .22! O F' 1, FM! 4.62! .00! 8.99 2.86 ! .00 .51 .51! -307 = 0 RS! .00! -.62! 5.37 2.86 ! .22 .00 .22! ~ u'O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFLiu Z ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H O !LS! .00! .62! 8.99 2.86 ! .22 .00 .22! Z 5!FM! 4.62! .00! 8.99 2.86 ! .00 .51 .51! -307 RS! .00! -.62! 6.92 2.86 ! .22. .00 .22! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 8.99 2.86 ! .00 .00 .00! 6!FM! .00! .00! .00 .00 ! .00 .00 .00! -96 RS! .00! .00! .00 .00 ! .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** EAVE STRUT DESIGN *** * * * GEOMETRIC DATA * * * JOB NUMBER : EYEBROW ( ANALYSIS ONLY ) EyE &fog./ CANoY% ^c�� TNS106. E,5, Li,JE 6 FR on 4,3 To e BAY SPACING (FEET) :21.0,3@30.0 1 BAY SPACING (FEET) ;H' Z INSET LEFT (FEET) : .0100 INSET RIGHT (FEET ) : .0100W QQ.c EAVE EXTN LEFT (FT.) .0000 EAVE EXTN RIGHT (FT.) .0000 J U ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.) : 1.6670 00 co Lu AVE STRUT DEPTH (INCH) :10.00 - H N TOP FLANGE BRACED AT 1.00 FEET W o}}r g J *** DESIGN CRITERIA *** N =a DEAD LOAD (PSF) : 9.000 LIVE LOAD (PSF):10.000 F- = WIND VELOCITY PRESSURE (q): 5.000 PSF SPECIAL WIND COEFF.: .000 Zf- MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 Z 0 MAX. SHEAR OR BENDING UNITY CHECK :1.000 wi ?• MAX. DEFLECTION LIMIT PER SPAN L/100. U p N THIS EAVE STRUT RUN IS DESIGNED FOR AN ENCLOSED BUILDING oY2 WW ~ 1 u"O. SPAN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL tllZ -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) U W 1 .01 10ES14 1.396 21.67 -1.5000 .0024 .0316 01- Z 2 20.99 10ES14 1.396 21.67 -1.2182 .0048 .0316 , 3 30.00 10ES14 1.396 21.67 -1.1949 .0050 .0316 4 30.00 10ES14 1.396 21.67 -1.1949 .0050 .0316 5 29.99 10ES14 1.396 21.67 -1.1949 .0050 .0316 6 .01 10ES14 1.396 21.67 -1.5000.0024 .0316 • *** EAVE STRUT DESIGN *** JOB NAME: EYEBROW PAGE 2 **** DEAD + LIVE LOAD **** LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -365 Z RS! .00! .00! 8.99 2.86 ! .00 .00 .00! 11- w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O w 0 !LS! .00! .33! 8.99 2.86 ! .12 .00 .12! N W 2!FM! 1.74! .00! 8.99 2.86 ! .00 .19 .19!-1168 -J H RS! .00! -.33! 7.20 2.86 ! .12 .00 .12! N u_ WO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL g 5 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u.< U)0 !LS! .00! .47! 8.99 2.86 ! .17 .00 .17! H d W 3!FM! 3.55! .00! 8.99 2.86 ! .00 .39 .39! -400Z H RS! .00! -.47! 5.37 2.86 ! .17 .00 .17! E..® Z I- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ZED ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U N O- 0 1 -- !LS! .00! .47! 8.99 2.86 ! .17 .00 .17! '.'FM! 3.55! .00! 8.99 2.86 ! .00 .39 .39! -400 2 0 RS! .00! -.47! 5.37 2.86 ! .17 .00 .17! u. O -Z iiiN ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1V-,1 O !LS! .00! .47! 8.99 2.86 ! .17 .00 .17! Z 5!FM! 3.55! .00! 8.99 2.86 ! .00 .39 .39! -400 RS! .00! -.47! 6.92 2.86 ! .17 .00 .17! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 8.99 2.86 ! .00 .00 .00! 6!FM! .00! .00! .00 .00 ! .00 .00 .00! -125 RS! .00! .00! .00 .00 ! .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** EAVE STRUT DESIGN *** JOB NUMBER : EYEBROW4 ( FULL OPTIMIZATION ) Ey Elmo J CAt.)0P% *** GEOMETRIC DATA *** BAY SPACING (FEET) :26.63,17.37 BAY SPACING (FEET) Sial 510 4 Our -IDE e, 5, AWNG LIVE 4 r2orti 6 To C.3 INSET LEFT (FEET) : .0100 INSET RIGHT (FEET ) : .0100 EAVE EXTN LEFT (FT.) .0000 EAVE EXTN RIGHT (FT.) .0000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.) : 1.7500 EAVE STRUT DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) : 9.000 LIVE LOAD (PSF):10.000 WIND VELOCITY PRESSURE (q): 5.000 PSF SPECIAL WIND COEFF.: .000 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/100. THIS EAVE STRUT RUN IS DESIGNED FOR AN ENCLOSED BUILDING SPAN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 .01 10ES14 1.396 21.67 -1.5000 .0025 .0331 2 26.62 10ES14 1.396 21.67 -1.1995 .0052 .0331 3 17.36 10ES14 1.396 21.67 -1.2274 .0049 .0331 4 .01 10ES14 1.396 21.67 -1.5000 .0025 .0331 *** EAVE STRUT DESIGN *** JOB NAME: EYEBROW4 PAGE 2 **** DEAD + LIVE LOAD **** -16 LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! Z 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -170 1� RS! .00! .00! 8.99 2.86 ! .00 .00 .00! ,i=..Z CL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 6 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O !LS! .00! .44! 8.99 2.86 ! .15 .00 .15! w w 2!FM! 2.94! .00! 8.99 2.86 ! .00 .33 .33! -545 J1- RS! .00! -.44! 6.13 2.86 ! .15 .00 .15! uj LL w0 2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u_ uO !LS! .00! .29! 8.99 2.86 ! .10 .00 .10! ±" _ 3!FM! 1.25! .00! 8.99 2.86 ! .00 .14 .14!-1966 ?F- RS! .00! -.29! 8.29 2.86 ! .10 .00 .10! Z O 11.1 1.1J SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ZED ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U N O CI 1 - !LS! !LS! .00! .00! 8.99 2.86 ! .00 .00 .00! w ''FM! .00! .00! .00 .00 ! .00 .00 .00! -614 I=., U RS! .00! .00! .00 .00 ! .00 .00 .00! 'LirO _Z iii PIO JOB TITLE 5 Co NI CONT. /STMFI Spo44-75 'DESCRIPTION y�BAoLA/ CA PJoPY FRAM /NG JOBNO (78(:52 /3 QUOTE NO LGo[/6)-1 DESIGNED BY CHK'D BY DATE 8' 27- O, SHEET NO E-47 ZJ1s/DiE E,E3Aovi E,5, 4.3 r© = ("/ 9x = 0,032. 3, 33 wt= 0,019 x (2 4-2;78).:. o.vs6 P o,o)gx( )x1l,l3/= O,1.5 "' R4.3=. (9,13+0,37 + o,09 = 0,59k Rs = 0,23 4.0,09 4-0,oG = 0,44.k /)1 p o,44.x13.12-- 0,032x/3.1 , TOES 14 r d2 �P I 1 I ►►1)Yfl7 1c5 7.88' 13.12' �5 21,0 62 .62,56- 3,02 �•r-7, ley: 55 f = 33 4 LLc?wA.6c4 /899F7. USE lo' 141 6A16A. ...INs1DC- &'/ / 0tA) E,5, .8 70 .8.6: c<s1 = 0,019 x 3'S/ = (9,033 6171 ^ 0,o 33 + (0,0/95(2÷8)= O,000 P = 0,019x3,33x84 = 0,6ag }'3:.0,019x 3,83xV— 0,77" 1/- 0 L 17.301 i w LF PT EuD 33' 3.331 -4 67 0,P 3C v.09-7 2r0 0,'49 0,o77 /,n74 f'IAc /.17cm, = 1,074x/7 30-- 0,1933x9.4.2 x (4,71'-7,88) 0,)6"-)(7.88 - 0,06x 7,8c33 - 18,58- 3,91 - 1,18- 1.86= 11,6' k -1'r. JO e s) 2 Fy = 55 Rb= 33 dg1.LOWA-BC,Lr 1110P -14 -NT = /5.52 k -rte` 9, 33 ' Rs, 26.63 o, 055 0,254- 0 . ,2,54- ,o y 0,05 3 0,384 o, 5)1 ,384- 0,5)1 0,,x93 �.1$G GIBE )0„ C is, 12 GA. JOB NO 20840/3 JOB TITLE 5 6A CorJ Coar / STAA.FleL 5Po.275 QUOTE NO DESCRIPTION 6.y E6A0tAi CA klo Y FRAM,A) G DESIGNED BY '17-G CHK'D BY L � DATE 8" 22' O 3 SHEET NO. Ours /Pc- 6-y6,632o i/ &A9 4- ro mss; - .0,25 X -. B EA•11. 0 0 )? Pc- 0,09 y 3, 5'x Z . - 0,94:( s. 2.. 19 x !G� - 2 , 3 31s A5,0•.- •.aK 1. AT .9,0 /Y?AX- Mom, = X2.1 k.F7' -2 9 3 G 3/4 64, Pt P `'''' I ► ') I 1 ) 1 R¢ 0,38 Die 0:7 7 I.63 R+-7- 3,64 Ii 9=0 2:o 30' o Rs 0,38 o. o6 p, 0,17 pz 0.70 /, R5= /•301 k /2000 Lk -- 21,0' 7'A% 114110 x.26 Fb" 72xv q �.7' //. 7 e -sr sx = 2 7..9 _„ 22,1 x )Z 27,9 .0 56 v✓/d x 2 BE�4•rt1 DGoloAL E. S. 9, 5,0 .. F6 [,J" z 0, 0/x'3 2,78 - O, 0264--/%T; L = 11,13' /1'j 0,4/ k -Fr, 10 3 x � 6�l. % /4 -tb = 1, 7,4- *4 33 o7 2 zz 1Z re 1-1 O 0to . w =. CO w 0 N a =w F- _ Z F, 1- 0 z� w o 0 0 wW 0 LL 0 z W 0 I- 0 z metallic building company DESIGN CALCULATIONS z VOLUME 5, BOOK 2 OF 2 Z JU 00 Section F N W w= Roof Bracing w0 Roof Bracing at Bldg. A Page F-1 Roof Bracing at Bldg. B Page F-7 L Roof Bracing at Bldg. C Page F-8 CO a Roof Bracing at Bldg. F Page F-9 = w I--0 Z I— W Lu 0 O -. c0 1 - w = V. Or Z' w 0 z 1— METALLIC ..tonic wilding ciropeny corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 JOB TITLE SEA COIJ CC7NST. /STM.PJi&5 S 9275 DESCRIPTION JOB NO 2 o 6013 QUOTE NO. DESIGNED BY CHK'D BY DATE 7-10"03 SHEET NO F r I Q8-/5-0 3 REV. 6'Ple jv 8" 9-20-0S 36.064. A " ,c)0F /3, Ae A)6 DE:51G'r) SunimAAY ROOF STPurs: Z = ADD 2NO / o Z /'u,2L)tl D/APH A6M5 To REGU IAk I0uiL" Ar o. C. A xl.Ac. LoAO C'R•P =12 k4 - (MA? Fl. PuALitJ '/1. EAcrt BAY) 0,6.x 0;g9 WALL) CAp(rrY . '34'714 r r }P2 pipe ST , (17 x 0,1681' v, ALL. CAMcIT/ = 53,7" le''c7,DJ x 0,s5q kiAtt L. 27.6 AND 28'10" Q � Q P2 P2 Pg P3 P3 P3 `7 tO__. P1 Pa ,______. T F'.". z P2 - PI _ iIt, 2i'; zKZ t—= PI P,2• / ` z PZ P2 Z Wto 0 AI up 1,4,0 C 2 wto t--< r/Ib r-2 ROD BRA c,NG S/2-65 (7Y/ ) Lcl l U ra/' )J- Pc 1 TAL w/ !a) 1 2 )(33 `0 PA66. r--2- METALLIC -2 METALLIC BUILDING COMPANY PIPE STRUTS OR INTERIOR COLUMN DESIGN Job No. 208013 Date: 9/21/03 LENGTH = 29 28.83 28.83 PIPE O. D. 6.625 8.625 8.625 WALL TK. 0.280 0.188 0.250 WT/FT 18.98 16.94 22.36 r 2.25 2.98 2.96 I 28.14 44.36 57.72 Area 5.58 4.98 6.58 K 1.0 1.0 1.0 Kik 155.0 116.0 116.8 Fy 35.0 35.0 35.0 Cc 127.9 127.9 127.9 Fa (Eq E2-1) 4.90 10.77 10.66 Fa (Eq E2-2) 6.22 11.11 10.95 Use Eq E2-2 if KI/r > Cc Use Fa = 6.22 10.77 10.66 Load Cap.= 34.7 53.7 70.1 Metallic Building Company JOB NO. 208013 Date: 9/21/2003 SINGLE ANGLE BRACING LOAD CAPACITY Angle Size: L5x31/2x3/8 1Z. Properties: Fy = 36.0 ksi Fu = 44.0 ksi '� w Gross A = 3.05 U = 0.85 (Ref. Sect. B3) D (0.75 for 2 bolts, 085 for 3+) U O BLOCK SHEAR CALCULATIONS: w p Formula = 0.30 Av Fu + 0.50 At Fu (Reference AISC, Page 4-8 and Sect. J4) co Li1 Material Min. Tensile Strength = Fu = 44.0 ksi -I H Material thickness = 0.375 u) LL w0 Bolt diameter = 1.25 Allow. Shear/Bolt = 25.8 2 Number of bolts = 3.00 ga Q Spacing of bolts = 4.00 Lv =shear end length = 2.50 =0 Lh = bolt edge dist. = 1.75 f- _ ?H Area in Shear = Av = Area between bolt holes + Area to end of tear out z O Av = 2.02 + 0.69 = 2.71 I Lu Area in Tension = At = Bolt edge distance - half hole loss D p At= 0.41 pc. Block Shear Allow.Load = Rbs = 35.73 + 9.02 = 44.76 kips (:),-- 41 tu h- ww 'TENSILE STRENGTH OF GROSS AREA OF ANGLE: H H Formula = 0.60 Fy Ag (Reference AISC, Sect. D1) "-- 0 Allowable Tensile Load of Angle = T1 = 65.88 kips iui z U= O ~ z TENSILE STRENGTH OF NET AREA OF ANGLE: Formula = 0.50 Fu Ae (Reference AISC, Sect. D1) Ae=UAn 2.15 Allowable Tensile Load of Angle = T2 = 47.39 kips SINGLE SHEAR CAPACITY OF BOLT GROUP: Allowable Shear Capacity = V = 77.40 metallic building company Seacon Const. / Starfire Sports Building A Roof Bracing Design: z i1: Three bays of diagonal bracing in the roof of Bldg A will be used to transfer the 'a L wind and seismic loads in the east -west direction to the sidewall bracing n J U. systems. 0 O u)o u) LU The wind loads shall be distributed into all three bays of bracing. For wind loadsU1 i from east to west, wind pressure on the upper half of the endwall columns at Line u) LL w O. 11 will be distributed to the roof bracing system by purlin struts in line with the 2 endwall columns. Half of the wind load from Line 11 will be resisted by the ga bracing in bay 10 to 9, and the other half will be resisted by the bracing in bay 8 u to 7. Suction Toads on the upper part of the endwall at Line 4 will be resisted at = a the same time by the bracing in bay 5 to 6. Z 1 1-o The wind loads from west to east will be resisted in a similar pattern, with the two w w eastern bays used to resist the wind suction on Line 11, and one bay used to U resist the wind pressure on Line 4. Load distribution sketches for the wind Toads D o cn. from each direction are shown, including strut loads. ° l - W w 1 i I— U 1 6p •z N O M ETALLI [ .etMk W4fley u.Mnv corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 ION JOB NO 2° c/ JOB TITLE S EA COIJ CONST: /5TA,FJ,& QUOTE NO. DESCRIPTION C�ouG y/ DESIGNED BY CHK'D BY DATE 740'03 SHEET NO F-5 I Asr 76 i • I 1 ; • • 1 , • , , 2,'21` 2.2 :c-.7,2 12.3 /,7; • 14.0 3.5'. -�-- L'2 4— : 1.5` 1,"ox :5,2 p • 2.0 ' �D(•' /o.a �,qi ' �Dt 1=1,4-• 7,7 7 k,. 1.2; • ©,g 4.3' 4.3 ,11,0 i R.G; _ 9.6a, o. e I , I I 2.41 .4 pj A,7 i I 4.7 i 9 4" o. 8 i • I 'it oi y> ; ' i d.8 i i ! *,4-I re 7 TA! . 4.71 4-,7 RLoi B.( i I 8.614--; , 9ir 7, 3 . 0.4 1.8 /06 3.7 44,4- 7,7 : , • ,7,7!<•I x g, 0,3 . •M C-2,4 4 i2.3 �c 1.'7 • � Fe 14,o 3.5 ,1x. I ems'nn/ IN t3Ays E -D ANo C -F 3.4k Ll $ E 3/4 "eP R00 .URA o��a , A36; STE4 C4PA Gtr% _ &41.:*; MAX, TEusio.) 11J Hays ,O -C AND F -G "4 / c2 D f3(�Ac6 5 , pi STEEC, C, AC, rY = /5:ok TE&)SJQAJ //v BAYS C-13 AND = 11;),E3 LPS1✓ 1" Roo 131)<6.5 , A36 $Tea. CAPAclTY = 15,0 tOn Pt JOB TITLE S Et Cont CONST. 5rA,Q..FJ SPo273 DESCRIPTION JOB NO. 206c /3 QUOTE NO. Ccouc DESIGNED BY CHK'D BY DATE 7./0-03 SHEET NO I• (� L QG• 1 o 0 ,c /2A cp t1 it I1 , +.• • I i• 1). La'ADWC o .a_. 1 j_ I j! r 1 i j �.. ,... ' ! ... 1.......... . 3.5" 3 0 7.7: °r 1.1 cP„5 2.2! ,� �� 1,� G e 4.6 ..... -.. .... ' .. , ' 4,Z.° - .. r=x.4 e9.8 . T 4,8;.... 4 -,,et i . . 573 .... - ..__. , !._...�'4_ ':. ' .. �O•p..:.. i • ! 1. y 1 i .. • , 7.2^�1' ... ::; .. _. 1 _ 4. En 'k / .q4- O,`i 2,7 :Ir2 1. 2',4 c9 -/, 74,13, 7-•'; 1, l C_ 5,5 G-! I JOB NO 2080/3 JOB TITLE 5 EA co 1\) Cont 7-4-AP,Q e-5PQATS QUOTE NO DESCRIPTION DESIGNED BY JTG CHK'D BY DATE 403 SHEET NO F. 7 Roo!` •13?.0 _8 illo T�y�Souflf ;BR/ c./JG Pkv vipq ; I �sT .E3R1_i.4 , 6 D ' /.5y: 1;Zv of O D ; c A) G. 1_._...f.......1 _...�___ ...;..__'. IN.iN.P . L OAPS.. _ 6LJ_U. 4.1�G� -To-/cLoA2. S THM A-N'D RQQ.' . h/4;KE O/2 . ' 1 - y !IA' 4„.t.• STi os c'; ion .Ay. oT_i�2s j I r I....i._. 1_ I ._..._ 1 ' i• y, I ' I hiiX7; ri.X.r, J.P.140 ./.1c,44'1 • _.i. kOoT Loi-» wiLL EoAJ-T22vZ,.' _........ 'A .:4 -/,' s'gisf1/c 0.-;f 2o40 = 6 5 567.5/1) C LOAD/Fr'; A.clz�rs `Rood _ :,6=5 = O 22%7,.. 49Ax, Low P6K Rob ,UAc . . . �=3°x0»22:x %Zx, 2,0}6 2 3 4V7 AaD CA -c /ry = 8.4-- " 2 T ? � 056 %oDS iIA) o06 �o gA JOB NO 2O 6 O) 3 JOB TITLE S EA C00 C014.57: / ritAfi E sPokrs QUOTE NO ,.--�")ESCRIPTION DESIGNED BY -17-6 CHK'D BY DATE g/1:2-3 SHEET NO F R o o F 2A c,/JC' - LOC,. C AIQ2.rh'/Court , 2AcJ-Jc' Pic VIDE£ 13y M41d FAA f165, E, ST/ [,A/G 5 r e RA (bk.) P42o viD Q '3 y /o of ,lob B, A c' c 7o DEL/VC1 L c'4 >'v ,0, T L /5N -us o J L,,v&<J ,4 1)3. IA)) D L oAPs 1)6:LI ✓G=gL--A To /---LoaK S Y.57 -Vi ACJ D Roof= RA g6 SAVE By 1A/A. or. -/c -,Qs (6Y iA/< /4 j/) Low/= Ce O,0I43/x0,eY=D,0pA"/, P) M X- L oAb PA2 LC -4 JL 4 x 09 , , St✓ /S/311C 4.00F Lc2AD WILL GoA.17-4 aC., Pz_.2. PA645 11-I4, ,Pdof L'6' = )4,6 K SC)S/'l (C LO/- /Fr: 4c/ cSS Roof = /3 G /Y)A X, LDn,-,a P Roo &A: c6- x 4,2x 4"q Roo C4/4Gl ry = 8:4- A > 'T' , /< L/Sc5 -34.:/ kob_s' / r l ONE Roof & JOB NO 2080/ 3 JOB TITLE SLA Con) Cot)5 , /SymF)/6 S%9A% > QUOTE NO. ,---.,, DESCRIPTION DESIGNED BYCG of/r/ CHK'D BY DATE 7"/4- O:3 SHEET NO i- 9 %L 9/03 LDG, F 6 gAC G Lon/G/Tu.DlniAL Lbi\10 oiJ CAnJoP`/, PA- o,o)43 x3x1.Ox60,3=0.5x oN 6LDG >e1,3' l . , 2�... 1J6= 0,o14Sx 22 �5= 0,014.,„121),20,x).3., �ff 0,0143 x12.7x°x/.3,3�c ?. 0,5- 31,o - 0,3" f i7" / _ f< 2_. i,�X3o� � 2,) 73 4�I x G•I = 5,0k 3o Q 41 2o' 20 8 SC15/11C - ROOF DL` CAhloPY : f - 0,009X 8) 62.5x 0,15 = ' 0.86 k BLOC, (:ooF Pi -11 = 0,'U09 x 40x62..Sx Q,1`!' = 4,28 �52 = (0.86 x 36J) 7'5("6+4,28)(334l 6-'41(k CA401)Y ,632AC65 0.3 «. „ Rops 0 0 0 01L Lout . 8,4- k) BLDG, Root= 7 MAY 4-.2.'( sc. 3,4_41 1 4 120 DS (AL[o�J. = 9,4 ) JOB TITLE SE -4 Co,J Con)S . /S17 / Flea: 5119R7-5.; DESCRIPTION 8LDG, r"PRACl,.1G", JOB NO 2080/ 3 QUOTE NO. CLduari DESIGNED BY CHK'D BY DATE 7"i4- O-2) SHEET NO F- 111 n 9/0.3 Q 1.1 2o' a 4 Ro S 0 ---o z W J0. 00 NO W J 1- U) u- w 0 2 LL Q' = d. �w z� 1- 0 z I - w • w 0 O - O I-. ww LL ▪ - 0. —0 zw -±" z metallic building company DESIGN CALCULATIONS VOLUME 5, BOOK 2 OF 2 Section G Section G Floor Framing at 9'-6" Level Floor Framing Design Layout Page G-1 Floor Framing Composite Beam Designs Page G-2 METAILI[ .suUk rvillli company corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 MEZZANINE FLOOR LEVEL -1 MEZZANINE FLOOR LEVEL - 2 MAIN BEAM DESIGN CALCULATIONS CALCULATIONS FOR SHEAR CONNECTORS CONNECTION DESIGN CALCULATIONS PROJECT :- STARFIRE SOCCER COMPLEX JOB NO :- 0805-208013 AUG 28, 2003 2 MEZZANINE FLOOR LEVEL -1 MAIN BEAM DESIGN CALCULATIONS CALCULATIONS FOR SHEAR CONNECTORS CONNECTION DESIGN CALCULATIONS PROJECT :- STARFIRE SOCCER COMPLEX JOB NO :- 0805-208013 AUG 28, 2003 3 INDEX 1. Extract of Erection Drawing nos. E 1 & E 2. 2. Main Beam Design Calculations. Calculations for Shear Connectors. Connection Design Calculations. File: D03-0170 35mm Drawing # /4-16 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9B1 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = beam b1 = 10.0 n= 9 30.0 ft 0.83 ft 2.64 ft 5.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Coll.DL = 3.0 ksi 50.0 ksi 1.5 in. 60.42 psf 70.27 psf 79.2 sq ft 0.0 % 40.0 % 100.0 psf 0.28 klf spacing with max. 1/4 x span (convert to inches) b2 = 90.0 Use b = 10.0 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 70 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 20.9 k -ft 31.2 k -ft 52.1 k -ft 2.50 in. 2.75 in. 18.6 in3 8.3 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 20.69 in. tr = 357 y bar b = 12.03 in. Check Concrete stress: Allowable fc = St = Itr/(d-ybarb) = 41.2 fc = 1.01 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 6.5 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 19.1 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.39 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.49 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B1 on Erection dwg. E 1 i ,i- Z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 Diameter of stud = 0.75 in. (0.75 maximum with decking) fe 2 Maximum stud diameter if stud not over web = 0 p 2.5 X tf = 0.86 in. > Stud diameter used okay co O ww Total Horizontal Shear Concrete = Vh1 = 0.85 fc Ac / 2 w u_ ( ) (Formula 14-1) N 1 Vh1 = 31.9 kips W O 2 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) g Q Use smaller Vh = 31.9 kips = d H w per1 stud = 1...Shear q = 11.5 kips F- O z F-: Minimum No. of studs for shear = 2.8 x 2 = 6 studs g D, ✓ O Max. stud space = 8 x conrete depth = 20 in. pi - With . 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in.=U Zd studs F- H. Use : 20 0 0.75 in. diam.x 3.0 in. studsLii Z —• I O ~: Page 2 of 2 Z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line : Refer mark 9B1 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: Member = W 16X26 Length = Composite design? Flange coped? ft. Web tk. _ No If yes, cust. Toad factor = No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.250 in. 1.00 0.00 in. 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 27.8 kips CONNECTION OKAY. kips Metallic Building Company Job No. Seacon Construction / Starfire Sports Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B2 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = b1 n= 30.0 4.5 1.5 6.25 4.00 100.0 5.0 26.0 ft ft in. in. in. psf psf pif Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 75.52 psf 81.30 psf 135.0 sq ft 0.0 % 40.0 % 100.0 psf 0.47 klf beam spacing with max. 1/4 x span (convert to inches) 54.0 b2 = 90.0 Use b = 54.0 9 (b/n )eff = 6.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 12.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 15.00 41.2 k -ft 53.2 k -ft 94.3 k -ft 2.50 in. 2.75 in. 33.8 in3 16.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 58.8 depth tot = 21.94 in. tr = 874 y bar b = 14.87 in. Check Concrete stress: S t = I tr/ (d - y barb) = fc = 0.57 ksi Check Steel stress: Allowable fc = 123.6 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 12.9 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 23.7 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.76 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.34 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B2 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 172.1 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 172.1 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 15.0 x 2 = 30 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 30 0.75 in. diam.x 3.0 in. studs (o- 30 e/'o co)P Page 2 of 2 21 studs 55.6) Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 v1 ` Date : 08-16-03 Ref. Grid Line : Refer mark 9B2 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM @ EL. 8'-11" Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 13.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.0 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 12.6 kips CONNECTION OKAY. kips ; :µ,F.iaiGNvn.x�.-v+,:..xvz.•..f.+..,�.n..w.v.....:.,,_..«sr. Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B2 on Erection Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM @ EL 9'-2" Member = W 16x26 Length = ft. Web tk. = Composite design? No If yes, cust. Toad factor = Flange coped? No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.250 in. 1.00 0.00 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 dwg. El 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 12.6 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B3 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 ft 5.0 ft 1.5 in. 5.00 in. 4.00 in. 100.0 5.0 26.0 psf psf plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Co l.DL = 3.0 ksi 50.0 ksi 60.42 psf 65.62 psf 150.0 sq ft 0.0 % 40.0 % 100.0 psf 0.53 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 60.0 b2 = 90.0 Use b = 60.0 n = 9 (b/n )eff = 6.7 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 12.8 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 16.67 36.9 k -ft 59.1 k -ft 96.0 k -ft 2.50 in. 2.75 in. 34.4 in3 14.8 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.1 depth tot = 20.69 in. I tr = 891 y bar b = 15.09 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 159.1 fc = 0.49 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 11.5 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 23.5 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.69 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.37 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B3 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 191.3 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 191.3 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 16.6 x 2 = 34 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 34 0.75 in. diam.x 3.0 in. studs Due to split level slab, Use 20 studs at each level = 40 studs total. Refer ED -117 for Detail Page 2 of 2 21 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 G1 I b Date : 08-16-03 Ref. Grid Line : Refer mark 9B3 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM @ EL 9'-2" Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 i:;�i� �„.i;•tii'S y,:LYi:i',t"•t�t.”Jwrct?�rp.u}tlaa�,�wsr:i�.�:;x'�y+�l�t�ti.4e3«4�,,,,,,�. 12.8 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B3 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM @ EL. 8'-11" Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 13.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = (Fp = 1.2 Fu x diam.) 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 65.0 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 12.8 55.6 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B4 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = beam b1 = 90.0 n= 9 30.0 ft 7.5 ft Steel Fy = 1.5 in. 4.00 in. 4.00 in. Concrete fc = 100.0 psf 5.0 psf 26.0 plf Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Coll.DL = 3.0 ksi 50.0 ksi 48.33 psf 51.80 psf 225.0 sq ft 6.0 % 40.0 % 94.0 psf 0.74 klf spacing with max. 1/4 x span (convert to inches) b2 = 90.0 Use b = 90.0 ( b/n )eff = 10.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 17.0 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 25.00 43.7 k -ft 83.5 k -ft 127.2 k -ft 2.50 in. 2.75 in. 45.6 in3 17.5 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 Ix = 375 tf = 0.44 Properties by interpolation from composite beam table: (page 2-279) S tr = 72.4 depth tot = 19.88 in. tr = 1,142 y bar b = 15.78 in. Check Concrete stress: Allowable fc = St = I tr / (d - y barb) = 278.5 fc = 0.40 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 11.1 ksi fb2(DL + LL) = fb1 + M2 x 12 / Str = 25.0 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.65 in. LL Deflection = (M2xLxL) / (161 x It) = 0.41 in. Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay • - )9 Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B4 on Erection dwg. E 1 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ;� w Diameter of stud = 0.75 in. (0.75 maximum with decking) e: Maximum stud diameter if stud not over web = v O 2.5 X tf = 1.10 in. > Stud diameter used okay w o w Lu J= Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) co � Vh1 = 286.9 kips W 0 Horizontal Shear (steel ) = Vh2 = 228 kips (Formula 14-2) g Q Use smaller Vh = 228.0 kips H W z= Shear per stud = q = 11.5 kips 1- O; I- LLI Minimum No. of studs for shear = 19.8 x 2 = 40 studs ? m U Max. stud space = 8 x conrete depth = 20 in. o N With 6" rib spacing, max. no. of ribs = 3 W Use max. stud spacing in ribs = 18 in. 21 studs i- U F- Use : 4.2 0.75 in. diam.x 3.0 in. studs i.. z UN (14c(~" /4.&/-0'-/4&6") OF-: Z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B4 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: Member = W 16x31 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.275 in. 1.00 13.00 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Shear = Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 96.5 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 71.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 17.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN wl FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B5 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 6.5 1.5 4.00 4.00 100.0 5.0 31.0 ft ft in. in. in. psf psf pif Conc section b = beam spacing with max. 1 b1 = 78.5 b2 = 90.0 n = 9 Concrete fc = Steel Fy Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Coll. DL = 3.0 ksi 50.0 ksi 48.33 psf 53.07 psf 196.2 sq ft 3.7 % 40.0 % 96.3 psf 0.66 klf /4 x span (convert to inches) Use b = 78.5 (b/n )eff = 8.7 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 15.1 kips 39.0 k -ft 74.5 k -ft 113.6 k -ft t = slab design thickness w/o deck = 2.50 in. Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = 2.75 in. Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = 40.7 in3 Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = 15.6 in3 Actr=(b/n)t = 21.80 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 71.8 depth tot = 19.88 in. tr = 1,111 y bar b = 15.47 in. Check Concrete stress: St = Itr/(d-ybarb) = fc = 0.39 ksi Check Steel stress: Allowable fc = 251.7 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.9 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 22.4 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.58 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.38 in. Page 1 of 2 ?`'"Ajlpc�`A95✓.u!''�i+Y?� `vlr7ai";�;cGi'd:`:sxi:i�i' �t� 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B5 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.10 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 250.2 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 228.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 228 kips (Formula 14-2) 19.8 x 2 = 40 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 4.2 0.75 in. diam.x 3.0 in. studs ( /406"_ /4 & )-'o"- /4 & 6 `) Page 2 of 2 21 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B5 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. (* NOTE :- FOR CONNECTION DETAIL REFER SHEET NO. A ) FRAMED CONNECTION MEMBER SIZES: W 16X31 CONNECTED TO BUILT-UP Member = W 16x31 Length = ft. Web tk. = 0.275 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.88 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 30.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 96.5 kips 111.5 kips 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 54.7 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 81.8 kips (Net area x 0.4Fy) 110.4 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 ';,vastus eiz4.S i t.iJrsZw 0.00 15.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 15.1 54.7 kips CONNECTION OKAY. kips -23 • Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B6 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = • Conc section b b1 = n= 30.0 ft 5.1 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 53.45 psf 152.4 sq ft 0.2 % 40.0 % 99.8 psf 0.53 kif = beam spacing with max. 1/4 x span (convert to inches) 61.0 b2 = 90.0 Use b = 61.0 9 (b/n )eff = 6.8 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 12.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 16.93 30.5 k -ft 59.9 k -ft 90.4 k -ft 2.50 in. 2.75 in. 32.4 in3 12.2 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.1 depth tot = 19.69 in. tr = 894 y bar b= 15.12 in. Check Concrete stress: Allowable fc = St = I tr / (d - y barb) = 195.8 fc = 0.41 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead Toad = M1 x 12 / Ss = 9.5 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 21.7 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.57 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.37 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B6 on Erection dwg. E 1 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 1 F - '~w Diameter of stud = 0.75 in. (0.75 maximum with decking) re I Maximum stud diameter if stud not over web = v 0 2.5 X tf = 0.86 in. > Stud diameter used okay CO W w= Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) w ~ Vh1 = 194.3 kips ' ti. Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) ga_, u- Q. Use smaller Vh = 192.0 kips = d 1—w z= Shear per stud = q = 11.5 kips �' 1— O z 1—. Minimum No. of studs for shear = 16.7 x 2 = 34 studs w np Max. stud space = 8 x conrete depth = 20 in. 0 u With 6" rib spacing, max. no. of ribs = 3 o H Use max. stud spacing in ribs = 18 in. 21 studs z twi u. O Use : 34 0.75 in. diam.x 3.0 in. studs z w o1 z (5 el, = 24 ca /,o S� @ ‘^ Page 2 of 2 ...:_>.,:cn.ri:i I:�.:.:is..'..r�.Ndd:i�s.�s'6••'i'..�0 •'.• •:'! •"jao. �:': �yai05uL.SiL:•.0 � Design by : Mehmood Qureshi Job No : 208013 �,.) 2 (o Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9B6 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W 14X30 Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 11.70 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 58.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 12.1 55.6 kips CONNECTION OKAY. kips SC C`A ^ CJOB NO. Z a E. D� 3 JOB TITLE c oiJ of�l sr./5-rAP.F/R.& SPO,QiM QUOTE NO r~. ')ESCRIPTION REFER. /1 LAX.. 96 7 5. 9,88 ON. Gout y DESIGNED BY CHK'D BY EEEC77 0A1t� I %G l DATE 03 SHEET NO 61-1:7 ` A LQVC--L /7-1-00R. rA,41,1 A -r 5rA/,2s Ay /.o -/l AT f3A Lco,Jy : '&"4 0,160 ,�s.62 6 o.82``ir. = 18.9' \/= 7,7Z WIC x 26 pc -72 comi6e.sire eAccs- !!=1" C 787 A v� 800 P1 0 C9B8) A5,5.1-, Ad 5116rfi Loft= 0.125xix.1Vz=/,9— 2.0kATe$ Rt.= q•7= 4 4 `` P17,74-0,0= 9.7A ,., 1- s.,' 4.4' f& /0,Z Ry q,7..4,�=5,3`` /Y) = 4.4 x 5.6 24,7 Mx/2 W►4x 30 .fib- 4-2.o `7,1 -430 p= s. 3 !< (97) w"= O./G0 x (26 +°.16)--=0,4315/p,- >L /8..91 P SPQ.I. n ' ' K, Rio= 7,521` R,i = 5"•9D"` \/= o c 17.51 F,Rat'1 )o MAK, /Y):: x -Fr. P 0)41. AT P = 5.90 x 11,1= GS .Sk-rte, Lu,=l/,l' 'zoo a x/,a r 65,8(/2-)_ AA) 14 .x 34- Fb = f , 5o i e.4.54 4% 1-8,c 16, _ W /6 x 36 p2-- ' CoMP05,7-- DF5/G9 c,4Lcs. Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B7 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.13 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.8 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 31.8 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 250 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 13 0.75 in. diam.x 3.0 in. studs Page 1 13 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Beam Grid : Refer mark 9B7 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X34 CONNECTED TO BUILT-UP BEAM Member = W 14X34 Length = ft. Web tk. = 0.285 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 12.48 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 100.0 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 71.1 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 i .�. ..... i. ...... ..: :'iw J:�:':,. ;.... ...✓.:.. J..:_.... � w.; .J.�.Mui l :.:.i..:f» {....I:II.e'.Yi:. JA(:s:bvdkRii. .?N'.i�%.i' 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 8.0 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 6) 30 Ref. Beam Grid : Refer mark 9B7 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X34 CONNECTED TO COLUMN Member = W 14X34 Length = ft. Web tk. = 0.285 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 100.0 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 73.6 kips ) MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.0 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 6-3) Ref. Grid Line:Refer mark 9B8 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X30 CONNECTED TO W 14X34 Member = W 14X30 Length = ft. Web tk. = 0.270 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 11.70 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = 0.3125 Depth=(in.) 0.000 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) * (Calc reduces bearing on one Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 94.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) or two bolts to allowed value with 1 1/4" edge dist.) 0.0 kips (Net area w/o bolts x 0.4Fy) 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 63.2 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 5.3 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B8 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X30 CONNECTED TO W 16X31 . Member = W 14X30 Length = Composite design? No Flange coped? Yes ft. Web tk. = 0.270 in. If yes, cust. Toad factor = 1.00 Web depth after cope = 12.84 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 94.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) • Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 69.3 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 5.3 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B8 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.96 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) Vh1 = 25.5 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 25.5 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 221 kips (Formula 14-2) 2.2 x 2 = 5 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 7 0.75 in. diam.x 3.0 in. studs Page 1 Ca —33 7 studs JOB NO oog 01 3 JOB TITLE 5 r/ COV,) CON57' rA PdA?3 QUOTE NO DESCRIPTION DESIGNED BY�u�� CHK'D BY RL�F. 6189 Ohl /'1222. EMc'r/or) D 6/ DATE 8/' 3 SHEET NO -34- 9 LLzVGL-G FLook 45/41 eh3q iN BAY J0-//: 7`Ry I,J/6 x36 P cA-riI Z D� `P R10 19' 30/ _ x 0.160 = /, O5 %r. 4,17 x d, /60 w 0,67 K/Fr. P = 4.4-'` CFRoM 6188) 12)0= 1.64 R11= /5.13k V = 0 Ar 16'4 1.05" P)AX, 1)10P18 -or = 16,6x/5,8x i= 131,2 (12) 2 7.9 1<sr Ab= - 056' W16x36 /31,2 k- FT; < 30,0 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 9/3/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B9 on Erection dwg. E 1 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z' Diameter of stud = 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = v O 2.5 X tf = 1.07 in. > Stud diameter used okay co W Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) co Vhf = 240.0 kips w O 2 Horizontal Shear (steel ) = Vh2 = 265 kips (Formula 14-2) gaLL.Q Use smaller Vh = 240.0 kips = d Shear per stud = q = 11.5 kips i- O Z i-- Minimum No. of studs for shear = 20.9 x 2 = 42 studs W U! Max. stud space = 8 x conrete depth = 20 in. 0 _ With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. 21 studs = v. ~O Use : 42 0.75 in. diam.x 3.0 in. studs W z U= Page 1 Z Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 09-03-03 G —.3(0 Ref. Grid Line : Refer mark 9B9 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. (* NOTE :- FOR CONNECTION DETAIL REFER SHEET NO. A ) FRAMED CONNECTION MEMBER SIZES: W 16X36 CONNECTED TO BUILT-UP Member = W 16x36 Length = ft. Web tk. = 0.295 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.86 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 30.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) * (Calc reduces bearing on one Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 103.5 kips 111.5 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) or two bolts to allowed value with 1 1/4" edge dist.) 54.7 kips (Net area w/o bolts x 0.4Fy) 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 87.7 kips (Net area x 0.4Fy) 110.4 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 15.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 16.6 54.7 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9B11 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = beam b1 = 10.0 n= 9 30.0 ft 0.83 ft 2.70 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 30.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 59.44 psf 81.0 sq ft 0.0 % 40.0 % 100.0 psf 0.28 klf spacing with max. 1/4 x span (convert to inches) b2 = 90.0 Use b = 10.0 ( b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 7..0 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 18.1 k -ft 31.9 k -ft 50.0 k -ft 2.50 in. 2.75 in. 17.9 in3 7.2 in3 Trial Section: W14x30 Sx = 42.0 Depth = 13.84 Ix = 291 tf = 0.385 Properties by interpolation from composite beam table: (page 2-279) S tr = 31.5 depth tot = 17.84 in. tr = 328 ybarb= 10.42 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 44.2 fc = 0.96 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 5.2 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 17.3 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.35 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.54 in. Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B11 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z Diameter of stud = 0.75 in. (0.75 maximum with decking) e: W Maximum stud diameter if stud not over web = v p 2.5 X tf = 0.96 in. > Stud diameter used okay u) W w= Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) N ~ Vh1 = 31.9 kips WO Horizontal Shear (steel ) = Vh2 = 221 kips (Formula 14-2) g Q to D Use smaller Vh = 31.9 kips = a H= Shear per stud = q = 11.5 kips ~ 1— O Z i— Minimum No. of studs for shear = 2.8 x 2 = 6 studs IL u U0 Max. stud space = 8 x conrete depth = 20 in. Oo H With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. 20 studs z v f-� Use : 2. 0 0.75 in. diam.x 3.0 in. studs v_ z tii Z U =` O~ Z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 -n Date : 08-16-03 Ref. Grid Line : Refer mark 9B11 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X30 CONNECTED TO BUILT-UP BEAM Member = W 14X30 Length = ft. Web tk. = 0.270 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 11.84 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 94.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 63.9 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 ?..0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9B12 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 30.0 ft 0.83 ft 3.81 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 0.40 klf 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 55.16 psf 114.2 sq ft 0.0 % 40.0 % 100.0 psf = beam spacing with max. 1/4 x span (convert to inches) 10.0 b2 = 90.0 Use b = 10.0 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 9.2 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 23.6 k -ft 45.0 k -ft 68.6 k -ft 2.50 in. 2.75 in. 24.6 in3 9.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 19.69 in. I tr = 357 y bar b = 12.03 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 46.5 fc = 1.29 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 7.4 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 25.6 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.44 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.70 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay A-4° z w cc 00 No J H N LL w0 u-? • d =w zF 1--0 zI- w • w U0 O f. O 1-- w W LLz U co 0~ z Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8120/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9612 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 31.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 2 0 0.75 in. diam.x 3.0 in. studs Page 2 of 2 20 studs _�.N..C1i% ""✓�(C.htaili..v,ri..a.'Hf '1�:rdJwr'a. Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line : Refer mark 9B12 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) 43.9 kips 52.7 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 45.0 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 27.8 kips 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.18 in. 9.2 (kips CONNECTION OKAY. JOB TITLE 5EACc) Conv sr,j5T-A / )RE .S/°44-75 DESCRIPTION REFS'- POAR.K, 9,8 1,3 5 0AJ .ERECT/Ou 1) CA, G. ,C / JOB N0. 2.oFO13 QUOTE NO DESIGNED BY CHK'D BY DATE $"23 C 3 SHEET NO 9-Z4`, z EV &. /CL o 0,2 f=R/4 Ml,4l G AR oaAa S74I, s B1y 8-?, 0,160 4.5" 1.20%,x_ L = E5•5' P CoMpos)rf . CALC, �_ W/6x 2c, (9.810 €.4_,-= C.160 x 4. j _ 0,36%7. 2 L=15' p=i4,sK 0.36x/% -{-J4.2=9,95-. TY) z G 4. S kg -7: 7 _ Mx/2 b 38.4- c.) -t4 -3 (1,314) C 4=6" ;526" = 2o,2 <30,0 6g.813.E C• ter= ,.20 '%,- 8= lo.o'` L- 30' RL 0 Rte= 1ox 30 + 1.20x2= RR= 1.. 5 k \/ Q AT 19.5 '.z - 4..25 PRa41 RR. /4/04x l 9. b 06.2S) - 6,2o x /6, 2 - 158.6- k-F�i . W18 x4-0 Mx - 8 60,9- 7. 4 30.0 �b Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B13 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.31 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 274.1 kips Horizontal Shear (steel) = Vh2 = Use smaller Vh = 274.1 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 295 kips (Formula 14-2) 23.8 x 2 = 48 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 48 0.75 in. diam.x 3.0 in. studs 21 studs M aX @ J l�t� S bry. , a 6 . _ x / 5 — / 0 i( / L t 2 @ Conc . Goch /) Q A/e a26 � x • 83 — 2x �• 53) 2. ,t-.33) l 17- • icy k"..< , A2. %5.7..c /6©• 8 X/- Q. G 7 /v3 J / 0 /60 •2 8- .171- / 1f 0•8c�=—/ ---`1-t+ sem,- _ • azi £ L_e - S - 0'7.5" ( 20 66y— g@/'o" - 2o cc') Page 1 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B14 -on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 25.5 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 25.5 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 2.2 x 2 = 5 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 11 0.75 in. diam.x 3.0 in. studs M Ma . @ PtCcL ?cr. = 7.9-s x 7. 5 - o *..36 x 7-5 @ co-r,c.e.o,1-O /JO 01/401- �t� _ -c- . CA.) 6 „iy 5-0 P.:a: Q. G7 c9A < /1 11 studs 6Li.-5KJ& 6 cf•5 Page 1 1) 0.6 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 01 --P}-(o Ref. Grid Line : Refer mark 9B13 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 18X40 CONNECTED TO BUILT-UP BEAM Member = W 18X40 Length = ft. Web tk. = 0.315 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 16.90 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) 147.4 kips 0.0 kips 120.5 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) 106.5 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 tx•1ti�iJ.i'ii, 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 26.5 74.2 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 -10 Ref. Grid Line : Refer mark 9B14 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required'. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W 18X40 Member = W 16x26 Length = ft. Web tk. = Composite design? No If yes, cust. Toad factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = 0.250 in. 1.00 14.69 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 10.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B15 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = 25.2 ft Concrete f c = 3.0 ksi Beam Spacing = 7.5 ft Steel Fy = 50.0 ksi Decking thickness = 1.5 in. Max. Slab thickness : 4.00 in. Slab conc/deck DL = 48.33 psf Slab design thick. = 4.00 in. Conc.+ Beam DL = 51.80 psf Floor area supported = 189.0 sq ft Base Live Load = 100.0 psf Code area % reductior 3.1 % Floor Collateral = 5.0 psf Code max. reduction = 40.0 % Steel Beam wt/ft = 26.0 pif Reduced Floor LL = 96.9 psf Floor LL+ CoII.DL = 0.76 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 90.0 b2 = 75.6 Use b = 75.6 n = 9 (b/n )eff = 8.4 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 14.5 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 21.00 30.8 k -ft 60.7 k -ft 91.5 k -ft 2.50 in. 2.75 in. 32.8 in3 12.3 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.9 depth tot = 19.69 in. tr = 934 y bar b = 15.60 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 228.5 f = 0.35 ksi okay 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead load = M1 x 12 / Ss = 9.6 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 21.8 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 0.84 in. DL Deflection = (M1xLxL) / (161x Is) = 0.40 in. okay LL Deflection = (M2xLxL) / (161 x It) = 0.26 in. okay Page 1 of 2 (r8 __,_ wew.x4�esi:RfA].}YXctr.S�nz:f'4'%:c Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 GI- " J Date: 8/20/2003 COMPOSITE FLOOR DESIGN wl FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B15 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = .241.0 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 192.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 16.7 x 2 = 34 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 34 0.75 in. diam.x 3.0 in. studs (11 -/2 -1/e6") Page 2 of 2 17 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 (✓1 *—c 0 Date : 08-16-03 Ref. Grid Line : Refer mark 9B15 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* 87.8 kips 0.0 kips 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 14.5 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B15 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W 16X26 Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 13.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 68.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = v., Page 1 14.5 55.6 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B19 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 ft 7.5 ft 1.5 in. 6.00 in. 4.00 in. 100.0 psf 5.0 psf 35.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Coll.DL 3.0 ksi 50.0 ksi 72.50 psf 77.17 psf 225.0 sq ft 6.0 % 40.0 % 94.0 psf 0.74 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 90.0 b2 = 90.0 Use b = 90.0 n = 9 (b/n )eff = 10.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 19.8 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr = (b / n) t = 25.00 65.1 k -ft 83.5 k -ft 148.6 k -ft 2.50 in. 2.75 in. 53.2 in3 26.0 in3 Trial Section: W18x35 Sx = 57.6 Depth = 17.70 in. Ix = 510 tf = 0.425 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 87.5 depth tot = 23.70 in. tr = 1,487 y bar b = 16.99 in. Check Concrete stress: S t = I tr/ (d - y barb) = fc = 0.50 ksi Check Steel stress: Allowable fc = 221.5 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 13.6 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 25.0 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.71 LL Deflection = (M2xLxL) / (161 x Itr) = 0.31 Page 1 of 2 ksi ksi 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. in. okay in. okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B19 on Erection dwg. E 1 - S3 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 t Diameter of stud = 0.75 in. (0.75 maximum with decking) e` Lii Maximum stud diameter if stud not over web = v 0 2.5 X tf = 1.06 in. > Stud diameter used okay co 0 wi Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) J 1- Vhf = 286.9 kips w O Horizontal Shear (steel ) = Vh2 = 258 kips (Formula 14-2) ga5 u - Use smaller Vh = 258.0 kips d I- In Shear per stud = q = 11.5 kips Z 1- 1—O. Z 1— Minimum No. of studs for shear = 22.4 x 2 = 45 studs w ul n o Max. stud space = 8 x conrete depth = 20 in. .p With 6" rib spacing, max. no. of ribs = 3 a 1-- Use max. stud spacing in ribs = 18 in. 21 studs = W Use : 45 0.75 in. diam.x 3.0 in. studs LI O al H 0 Page 2 of 2 Z Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-15-03 Ref. Grid Line : Refer mark 9B19 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 18X35 CONNECTED TO BUILT-UP BEAM Member = W 18X35 Length = Composite design? ft. Web tk. _ No If yes, cust. load factor = Flange coped? No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.300 in. 1.00 0.00 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 140.4 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 120.5 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 19.8 74.2 kips CONNECTION OKAY. kips .,... w{i.I.[l,�ft y.i.Ya'Jti•J,rx ...a..�.at:n4,i.,..t,,..�u_.,. ., `y?; Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9820 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 30.0 ft 6.5 ft 1.5 in. 5.25 in. 4.00 in. 100.0 5.0 35.0 psf psf plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 63.44 psf 68.82 psf 195.0 sq ft 3.6 % 40.0 % 96.4 psf 0.66 klf = beam spacing with max. 1/4 x span (convert to inches) 78.0 b2 = 90.0 Use b = 78.0 9 (b/n )eff = 8.7 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 16.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 21.67 50.3 k -ft 74.1 k -ft 124.5 k -ft 2.50 in. 2.75 in. 44.6 in3 20.1 in3 Trial Section: W18x35 Sx = 57.6 Depth = 17.70 in. Ix = 510 tf = 0.425 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 86.8 depth tot = 22.95 in. 1 tr = 1,447 y bar b = 16.67 in. Check Concrete stress: St = Itr/(d-ybarb) = fc = 0.43 ksi Check Steel stress: Allowable fc = 230.3 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 10.5 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 20.7 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.55 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.29 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B20 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 11-: z Diameter of stud = 0.75 in. (0.75 maximum with decking) �W 1 Maximum stud diameter if stud not over web = j p 2.5 X tf = 1.06 in. > Stud diameter used okay u) w w= Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) u) 1-. Vh1 = 248.6 kips w O 2 Horizontal Shear (steel ) = Vh2 = 258 kips (Formula 14-2) g Q ND Use smaller Vh = 248.6 kips = a F.w zm I. - Shear per stud = q = 11.5 kips O z i— Minimum No. of studs for shear = 21.6 x 2 = 44 studs w w U0 Max. stud space = 8 x conrete depth = 20 in. Oo With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. 21 studs = w w u- O Use : 44 0.75 in. diam.x 3.0 in. studs z LLi U= 0 F - z Page 2 of 2 Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-15-03 Ref. Grid Line : Refer mark 9B20 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. Gk. /./cjE_ Q &L4 ECJ-7Uu %./.DETIW )E.FEIZ'-reel" AI FRAMED CONNECTION MEMBER SIZES: W 18X35 CONNECTED TO BUILT-UP BEAM Member = W 18X35 Length = ft. Web tk. = 0.300 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.88 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 30.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 54.7 kips (Net area w/o bolts x 0.4Fy) Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 105.3 kips 111.5 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 89.3 kips (Net area x 0.4Fy) 110.4 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 ,,,,,,4,44,..4,4,-14t4.4,4, 4. 0.00 15.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 16.6 54.7 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9622 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 n= 30.0 ft 0.83 ft 3.81 ft 6.00 in. 4.00 in. 100.0 psf 5.0 psf 35.0 plf Concrete f c = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Coll.DL = 3.0 ksi 50.0 ksi 1.5 in. 72.50 psf 81.69 psf 114.2 sq ft 0.0% 40.0 % 100.0 psf 0.40 klf = beam spacing with max. 1/4 x span (convert to inches) 10.0 b2 = 90.0 Use b = 10.0 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 7.0 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 35.0 k -ft 45.0 k -ft 80.0 k -ft 2.50 in. 2.75 in. 28.6 in3 14.0 in3 Trial Section: W18x35 Sx = 57.6 Depth = 17.70 in. Ix = 510 tf = 0.425 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 42.2 depth tot = 23.70 in. I tr = 535 y bar b = 12.68 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 48.6 fc = 1.23 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 7.3 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 20.1 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.38 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.47 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B22 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ¢ I Diameter of stud = 0.75 in. (0.75 maximum with decking) re w Maximum stud diameter if stud not over web = v O 2.5 X tf = 1.06 in. > Stud diameter used okay co o co w Lu i Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) -' Vh1 = 31.9 kips w 0 Horizontal Shear (steel ) = Vh2 = 258 kips (Formula 14-2) g5. u_= Use smaller Vh = 31.9 kips = 0 I- w z� Shear per stud = q = 11.5 kips o z I-: Minimum No. of studs for shear = 2.8 x 2 = 6 studs 2 U O Max. stud space = 8 x conrete depth = 20 in. p co With 6" rib spacing, max. no. of ribs = 3 o F - Use max. stud spacing in ribs = 18 in. 21 studs = W i -U O. Use : 21 0.75 in. diam.x 3.0 in. studs LI w z H =; 0 I— Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line:Refer mark 9822 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 18X35 CONNECTED TO COLUMN Member = W 18X35 Length = ft. Web tk. = Composite design? No If yes, cust. Toad factor = Flange coped? No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 4 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.300 in. 1.00 0.00 in. 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 23.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = , Shear = 37.1 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 70.2 kips Bearing Capacity for Bolts on Plate = * 72.3 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 47.3 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 60.9 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 12.00 9.27 kips 1.00 36 ksi 58 ksi 0.18 in. 7.0 37.1 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B24 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 11.7 ft 7.5 ft 1.5 in. 6.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 72.50 psf 75.97 psf 87.5 sq ft -5.0 % 40.0 % 105.0 psf 0.82 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 90.0 b2 = 35.0 Use b = 35.0 n = 9 (b/n )eff = 3.9 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 8.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 9.73 9.7 k -ft 14.0 k -ft 23.7 k -ft 2.50 in. 2.75 in. 8.5 in3 3.9 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 56.8 depth tot = 21.69 in. tr = 782 y bar b= 13.76 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 98.7 fc = 0.19 ksi okay 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead load = M1 x 12 / Ss = 3.0 ksi okay fb2(DL + LL) = fb1 + M2 x 12 / Str = 6.0 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 0.39 in. DL Deflection = (M1xLxL) / (161x Is) = 0.03 in. okay LL Deflection = (M2xLxL) / (161 x Itr) = 0.02 in. okay Page 1 of 2 ;.1:.;ss...:.4.1X11 VJowl Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 2 - COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9624 on Erection dwg. E 1 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0I - 4.„Z. Diameter of stud = 0.75 in. (0.75 maximum with decking) ce Lu Maximum stud diameter if stud not over web = v p 2.5 X tf = 0.86 in. > Stud diameter used okay to CO WI Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) N I-- Vh1 = 111.6 kips w0 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) g Q Use smaller Vh = 111.6 kips H a Z= Shear per stud = q = 11.5 kips H H O Z (— Minimum No. of studs for shear = 9.7 x 2 = 20 studs w w Max. stud space = 8 x conrete depth = 20 in. o With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. 8 studs i v (- LI Use : 20 0.75 in. diam.x 3.0 in. studs z w 0I Page 2 of 2 z Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 G-63 Ref. Grid Line : Refer mark 9B24 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W16X31 & BUILT-UP BEAM Member = W 16x26 Length = ft. Web tk. = Composite design? No If yes, cust. Toad factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = 0.250 in. 1.00 14.69 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. r 8.1 55.6 kips CONNECTION OKAY. kips JOB NO 208013 JOB TITLE S C J Co�1sr /STARFikE Sl��-7s QUOTE N0. DESCRIPTION REFER. %%Af2KC 7,a„S QA/ ,.,SEC 7 0. DESIGNED BYLD4y/ CHK'D BY 'DWG- ff % DATE $ - 2-3" 63 SHEET NO a' 9L‘ti L6-V6G FLooK I,V4,1.'AJ MovND .Sr/4/2s BAY -7, A -B= A e -= 0,/e6 -x7,51= 1.341 5/pr. L=11,67' 1/=8,.IA Mr- 23,.7 1A) / x26 8: L= 22.5' v.= 1.9.1x W16x3/ /q - r MX12 l b V 3L4 7 4 kSZ" A A b A c (9,8t, 5) /11AX, We= o.18b'x 64? -t -,-V.) 1410 47,2 27.4 <30,0 C L.= 30' lir =- O./7,. /•39%r. R - 1135x2°+l�l'�= 4o.c' 1Y = 1,3 gx3ot+19;1)(11,67 = 375 W18 x 76 CiD/ �-6 31. Z kSS ritzy Buic.r— /P: /2. x 34 RcG; /8")<1.4'` we-iL -FF.= 2 8, 6 xs.r < 33, 0 0 7.5' 7. 7.5 /�+ A.* Rt 7-54. 4-5 SRL. - ).7x 2.2 S1_ g•Pc IS - g•IX 7 S= 0 Rt 027 -Z-Z Rg.¢ X27 aA L)s& BU/C,r-L//' w/ 12 x3,4_ Ft 61) *x )8'JE23 Sx= ,59.2 z ~z • w 6U O 0 J = 1.- U) U_ w 0 2� LL N d =w Z�. I- 0 ZI— W • w U0 O (. O H W W - H u- 0 WZ U= 0 I --- Z Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9825 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.10 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 25.5 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 25.5 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 228 kips (Formula 14-2) 2.2 x 2 = 5 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 16 0.75 in. diam.x 3.0 in. studs 16 studs Mr-xx r M.4.'ci;s�o/)0270�.)& 1),Q 5 - /. 7X0/.as.S'' - 8,1 x 3.75 = /6 R..27/9/6 a7, 7.5 -2x(7S-)1- I`') @ Coy, c . ko o,si- ,c3e-o.M Cjf6 x' ) /G 022/,,2 ©.G7 /168•;77 7 /5 6 •. ,,7.1 /.z7-1 716 71-6 T'—C - 11 1.0 / 11 7 - Page 1 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 (7) co Ref. Grid Line : Refer mark 9B25 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X31 CONNECTED TO BUILT-UP BEAM Member = W 16x31 Length = ft. Web tk. = 0.275 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 14.88 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. . CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = 19.0 kips CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 96.5 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net 'area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 81.8 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 55.6 kips CONNECTION OKAY. Metallic Building Company Seacon Construction / Starfire Sports Date: 8/20/2003 Job No. 208013 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Main Floor Beams Refer mark 9B31 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 ft 0.83 ft 15.10 ft 4.00 in. 4.00 in. 100.0 5.0 50.0 psf psf plf Concrete f c = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoIl.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 51.64 psf 453.0 sq ft 24.2 % 40.0 % 75.8 psf 1.22 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 90.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 18.9 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 87.7 k -ft 137.2 k -ft 224.9 k -ft 2.50 in. 2.75 in. 80.6 in3 35.1 in3 Trial Section: W21x62 Sx = 127.0 Depth = 20.99 in. Ix = 1,330 tf = 0.615 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 84.3 depth tot = 24.99 in. tr = 1,122 y bar b = 13.31 in. Check Concrete stress: St = I tr / (d - y barb) = Pc = 1.90 ksi Check Steel stress: Allowable Pc = 96.1 No Good Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.3 fb2(DL + LL) = fb1 + M2 x 12 / Str = 27.8 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.37 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.68 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B31 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 =~ z Diameter of stud = 0.75 in. (0.75 maximum with decking) �� L 6m Maximum stud diameter if stud not over web = v p 2.5 X tf = 1.54 in. > Stud diameter used okay co W J H Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips O w Horizontal Shear (steel ) = Vh2 = 458 kips (Formula 14-2) g5 Use smaller Vh = 31.9 kips H w z= Shear per stud = q = 11.5 kips f - I— O z F - Minimum No. of studs for shear = 2.8 x 2 = 6 studs w w U �: Max. stud space = 8 x conrete depth = 20 in. Oo (` With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. 21 studs H U H Use : 21 0.75 in. diam.x 3.0 in. studs u. z tii O . Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B31 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X62 CONNECTED TO COLUMN Member = W 21X62 Length = ft. Web tk. = 0.400 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 4 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 23.0 in. Weld size = 0.0000 Depth=(in.) 0.375 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 37.1 kips (No.bolts x Shear/bolt x No.shear planes) 93.6 kips 72.3 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 47.3 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 84.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 12.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 18.9 37.1 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9833 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.2 ft 7.5 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 31.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 52.47 psf 226.5 sq ft 6.1 % 40.0 % 93.9 psf 0.74 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 90.0 b2 = 90.6 Use b = 90.0 n = 9 (b/n )eff = 10.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 17.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 25.00 44.9 k -ft 84.5 k -ft 129.4 k -ft 2.50 in. 2.75 in. 46.4 in3 17.9 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 72.4 depth tot = 19.88 in. tr = 1,142 y bar b = 15.78 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 278.5 fc = 0.40 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 11.4 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 25.4 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.68 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.42 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.01 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8120/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B33 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z H Diameter of stud = 0.75 in. (0.75 maximum with decking) '� w Maximum stud diameter if stud not over web = 2.5 X tf = 1.10 in. > Stud diameter used okay (0 0 J H Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) 0 U_ Vh1 = 286.9 kips w 0; 2 Horizontal Shear (steel ) = Vh2 = 228 kips (Formula 14-2) ga5 u.Q Use smaller Vh = 228.0 kips = d I -w Shear per stud = q = 11.5 kips f': I— O zF- Minimum No. of studs for shear = 19.8 x 2 = 40 studs 11J • w 0 • CI Max. stud space = 8 x conrete depth = 20 in. O N With 6" rib spacing, max. no. of ribs = 3 o H Use max. stud spacing in ribs = 18 in. 21 studs i 0 LL Use : 40 0.75 in. diam.x 3.0 in. studs z w U =. O I - Page 2 of 2 z. Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B33 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X31 CONNECTED TO BUILT-UP BEAM & W 21X62 Member = W 16x31 Length = ft. Web tk. = 0.275 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.38 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 96.5 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 79.1 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 17.1 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Main Floor Beams Refer mark 9B39 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.5 ft 0.83 ft 8.00 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 40.0 pif Conc section b = beam spacing with b1 = 10.0 b2= n= 9 Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 53.33 psf 244.0 sq ft 7.5 % 40.0 % 92.5 psf 0.78 kif max. 1/4 x span (convert to inches) 91.5 Use b = 10.0 ( b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 12.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 49.6 k -ft 90.7 k -ft 140.3 k -ft 2.50 in. 2.75 in. 50.3 in3 19.8 in3 Trial Section: W18x40 Sx = 68.4 Depth = 17.90 Ix = 612 tf = 0.525 Properties by interpolation from composite beam table: (page 2-279) S tr = 48.9 depth tot = 21.90 in. tr = 608 y bar b = 12.43 in. Check Concrete stress: St = Itr/(d-ybarb) = fc = 1.88 ksi Check Steel stress: Allowable fc = 64.2 No Good Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.7 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 31.0 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.47 in. LL Deflection = (M2xLxL) / (161 x itr) = 0.86 in. ksi ksi Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.02 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B39 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ;. w Diameter of stud = 0.75 in. (0.75 maximum with decking) re u6m, Maximum stud diameter if stud not over web = 0 2.5 X tf = 1.31 in. > Stud diameter used okay ww ...1 = Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) w u. Vh1 = 31.9 kips 0 Horizontal Shear (steel ) = Vh2 = 295 kips (Formula 14-2) u Q co Use smaller Vh = 31.9 kips H W z !- Shear per stud = q = 11.5 kips i— p z1-. � D Minimum No. of studs for shear = 2.8 x 2 = 6 studs v o Max. stud space = 8 x conrete depth = 20 in. o 1 With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 21 studs i- 0,- u. u- o ..z U O = 1— z z Use : 21 0.75 in. diam.x 3.0 in. studs Page 2 of 2 Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 --� Ref. Grid Line : Refer mark 9639 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard ' Q for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. H Z Other than titles, most of the items shown in bold face are input data. ILIre 2 JU 00 FRAMED CONNECTION MEMBER SIZES: N w W 18X40 CONNECTED TO W 24X55 & BUILT-UP BEAM J H Member = W 18X40 Length = ft. Web tk. = 0.315 in. rn Composite design? No If yes, cust. load factor = 1.00 u1 0 Flange coped? Yes Web depth after cope = 16.40 in. M If top flange coped, see check of web shear and block shear on next page. g Q N D Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 = W Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 22.40 Z H I— O No. of Bolts = 4 Diameter =(in.) 0.750 Shear = 9.27 kips ZI— uJ No. of shear planes = 1 Net area reduction coefficient U = 1.00 2 D Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi U 0 Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi 0 - Length of weld on conn.member = 48.0 in. Weld size = 0.25 in. u1 u.1 — = 1 0 CALCULATION FOR LOAD CAPACITY REQUIRED: u~ 1- Max. allowable load (AISC Part 2) = kips Z L!i Required Design End Reaction = 12.6 kips O H z CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 37.1 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 73.7 kips Bearing Capacity for Bolts on Plate = * 72.3 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 103.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 103.3 kips (Net area x 0.4Fy) 176.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 37.1 kips CONNECTION OKAY. Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Main Floor Beams Refer mark 9645 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = 37.0 ft Beam Spacing = 7.0 ft Decking thickness = 1.5 in. Max. Slab thickness : 4.00 in. Slab design thick. = 4.00 in. Base Live Load = Floor Collateral = Steel Beam wt/ft = 100.0 psf 5.0 psf 44.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 54.62 psf 259.0 sq ft 8.7 % 40.0 % 91.3 psf 0.67 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 84.0 b2 = 111.0 Use b = 84.0 n = 9 (b/n)eff= 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 19.5 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 65.4 k -ft 115.3 k -ft 180.8 k -ft 2.50 in. 2.75 in. 64.7 in3 26.2 in3 Trial Section: W21x44 Sx = 81.6 Depth = 20.66 in. Ix = 843 tf = 0.45 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 121.2 depth tot = 24.66 in. tr = 2,262 y bar b = 18.67 in. Check Concrete stress: Allowable fc = S t = I tr/ (d -y bar b) = 377.8 fc = 0.41 ksi okay 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead load = M1 x 12 / Ss = 9.6 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 21.0 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 1.23 in. DL Deflection = (M1xLxL) / (161x Is) = 0.66 in. okay LL Deflection = (M2xLxL) / (161 x It) = 0.43 in. okay Page 1 of 2 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B45 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.13 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 267.8 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 267.8 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 325 kips (Formula 14-2) 23.3 x 2 = 47 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 47 0.75 in. diam.x 3.0 in. studs Page 2 of 2 25 studs • Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 — ©0 Ref. Grid Line : Refer mark 9645 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X44 CONNECTED TO W 21X62 Member = W 21X44 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = No. of shear planes = Beam Fy = Beam Fu = 50 ksi 65 ksi 8 1 Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.350 in. 1.00 18.00 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 163.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 120.5 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) 126.0 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 19.5 1 74.21 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9B45 on Erection dwg. El Customer Dwg. No : A 2.2 6--)0) BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X44 CONNECTED TO W 24X76 Member = W 21X44 Length = ft. Web tk. = 0.350 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 19.16 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 163.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 120.5 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 134.1 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 19.5 74.2 kips CONNECTION OKAY. kips ' :ti.tii:i.iwSi.S..l.0 ••v '.::.aL/:i:IS..' So Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Main Floor Beams Refer mark 9B46 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = 28.0 ft Concrete fc = 3.0 ksi Bm Spac-Design = 0.83 ft Steel Fy = 50.0 ksi Bm Spac-Load = 18.37 ft Decking thickness = 1.5 in. Max. Slab thickness : 4.00 in. Slab conc/deck DL = 48.33 psf Slab design thick. = 4.00 in. Conc.+ Beam DL = 51.71 psf Floor area supported = 514.4 sq ft Base Live Load = 100.0 psf Code area % reductior 29.1 % Floor Collateral = 5.0 psf Code max. reduction = 40.0 % Steel Beam wt/ft = 62.0 plf Reduced Floor LL = 70.9 psf Floor LL+ Coll.DL = 1.39 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 84.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 20.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 93.1 k -ft 136.6 k -ft 229.6 k -ft 2.50 in. 2.75 in. 82.3 in3 37.2 in3 Trial Section: W21x62 Sx = 127.0 Depth = 20.99 in. Ix = 1,330 tf = 0.615 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 84.3 depth tot = 24.99 in. tr = 1,122 y bar b = 13.31 in. Check Concrete stress: St = Itr/(d - y barb) = fc = 1.89 ksi Allowable fc = 96.1 No Good 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead load = M1 x 12 / Ss = 8.8 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 28.2 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 0.93 in. DL Deflection = (M1xLxL) / (161x Is) = 0.34 in. okay LL Deflection = (M2xLxL) / (161 x Itr) = 0.59 in. okay Page 1 of 2 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 -S I COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B46 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.54 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips Horizontal Shear (steel) = Vh2 = Use smaller Vh = 31.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 458 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 19 0.75 in. diam.x 3.0 in. studs Page 2 of 2 19 studs Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9B46 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X62 CONNECTED TO COLUMN Member = W 21X62 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 4 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.400 in. 1.00 0.00 in. 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 23.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 37.1 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 93.6 kips Bearing Capacity for Bolts on Plate = * 72.3 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 47.3 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 84.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 12.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 20.1 37.1 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Main Floor Beam Refer mark 9B47 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 28.0 ft 0.83 ft 18.37 ft 6.25 in. 4.00 in. 100.0 psf 5.0 psf 50.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 75.52 psf 78.24 psf 514.4 sq ft 29.1 40.0 % 70.9 psf 1.39 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 84.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 20.4 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 140.9 k -ft 136.6 k -ft 277.4 k -ft 2.50 in. 2.75 in. 99.4 in3 56.3 in3 Trial Section: W24x62 Sx = 131.0 Depth = 23.74 in. Ix = 1,550 tf = 0.59 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 88.2 depth tot = 29.99 in. 1 tr = 1,327 y bar b = 15.05 in. Check Concrete stress: S t = I tr / (d - y bar b) = fc = 2.05 ksi Check Steel stress: Allowable fc = 88.9 No Good Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 12.9 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 31.5 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.44 in. LL Deflection = (M2xLxL) / (161 x It) = 0.50 in. Page 1 of 2 a...... .✓.: ti 4.. n... � ib....:1'f:�Khi�iwT+�tW.'r:�'•�, W:...+WLJ 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.93 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/2012003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B47 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.48 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 31.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 455 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 19 0.75 in. diam.x 3.0 in. studs Page 2 of 2 19 studs Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9B47 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X62 CONNECTED TO COLUMN Member = W 24X62 Length = ft. Web tk. = 0.430 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 15.00 No. of Bolts = 5 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 29.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 46.4 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 125.8 kips Bearing Capacity for Bolts on Plate = * 91.9 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 59.1 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 106.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = 20.4 1 46.41 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9848 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = 37.0 ft 7.0 ft 1.5 in. 6.25 in. 4.00 in. Concrete fc = Steel Fy = 3.0 ksi 50.0 ksi Slab conc/deck DL = 75.52 psf Conc.+ Beam DL = 82.66 psf Floor area supported = 259.0 sq ft Base Live Load = 100.0 psf Code area % reductior 8.7 % Floor Collateral = 5.0 psf Code max. reduction = 40.0 % Steel Beam wt/ft = 50.0 plf Reduced Floor LL = 91.3 psf Floor LL+ CoII.DL = 0.67 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 84.0 b2 = 111.0 Use b = 84.0 n = 9 (b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 23.2 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 99.0 k -ft 115.3 k -ft 214.4 k -ft 2.50 in. 2.75 in. 76.8 in3 39.6 in3 Trial Section: W21x50 Sx = 94.5 Depth = 20.83 in. Ix = 984 tf = 0.535 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 137.3 depth tot = 27.08 in. 1 tr = 2,536 y bar b = 18.47 in. Check Concrete stress: St = Itr/(d-ybarb) = fc = 0.52 ksi Check Steel stress: Allowable fc = 294.6 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 12.6 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 22.7 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.86 in. LL Deflection = (M2xLxL) / (161 x It) = 0.39 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.23 in. okay okay Metallic Building Company Job No. 208013 "S Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9848 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.34 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) Vh1 = 267.8 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 267.8 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 368 kips (Formula 14-2) 23.3 x 2 = 47 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 47 0.75 in. diam.x 3.0 in. studs Page 2 of 2 am..;.:. 25 studs Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line :Refer mark 9B48 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: Member = W 21X50 Length = ft. Web tk. = Composite design? No If yes, cust. Toad factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = 0.380 in. 1.00 19.30 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Beating Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 74.2 kips (No.bolts x Shear/bolt x No.shear planes) 177.8 kips 0.0 kips 120.5 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) 146.7 kips (Net area x 0.4Fy) 95.7 kips 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 23.2 MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = kips Page 1 74.2 CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Main Floor Beams Refer mark 9B51 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = 28.0 ft Beam Spacing = 37.00 ft Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 76.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 50.39 psf 1036.0 sq ft 70.9 % 40.0 % 60.0 psf 2.41 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 444.0 b2 = 84.0 Use b = 84.0 n = 9 (b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 59.8 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 182.7 k -ft 235.7 k -ft 418.4 k -ft 2.50 in. 2.75 in. 149.9 in3 73.1 in3 Trial Section: W24x76 Sx = 176 Depth = 23.92 in. Ix = 2,100 tf = 0.68 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 234.6 depth tot = 27.92 in. tr = 4,553 y bar b = 19.41 in. Check Concrete stress: S t = I tr / (d - y barb) = fc = 0.59 ksi Allowable fc = 535.0 okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 12.5 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 24.5 ksi Check Deflection: DL Def Allowable (assumed) _ LL Def Allowable = (L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.42 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.25 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.93 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B51 on Erection dwg. E 1 Z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z. Diameter of stud = 0.75 in. (0.75 maximum with decking) '4 4.12 JU Maximum stud diameter if stud not over web = v O 2.5 X tf = 1.70 in. > Stud diameter used okay co w J Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) ut Vh1 = 267.8 kips w 0 Horizontal Shear (steel ) = Vh2 = 560 kips (Formula 14-2) ga co 0 _a E- _ Shear per stud = q = 11.5 kips Z F' 1- O Z E— Use smaller Vh = 267.8 kips Minimum No. of studs for shear = 23.3 x 2 = 47 studs wjii D p' co Max. stud space = 8 x conrete depth = 20 in. 0 — With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. 19 studs z W U' H LI Use : 47 0.75 in. diam.x 3.0 in. studs z tii U =` O H. Page 2 of 2 awit• 6.141,4a4;44: Z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 _ Date : 08-16-03 I Ref. Grid Line : Refer mark 9B51 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X76 CONNECTED TO COLUMN Member = W 24X76 Length = ft. Web tk. = 0.440 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 21.00 No. of Bolts = 7 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 41.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 64.9 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 180.2 kips 131.0 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 82.7 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 150.9 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 60.0 64.9 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Main Floor Beams Refer mark 9B52 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 28.0 ft 28.31 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 76.0 plf Conc section b = beam spacing with b1 = 339.7 b2 = n= 9 Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = max. 1/4 x span (convert to i 84.0 Use b = ( b/n )eff = M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 46.0 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 3.0 ksi 50.0 ksi 48.33 psf 51.02 psf 792.7 sq ft 51.4 % 40.0 % 60.0 psf 1.84 klf nches) 84.0 9.3 141.5 k -ft 180.3 k -ft 321.9 k -ft 2.50 in. 2.75 in. 115.3 in3 56.6 in3 Trial Section: W24x76 Sx = 176 Depth = 23.92 in. Ix = 2,100 tf = 0.68 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 234.6 depth tot = 27.92 in. tr = 4,553 y bar b = 19.41 in. Check Concrete stress: St = Itr/(d - y barb) = fc = 0.45 ksi Check Steel stress: Allowable fc = 535.0 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.7 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.9 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.33 in. LL Deflection = (M2xLxL) / (161 x It) = 0.19 in. Page 1 of 2 ._,. „:,�'::a:;� `:.;:';F; a:-�;wri':::�t:,�9�•��Ts�; �tceiaet 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.93 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction 1 Starfire Sports Date: 8123/2003 COMPOSITE FLOOR DESIGN wl FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B52 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 Diameter of stud = 0.75 in. (0.75 maximum with decking) w �Q�, V. Maximum stud diameter if stud not over web = 2.5 X tf = 1.70 in. > Stud diameter used okay 00 Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) w = 1. - Vhf = 267.8 kips Nu- uJ O Horizontal Shear (steel ) = Vh2 = 560 kips (Formula 14-2) J Use smaller Vh = 267.8 kips = a I -w Shear per stud = q = 11.5 kips zi— i— 0 z I - Minimum No. of studs for shear = 23.3 x 2 = 47 studs w uj Dp Max. stud space = 8 x conrete depth = 20 in. p m With 6" rib spacing, max. no. of ribs = 3 0 H Use max. stud spacing in ribs = 18 in. 19 studs= U I- II- O ..z w U= O~ Use : 47 0.75 in. diam.x 3.0 in. studs Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 6) -9 4 -- i4 - Ref. Grid Line : Refer mark 9B52 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X76 CONNECTED TO W 24X55 Member = W 24X76 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 10 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 32.0 in. Weld size = 0.440 in. 1.00 20.57 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 92.7 kips (No.bolts x Shear/bolt x No.shear planes) 257.4 kips 0.0 kips 153.2 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 113.5 kips (Net area w/o bolts x 0.3Fu x 2 angles) 181.0 kips (Net area x 0.4Fy) 117.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 14.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 46.0 92.7 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9B52 on Erection dwg. El Customer Dwg. No : A 2.2 6-19)S BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X76 CONNECTED TO COLUMN Member = W 24X76 Length = Composite design? No Flange coped? No If top flange coped, see check of web Double Angles : Single Shear Plate : No. of Bolts = 10 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = ft. Web tk. = 0.440 in. If yes, cust. load factor = 1.00 Web depth after cope = 0.00 in. shear and block shear on next page. Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 32.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 92.7 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 257.4 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 153.2 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 113.5 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 117.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 14.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 46.0 92.7 kips CONNECTION OKAY. kips wmrw'ex::eY: x:.;ur�h;�yriws' ::;�a.eGe,.�.•.: it,.,.+ir:Y JOB TITLE S L=A 60A.) co•, ijr .5.7714../Q14.6 s Pf/Z7J DESCRIPTION REFER J P 9053 0AI 7CEc riOA/ E1 ' 261 L et/6 L , w?( BEA,/ on) LINE 4- P- 38.1' 01-4 chva- cs= 7.25x O./60 = /./6 .,//c1.7 P zo ,1 4-J-. • •:SOB NO. fXL- 26.6/ QUOTE NO. DESIGNED BYC ye'vc y CHK'D BY DATE 8-'23 0 SHEET NO. 3 • /9.6 x38, / 26' 6 x1.16 = 43.5" RA = . Zs� s 2 G-‘ V= 0 Ar Lo /Y) so) 4-3.5 x7 - J.t6�z : 276, 1 x - F4'. Li 6 STEL w/o Com Pasire : CoNc //E4,0 W 24 x 55- 4= 2 9. r 30.o Z Wrx. 00 coO J WO gQ. co Z Cy w z� I— O WILI I- np U O� I - w u. . Z U� E-_ Off" z Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B53 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 m z.. ITI Diameter of stud = 0.75 in. (0.75 maximum with decking) r n Maximum stud diameter if stud not over web = v 0 2.5 X tf = 1.26 in. > Stud diameter used okay 0 0 w= Total Horizontal Shear (Concrete)= Vh1 = 0.85 fc Ac / 2 u (Formula 14-1) � u. Vh1 = 253.4 kips w 0 Horizontal Shear (steel ) = Vh2 = 405 kips (Formula 14-2) g Q Use smaller Vh = 253.4 kips =a 1.w zm Shear per stud = q = 11.5 kips H 0 z f - w Minimum No. of studs for shear = 22.0 x 2 = 45 studs g D :0 co Max. stud space = 8 x conrete depth = 20 in. 0 H With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 18 studs m o LI O ..z M ',nay /1,4.c)- St a,7, . — -.3g, / x a • a.s. 1 - 1. /6, X. /3 • .2 5 x Q__-__� S y- 4:3-5 X /3 --Z5 02.4 O I -- Z __.Use : 45 0.75 in. diam.x 3.0 in. studs 423G• 4a. ,16. ✓Nr7 @ ,cam,, o,--6- ed.- 0c..ci. fp t . _ 02 7 G • / k it- St-,- = o236- tfaz,c l .1 00-. 6 h' cf1 .) .Ss ,. / / .4 u, 3 O. 67 Yj /3 = 56- _ 8 • G2 ,- O. 74 sg /it /u bz = At[mie,— / 45 0276•%c o.7 /9 m C.''` _—___.----___---• ,r...._...._..__._ - _ _._,....._..._...,.-.---• 173 —/ 0•7e1- I ,1 r� - 0. 75'' x •O `s Lu.cQs . Page 1 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 —°)S Date : 08-15-03 Ref. Grid Line : Refer mark 9B53 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X55 CONNECTED TO COLUMN Member = W 24X55 Length = ft. Web tk. = 0.395 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 18.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 35.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 138.6 kips Bearing Capacity for Bolts on Plate = * 111.5 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 70.9 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 128.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 44.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9654 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = b1 = 84.0 b2 = n= 9 21.1 ft 7.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 5.0 22.0 psf psf pif Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 51.48 psf 147.9 sq ft -0.2 % 40.0 % 100.2 psf 0.74 klf beam spacing with max. 1/4 x span (convert to inches) 63.4 Use b = 63.4 (b/n)eff= 7.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 11.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 17.60 20.1 k -ft 41.1 k -ft 61.2 k -ft 2.50 in. 2.75 in. 21.9 in3 8.0 in3 Trial Section: W14x22 Sx = 29.0 Depth = 13.74 Ix = 199 tf = 0.335 Properties by interpolation from composite beam table: (page 2-279) S tr = 46.0 depth tot = 17.74 in. tr = 639 ybarb= 13.90 in. Check Concrete stress: Allowable fc = S t = I tr/ (d -y bar b) = 166.2 fc = 0.33 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.3 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 19.0 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) _ DL Deflection = (M1xLxL) / (161x Is) = 0.28 in. LL Deflection = (M2xLxL) / (161 x It) = 0.18 in. Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.70 in. okay okay 6)--°)°) Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B54 on Erection dwg. E 1 C? -foo z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z H Diameter of stud = 0.75 in. (0.75 maximum with decking) '� u Maximum stud diameter if stud not over web = 2.5 X tf = 0.84 in. > Stud diameter used okay u) o CO LLI Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) J 1-- Vhf = 202.0 kips N w0 Horizontal Shear (steel ) = Vh2 = 162 kips (Formula 14-2) g5 u-¢ Use smaller Vh = 162.0 kips = 0 I -W Shear per stud = q = 11.5 kips Z 1.- i- 0 Z i - Minimum No. of studs for shear = 14.1 x 2 = 29 studs W uj U 0, Max. stud space = 8 x conrete depth = 20 in. p 52, With 6" rib spacing, max. no. of ribs = 3 0 1 - Use Use max. stud spacing in ribs = 18 in. 15 studs = W u- - I Use : 29 0.75 in. diam.x 3.0 in. studs - 0 wN U r O H Page 2 of 2 Z Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9854 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X22 CONNECTED TO W 24X55 & W 24X76 Member = W 14X22 Length = ft. Web tk. = 0.230 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 12.24 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 80.7 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 56.3 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 11.6 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B55 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 17.4 ft 7.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 5.0 22.0 psf psf plf Conc section b = beam spacing with max. b1 = 84.0 b2 = 52. n= 9 Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 51.48 psf 121.6 sq ft -2.3 % 40.0 % 102.3 psf 0.75 kif 1/4 x span (convert to inches) 1 Use b = 52.1 (b/n)eff= 5.8 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 9.7 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 14.48 13.6 k -ft 28.3 k -ft 41.9 k -ft 2.50 in. 2.75 in. 15.0 in3 5.4 in3 Trial Section: W14x22 Sx = 29.0 Depth = 13.74 Ix = 199 tf = 0.335 Properties by interpolation from composite beam table: (page 2-279) S tr = 45.5 depth tot = 17.74 in. tr = 617 y bar b = 13.56 in. Check Concrete stress: Allowable fc = St = I tr / (d - y barb) = 147.5 fc = 0.26 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 5.6 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 13.1 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.13 in. LL Deflection = (M2xLxL) / (161 x It) = 0.09 in. Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.58 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B55 on Erection dwg. E 1 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 1 z Diameter of stud = 0.75 in. (0.75 maximum with decking) CQQ l JU Maximum stud diameter if stud not over web = V O 2.5 X tf = 0.84 in. > Stud diameter used okay N W J H Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) N LL Vhf = 166.1 kips w 0 2 Horizontal Shear (steel ) = Vh2 = 162 kips (Formula 14-2) g Q P Use smaller Vh = 162.0 kips = a I- al Shear per stud = q = 11.5 kips Z H I- O z I - Minimum No. of studs for shear = 14.1 x 2 = 29 studs w w U 0 Max. stud space = 8 x conrete depth = 20 in. O — With 6" rib spacing, max. no. of ribs = 3 L iu Use max. stud spacing in ribs = 18 in. 12 studs s v. F - Use : 29 0.75 in. diam.x 3.0 in. studs z WZ 0- O I - Z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 l� Ref. Grid Line : Refer mark 9B55 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X22 CONNECTED TO BUILT-UP 8 W 24X55 Member = W 14X22 Length = ft. Web tk. = 0.230 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 12.24 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 80.7 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = . 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 56.3 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 9.7 55.6 kips CONNECTION OKAY. 6l. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Main Floor Beams Refer mark 9B56 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 28.0 19.25 1.5 4.00 4.00 ft ft in. in. in. Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 51.19 psf 539.0 sq ft 100.0 31.1 % 5.0 40.0 % 55.0 68.9 psf 1.42 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 231.0 b2 = 84.0 Use b = 84.0 n = 9 (b/n )eff = 9.3 psf psf plf M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 33.7 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = A ctr = (b / n) t = 23.33 96.6 k -ft 139.4 k -ft 235.9 k -ft 2.50 in. 2.75 in. 84.5 in3 38.6 in3 Trial Section: W24x55 Sx = 114 Depth = 23.57 in. Ix = 1,350 tf = 0.505 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 165.4 depth tot = 27.57 in. tr = 3,355 y bar b = 20.28 in. Check Concrete stress: Allowable fc = St = I tr / (d - y barb) = 460.3 fc = 0.40 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 10.2 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 20.3 Check Deflection: DL Def Allowable (assumed) _ LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.35 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.20 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.93 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B56 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.26 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vhf = 267.8 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 267.8 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 405 kips (Formula 14-2) 23.3 x 2 = 47 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 47 0.75 in. diam.x 3.0 in. studs Page 2 of 2 19 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 L� —107 Date : 08-16-03 Ref. Grid Line : Refer mark 9B56 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X55 CONNECTED TO COLUMN Member = W 24X55 Length = ft. Web tk. = 0.395 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = . 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 14.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 10 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 32.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 92.7 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = • 231.1 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 153.2 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 113.5 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 117.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 34.0 92.7 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B56 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X55 CONNECTED TO W 24X94 Member = W 24X55 Length = Composite design? Flange coped? No Yes ft. Web tk. = 0.395 in. If yes, cust. Toad factor = 1.00 Web depth after cope = 20.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 10 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 32.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) _ kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 92.7 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 231.1 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 153.2 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 113.5 kips (Net area w/o bolts x 0.3Fu x 2 angles) 158.0 kips (Net area x 0.4Fy) 117.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 44. 14.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 34.0 92.7 kips CONNECTION OKAY. kips JOB TITLE DESCRIPTION (1I6i ZoBo/3 S 1M 6p Go'Nsr / S r41 ,ci/L!� sAra75, QUOTE NO. 1426FE-ye /v7j x- ?.8 7 ay k ccx-r o Av ,7D(..)6... 5J DESIGNED BY "1"i? CHICD BY DATE g 2.3•.° 3 SHEET NO 9-'6" L v&c. -oiv L . ' e . 3 FAar+i B -/ too C•3 . R. 33.-2k L.= 37.0' cs =- . 14.0 X o,i/o = .2 1..1' 2"!. a / 1.. Ar LANE .434 /2..G = 3G.5S x /49;6 2 - 1.12 x = 501,511-P7* W z4 x 94 /''1 x iZ = 27.1 xst 3o, o 2 •37,o' R t 2 : Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B57 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.75 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) Vh1 = 267.7 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 267.7 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 692.5 kips (Formula 14-2) 23.3 x 2 = 47 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 47 0.75 in. diam.x 3.0 in. studs m0, c /�'�-�.d�st�A�L = .36.55 x /8.5 — /-l02.X e hoos:L. ,5- 0 5 1V-6- �4- s .1.e'S.\<1,•Z /7.55 = 0202 cn3 °` 7 25 studs / 1 13 ,61--I ( -HO 454.5,c�f�. 7 0.78 1 ,5 0. - Page 1 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 (4 f' Date : 08-15-03 Ref. Grid Line:Refer mark 9B57 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X94 CONNECTED TO COLUMN Member = W 24X94 Length = ft. Web tk. = 0.515 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 18.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 35.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 180.8 kips Bearing Capacity for Bolts on Plate = * 111.5 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 70.9 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 128.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 39.0 55.6 kips CONNECTION OKAY. kips 41. Vol... i.,'?ka..+34a, Aw ....aiuv Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Main Floor Beams Refer mark 9B58 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 38.5 ft 7.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 44.0 plf Conc section b = beam spacing with b1 = 84.0 b2 = n= 9 Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = max. 1/4 x span (convert to i 115.5 Use b = (b/n)eff= M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 20.2 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 3.0 ksi 50.0 ksi 48.33 psf 54.62 psf 269.5 sq ft 9.6 % 40.0 % 90.4 psf 0.67 klf nches) 84.0 9.3 70.8 k -ft 123.8 k -ft 194.6 k -ft 2.50 in. 2.75 in. 69.7 in3 28.3 in3 Trial Section: W21x44 Sx = 81.6 Depth = 20.66 in. Ix = 843 tf = 0.45 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 121.2 depth tot = 24.66 in. tr = 2,262 y bar b = 18.67 in. Check Concrete stress: Allowable fc = S t = I tr/ (d - y bar b) = 377.8 fc = 0.44 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 10.4 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 22.7 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.77 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.50 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.28 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B58 on Erection dwg. E 1 (1 -I 13 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 1 I. Diameter of stud = 0.75 in. (0.75 maximum with decking) re w Maximum stud diameter if stud not over web = _1 2.5 X tf = 1.13 in. > Stud diameter used okay 0 0 U)w ILI Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) H Vhf = 267.8 kips N w0 Horizontal Shear (steel ) = Vh2 = 325 kips (Formula 14-2) u_Q Use smaller Vh = 267.8 kips = d. I- 11-1 Shear per stud = q = 11.5 kips z H F- O Minimum No. of studs for shear = 23.3 x 2 = 47 studs w w Dp Max. stud space = 8 x conrete depth = 20 in. O cn With 6" rib spacing, max. no. of ribs = 3 o F -- Use Use max. stud spacing in ribs = 18 in. 26 studs LU iii = o Use : 47 0.75 in. diam.x 3.0 in. studs u' O di co UN — _ O /— Page Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B58 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X44 CONNECTED TO W 24X76 8 BUILT-UP BEAM Member = W 21X44 Length = ft. Web tk. = 0.350 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 19.16 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 163.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 120.5 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) 134.1 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 :.`: �. ,.. .. ...,... +: .�. i.. .'.+ .:.i .7.:... iw.: ,.r;. .:..esC'k�.. aSir:a•..",1}xt6 :uFrt'o ii�e:.',..:t"zynui r.JYya�W:..J. .c:.tci, ..,o::: 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 20.0 74.2 kips CONNECTION OKAY. kips �4- Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B58 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X44 CONNECTED TO COLUMN Member = W 21X44 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. 0.350 in. 1.00 0.00 in. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 12.00 No. of Bolts = 4 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 23.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 37.1 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 81.9 kips 72.3 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 'Wedge dist.) Shear Capacity for Single Plate = 47.3 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 84.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 20.0 37.1 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9B58 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X44 CONNECTED TO BUILT-UP BEAM @ EL 8'-11" Member = W 21X44 Length = ft. Web tk. = 0.350 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 16.66 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 11.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 8 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 26.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = (Fp = 1.2 Fu x diam.) 163.8 kips 0.0 kips 120.5 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 116.6 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 20.0 74.2 kips CONNECTION OKAY. kips nc, Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beam Refer mark 9B59 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 37.0 ft 0.83 ft 4.15 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 35.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Coll.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 56.77 psf 153.6 sq ft 0.3 % 40.0 % 99.7 psf 0.43 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 111.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 8.9 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 40.3 k -ft 74.4 k -ft 114.7 k -ft 2.50 in. 2.75 in. 41.1 in3 16.1 in3 Trial Section: W18x35 Sx = 57.6 Depth = 17.70 in. Ix = 510 tf = 0.425 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 42.2 depth tot = 21.70 in. tr = 535 y bar b = 12.68 in. Check Concrete stress: S t = I tr/ (d - y barb) = fc = 1.67 ksi Allowable fc = 59.4 No Good 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead load = M1 x 12 / Ss = 8.4 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 29.5 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 1.23 in. DL Deflection = (M1xLxL) / (161x Is) = 0.67 in. okay LL Deflection = (M2xLxL) / (161 x Itr) = 1.18 in. okay Page 1 of 2 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B59 on Erection dwg. E 1 Z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 0-- w Diameter of stud = 0.75 in. (0.75 maximum with decking) re 2 Maximum stud diameter if stud not over web = v p 2.5 X tf = 1.06 in. > Stud diameter used okay co W w= Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) u .. Vh1 = 31.9 kips w 0. Horizontal Shear (steel ) = Vh2 = 258 kips (Formula 14-2) g N a Use smaller Vh = 31.9 kips = tw - _ Shear per stud = q = 11.5 kips z H - HO Z F-. Minimum No. of studs for shear = 2.8 x 2 = 6 studs 2 D U� Max. stud space = 8 x conrete depth = 20 in. OD H With 6" rib spacing, max. no. of ribs = 3 — Use max. stud spacing in ribs = 18 in. 25 studs 2 v' tL O: Use : 25 0.75 in. diam.x 3.0 in. studsZ Ili H O . Page 2 of 2 Z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line : Refer mark 9B59 on Erection dwg. El Customer Dwg. No : A 2.2 c-1 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 18X35 CONNECTED TO COLUMN Member = W 18X35 Length = ft. Web tk. = Composite design? No If yes, cust. Toad factor = Flange coped? No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.300 in. 1.00 0.00 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 140.4 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 120.5 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 9.0 74.2 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B60 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 24.0 ft 7.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 52.05 psf 168.0 sq ft 1.4 % 40.0 % 98.6 psf 0.72 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 84.0 b2 = 72.0 Use b = 72.0 n = 9 (b/n )eff = 8.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 13.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 20.00 26.2 k -ft 52.2 k -ft 78.4 k -ft 2.50 in. 2.75 in. 28.1 in3 10.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.7 depth tot = 19.69 in. tr = 927 ybarb= 15.51 in. Check Concrete stress: Allowable fc = St = I tr / (d -ybarb) = 221.8 fc = 0.31 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.2 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.7 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.31 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.20 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay C� -I-2fs Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B60 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 229.5 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 192.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 16.7 x 2 = 34 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 34 0.75 in. diam.x 3.0 in. studs Page 2 of 2 17 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9860 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Z Then the minimum load capacity of the connections will be checked with regard = t,,; for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. 1I— Z Other than titles, most of the items shown in bold face are input data. Q JU 00 FRAMED CONNECTION MEMBER SIZES: tu • W 16X26 CONNECTED TO BUILT-UP BEAM ....1H ....1Member = W 16X26 Length = ft. Web tk. = 0.250 in. u_ Composite design? No If yes, cust. Toad factor = 1.00 u1 O Flange coped? Yes Web depth after cope = 14.69 in. Q If top flange coped, see check of web shear and block shear on next page. Q u) Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 H W Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00Z H I-- 0 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips w uj No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi U N Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi p 1- Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. S W 1-- H CALCULATION FOR LOAD CAPACITY REQUIRED: u_ O Max. allowable load (AISC Part 2) = 0.0 kips ill Z U= Required Design End Reaction = 13.0 kips 0 E - CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 55.6 kips CONNECTION OKAY. Z Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 Ref. Grid Line : Refer mark 9B60 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 27.8 kips (No.bolts x Shear/bolt x No.shear planes) 43.9 kips 52.7 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 • 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 13.0 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9B61 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. _ Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 24.0 ft 1.00 ft 3.50 ft 9.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 108.75 psf 116.18 psf 84.0 sq ft 0.0 % 40.0 % 100.0 psf 0.37 klf = beam spacing with max. 1/4 x span (convert to inches) 12.0 b2 = 72.0 Use b = 12.0 9 (b/n )eff = 1.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 5.8 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 3.33 29.3 k -ft 26.5 k -ft 55.7 k -ft 2.50 in. 2.75 in. 20.0 in3 11.7 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 35.6 depth tot = 24.69 in. tr = 428 y bar b = 12.03 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 33.8 fc = 1.04 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.1 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.1 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.35 in. LL Deflection = (M2xLxL) / (161 x It) = 0.22 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay --•-.,-.+.v:rva.u,at..;cltn.k<tw�fur ws:u.uPt.+:s�i�j Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9661 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vhf = 38.3 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 38.3 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 3.3 x 2 = 7 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 17 0.75 in. diam.x 3.0 in. studs Page 2 of 2 17 studs 'w,:�.:•Lni:b,:..�....w :ii:•.v«:.u:v.r:�.:wcl+:ct�:.t.�:�i:.u:u;i:.;,"':i:k.:::;:1k�:.;...afs:.,a�,v,i Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B61 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = Composite design? No Flange coped? No If top flange coped, see check of web Double Angles Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = ft. Web tk. = 0.250 in. If yes, cust. Toad factor = 1.00 Web depth after cope = 0.00 in. shear and block shear on next page. Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) * (Calc reduces bearing on one Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) 43.9 kips 52.7 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) or two bolts to allowed value with 1 1/4" edge dist.) 35.4 kips (Net area w/o bolts x 0.4Fy) 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 6.0 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8123/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9662 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = 24.0 ft Beam Spacing = 3.75 ft Decking thickness = 1.5 in. Max. Slab thickness : 9.00 in. Slab design thick. = 4.00 in. Base Live Load = 100.0 psf Floor Collateral = 5.0 psf Steel Beam wt/ft = 26.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 108.75 psf 115.68 psf 90.0 sq ft 0.0 % 40.0 % 100.0 psf 0.39 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 45.0 b2 = 72.0 Use b = 45.0 ( b/n )eff = 5.0 n = 9 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 9.9 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 12.50 31.2 k -ft 28.4 k -ft 59.6 k -ft 2.50 in. 2.75 in. 21.3 in3 12.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 57.9 depth tot = 24.69 in. 1 tr = 832 y bar b = 14.37 in. Check Concrete stress: S t = I tr / (d -y bar b) = fc = 0.47 ksi Check Steel stress: Allowable fc = 80.6 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.8 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 15.6 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.37 in. LL Deflection = (M2xLxL) / (161 x It) = 0.12 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9862 on Erection dwg. E 1 Shear Connectors : Diameter of stud = . Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) Vh1 = 143.4 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 143.4 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 12.5 x 2 = 25 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 25 0.75 in. diam.x 3.0 in. studs Page 2 of 2 17 studs ►za Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 (-7 Ref. Grid Line : Refer mark 9B62 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard Q for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. = Z Other than titles, most of the items shown in bold face are input data. �� W J0 00 FRAMED CONNECTION MEMBER SIZES: co 0 W 16X26 CONNECTED TO BUILT-UP W i Member = W 16X26 Length = ft. Web tk. = 0.250 in. co ~ u_ Composite design? No If yes, cust. load factor = 1.00 W 0 Flange coped? No Web depth after cope = 0.00 in. 2 If top flange coped, see check of web shear and block shear on next page. g Q W Double Angles : Thickness =On.) 0.3125 Depth=(in.) 8.50 = W Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 Z H No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips Z ujO No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi U 0 Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi 0 H 0 Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. 0U.I aj 1— U_ f.): .. Z W UU Required Design End Reaction = 10.0 kips O FZ- Z CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* 87.8 kips 0.0 kips 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 11 . _ ... i ...... .�........ • .. u.. ...... . Y �...., '4' n. 1 �/ k .t�1..:�Y�'•%.4w;z ti: R. 55.6 kips CONNECTION OKAY. Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9B63 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 n= 24.0 ft 3.25 ft 3.75 ft 9.00 in. 4.00 in. 100.0 psf 5.0 psf 31.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 108.75 psf 117.02 psf 90.0 sq ft 0.0 % 40.0 % 100.0 psf 0.39 klf = beam spacing with max. 1/4 x span (convert to inches) 39.0 b2 = 72.0 Use b = 39.0 9 (b/n )eff = 4.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 9.3 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 10.83 31.6 k -ft 28.4 k -ft 59.9 k -ft 2.50 in. 2.75 in. 21.5 in3 12.6 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 57.3 depth tot = 24.69 in. tr = 804 y bar b = 14.03 in. Check Concrete stress: Allowable fc = S t = I tr/ (d -y bar b) = 75.5 fc = 0.50 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.9 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 15.8 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.38 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.13 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B63 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 124.3 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 124.3 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 10.8 x 2 = 22 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 22 0.75 in. diam.x 3.0 in. studs Page 2 of 2 17 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B63 on Erection dwg. El Customer Dwg. No : A 2.2 ( -132. BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = No. of shear planes = Beam Fy = Beam Fu = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) 3 Diameter =(in.) 0.750 Shear = 1 Net area reduction coefficient U = 50 ksi Conn. Plate or Angle Fy = 65 ksi Conn. Plate or Angle Fu = 17.0 in. Weld size = Length of weld on conn.member = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) 27.8 kips (No.bolts x Shear/bolt x No.shear planes) 43.9 kips 52.7 kips 0.0 kips Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = MAXIMUM ALLOWABLE LOAD FOR THIS 35.4 kips (Net area w/o bolts x 0.4Fy) 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 62.6 kips CONNECTION = Page 1 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 9.3 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B70 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = 24.0 Beam Spacing = 7.0 Decking thickness = 1.5 Max. Slab thickness : 4.00 Slab design thick. = 4.00 Base Live Load = Floor Collateral = Steel Beam wt/ft = 100.0 5.0 26.0 ft ft in. in. in. psf psf pif Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Coll.DL = 3.0 ksi 50.0 ksi 48.33 psf 52.05 psf 168.0 sq ft 1.4 % 40.0 % 98.6 psf 0.72 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 84.0 b2 = 72.0 Use b = 72.0 n = 9 (b/n )eff = 8.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 13.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = A ctr = (b / n) t = 20.00 26.2 k -ft 52.2 k -ft 78.4 k -ft 2.50 in. 2.75 in. 28.1 in3 10.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.7 depth tot = 19.69 in. tr = 927 ybarb= 15.51 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 221.8 fc = 0.31 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.2 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.7 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.31 in. LL Deflection = (M2xLxL) / (161 x It) = 0.20 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay �-�33 Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9670 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 229.5 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 192.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 16.7 x 2 = 34 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 34 0.75 in. diam.x 3.0 in. studs Page 2 of 2 17 studs bit--(39- Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 6)--13c Ref. Grid Line : Refer mark 9B70 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard Q for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Z I--' re Other than titles, most of the items shown in bold face are input data. u JO UO CO CD MI J t -- w ° 2 J u_ct Z= t- 1--0 Zi— . O — 12 O 1— W • W 1-- -. • O .. Z W 0 FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = 13.1 kips CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 55.6 kips CONNECTION OKAY. Z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B70 on Erection dwg. El Customer Dwg. No : A 2.2 -13 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = Composite design? No Flange coped? No If top flange coped, see check of web Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = ft. Web tk. = 0.250 in. If yes, cust. Toad factor = 1.00 Web depth after cope = 0.00 in. shear and block shear on next page. Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 27.8 kips (No.bolts x Shear/bolt x No.shear planes) 43.9 kips 52.7 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 13.1 27.8 kips CONNECTION OKAY. kips Metallic Building Company Job No. Seacon Construction 1 Starfire Sports Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B73 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 24.0 ft 5.5 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Conc section b = beam spacing with b1 = 66.2 b2 = n = 9 Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoIl.DL = max. 1/4 x span (convert to i 72.0 Use b = ( b/n )eff = M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 10.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 18.40 3.0 ksi 50.0 ksi 48.33 psf 53.04 psf 132.5 sq ft -1.4 % 40.0 % 101.4 psf 0.59 klf nches) 66.2 7.4 21.1 k -ft 42.3 k -ft 63.4 k -ft 2.50 in. 2.75 in. 22.7 in3 8.4 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.4 depth tot = 19.69 in. I tr = 910 y bar b = 15.31 in. Check Concrete stress: Allowable fc = St = Itr / (d - y bar b) = 207.7 fc = 0.27 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead Toad = M1 x 12 / Ss = 6.6 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 15.1 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.25 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.17 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay - /37 Metallic Building Company Seacon Construction 1 Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B73 on Erection dwg. E 1 � f38 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 Diameter of stud = 0.75 in. (0.75 maximum with decking) 4.- w Maximum stud diameter if stud not over web = 6 c=j > Stud diameter used okayv0co 2.5 X tf = 0.86 in. co w Total Horizontal Shear (Concrete) = Vhl = 0.85 fc Ac / 2 (Formula 14-1) -J H Vhl = 211.1 kips co w w0 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) 2 u_Q Use smaller Vh = 192.0 kips c d =w (- Shear per stud = q = 11.5 kips z H I- 0. Minimum No. of studs for shear = 16.7 x 2 = 34 studs zf- Max. stud space = 8 x conrete depth = 20 in. v N With 6" rib spacing, max. no. of ribs = 3 Op'-' Use max. stud spacing in ribs = 18 in. 17 studs w w =U 1 - Use Use : 34 0.75 in. diam.x 3.0 in. studs Page 2 of 2 z Design by : Mehmood Qureshi Job No : 208013 Project: Starfire Soccer Complex Date : 08-16-03 4-1 3E1 Ref. Grid Line : Refer mark 9B73 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 9.00 No. of Bolts = 3 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 17.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 10.6 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9874 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 24.0 ft 4.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 pif Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction Reduced Floor LL = Floor LL+ ColI.DL = 3.0 ksi 50.0 ksi 48.33 psf 54.83 psf 96.0 sq ft -4.3 40.0 % 104.3 psf 0.44 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 48.0 b2 = 72.0 Use b = 48.0 n = 9 (b/n )eff = 5.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 7.9 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 13.33 15.8 k -ft 31.5 k -ft 47.3 k -ft 2.50 in. 2.75 in. 16.9 in3 6.3 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 58.2 depth tot = 19.69 in. tr = 846 y bar b = 14.54 in. Check Concrete stress: Allowable fc = St = Itr/(d-ybarb) = 164.3 fc = 0.26 ksi okay 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead Toad = M1 x 12 / Ss = 4.9 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 11.4 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 0.80 in. DL Deflection = (M1xLxL) / (161x Is) = 0.19 in. okay LL Deflection = (M2xLxL) / (161 x Itr) = 0.13 in. okay Page 1 of 2 c, (4, ) Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN wl FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9874 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 H z. Diameter of stud = 0.75 in. (0.75 maximum with decking) o: w Maximum stud diameter if stud not over web = -J v 2.5 X tf = 0.86 in. > Stud diameter used okay co p co LU Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) • H Vh1 = 153.0 kips • LL w0 2 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) §J �a Use smaller Vh = 153.0 kips = d. 1- _, Shear per stud = q = 11.5 kips z f- I- O z 1 - Minimum No. of studs for shear = 13.3 x 2 = 27 studs LJJ j D Max. stud space = 8 x conrete depth = 20 in. UO cn With 6" rib spacing, max. no. of ribs = 3 1:31- 111 w Use h - Use max. stud spacing in ribs = 18 in. 17 studs = v Use : 27 0.75 in. diam.x 3.0 in. studs u- O: iii Z, U= O ~' Page 2 of 2 Z Design by : Mehmood Qureshi Project: Starfire Soccer Complex li Job No :208013 "I 2 Date : 08-16-03 Ref. Grid Line : Refer mark 9B74 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard Z for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. ' I Z Other than titles, most of the items shown in bold face are input data.u1 QQ2 J0 UO FRAMED CONNECTION MEMBER SIZES: to 0 W 16X26 CONNECTED TO BUILT-UP BEAM W = Member = W 16X26 Length = ft. Web tk. = 0.250 in. H Composite design? No If yes, cost. load factor = 1.00 W 0 Flange coped? Yes Web depth after cope = 14.69 in. 2 If top flange coped, see check of web shear and block shear on next page. g Q Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 = W Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 I-- x No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips Z O No. of shear planes = 1 Net area reduction coefficient U = 0.85 2 D Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi U 0 Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi 0 D- 20 Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. 0 '— Length U CALCULATION FOR LOAD CAPACITY REQUIRED: 0 Max. allowable Toad (AISC Part 2) = 0.0 kips LI Ili Z 0— Required Design End Reaction = 8.0 kips 0 H' Z CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 55.6 kips CONNECTION OKAY. Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9B75 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 24.0 ft 0.83 ft 2.40 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 30.0 pif = beam spacing 10.0 b2 = 9 Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 60.83 psf 57.6 sq ft 0.0 % 40.0 % 100.0 psf Floor LL+ Coll. DL = 0.25 klf with max. 1/4 x span (convert to inches) 72.0 Use b = 10.0 ( b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 3.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 10.5 k -ft 18.1 k -ft 28.7 k -ft 2.50 in. 2.75 in. 10.3 in3 4.2 in3 Trial Section: W14x30 Sx = 42.0 Depth = 13.84 in. Ix = 291 tf = 0.385 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 31.5 depth tot = 17.84 in. tr = 328 y bar b = 10.42 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 44.2 fc = 0.55 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 3.0 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 9.9 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.13 in. LL Deflection = (M2xLxL) / (161 x It) = 0.20 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B75 on Erection dwg. E 1 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 R 1 H: Diameter of stud = 0.75 in. (0.75 maximum with decking) ,i- w Maximum stud diameter if stud not over web = -J 0 2.5 X tf = 0.96 in. > Stud diameter used okay co o u) w Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) -J 1- Vh1 = 31.9 kips co LL wo 2 Horizontal Shear (steel ) = Vh2 = 221 kips (Formula 14-2) ga5 LL.a Use smaller Vh = 31.9 kips = a ▪ w. Shear per stud = q = 11.5 kips z H I— O Z !— Minimum No. of studs for shear = 2.8 x 2 = 6 studs la D p. Max. stud space = 8 x conrete depth = 20 in. o • En - With 6" rib spacing, max. no. of ribs = 3 o t—'. Use max. stud spacing in ribs = 18 in. 17 studs ww Use : 17 0.75 in. diam.x 3.0 in. studs - 0 WZ 0- 01 - Page 2 of 2 Z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 `T Ref.Grid Line : Refer mark 9B75 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X30 CONNECTED TO BUILT-UP BEAM Member = W 14X30 Length = ft. Web tk. = 0.270 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 11.34 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 94.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 61.2 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 4.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9B80 on Erection dwg. E 2 INPUT DATA: (in bold face) Steel Beam Span = 30.7 ft Bm Spac-Design = 0.83 ft Bm Spac-Load = 2.40 ft Max. Slab thickness : 4.00 in. Slab design thick. = 4.00 in. Base Live Load = Floor Collateral = Steel Beam wt/ft = 100.0 psf 5.0 psf 30.0 plf Concrete f c = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoIl.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 60.83 psf 73.6 sq ft 0.0 % 40.0 % 100.0 psf 0.25 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 92.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 4.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 17.2 k -ft 29.6 k -ft 46.8 k -ft 2.50 in. 2.75 in. 16.8 in3 6.9 in3 Trial Section: W14x30 Sx = 42.0 Depth = 13.84 in. Ix = 291 if = 0.385 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 31.5 depth tot = 17.84 in. tr = 328 y bar b = 10.42 in. Check Concrete stress: Allowable fc = St = Itr/(d - y barb) = 44.2 fc = 0.89 ksi okay 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead Toad = M1 x 12 / Ss = 4.9 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 16.2 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 1.02 in. DL Deflection = (M1xLxL) / (161x Is) = 0.34 in. okay LL Deflection = (M2xLxL) / (161 x Itr) = 0.53 in. okay Page 1 of 2 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9680 on Erection dwg. E 2 - In z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 1 z Diameter of stud = 0.75 in. (0.75 maximum with decking) 4' re w Maximum stud diameter if stud not over web = v 2.5 X tf = 0.96 in. > Stud diameter used okay v p Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) -J H Vh1 = 31.9 kips N ii. wO Horizontal Shear (steel ) = Vh2 = 221 kips (Formula 14-2) u.Q Use smaller Vh = 31.9 kips = a I- Ill Shear per stud = q = 11.5 kips z H I- O Minimum No. of studs for shear = 2.8 x 2 = 6 studs W w, D Max. stud space = 8 x conrete depth = 20 in. 0 cn With 6" rib spacing, max. no. of ribs = 3 c:31— Use I—Use max. stud spacing in ribs = 18 in. 21 studs = v. I- r Use : 21 0.75 in. diam.x 3.0 in. studs - O ..z w U= 0 1- z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 -�' Iks Date : 08-16-03 Ref.Grid Line : Refer mark 9B80 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X30 CONNECTED TO BUILT-UP BEAM Member = W 14X30 Length = ft. Web tk. = 0.270 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 11.34 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 94.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 61.2 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 a 5.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B81 on Erection dwg. E 2 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.7 4.0 1.5 4.00 4.00 ft ft in. in. in. Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = 100.0 Code area % reductior 5.0 Code max. reduction = 26.0 Reduced Floor LL = Floor LL+ CoII.DL = Conc section b = beam spacing with max. 1/4 x span (convert to b1 = 48.0 b2 = 92.0 Use b = n = 9 (b/n )eff = psf psf plf M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 9.9 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 13.33 3.0 ksi 50.0 ksi 48.33 psf 54.83 psf 122.7 sq ft -2.2 % 40.0 % 102.2 psf 0.43 klf inches) 48.0 5.3 25.8 k -ft 50.4 k -ft 76.2 k -ft 2.50 in. 2.75 in. 27.3 in3 10.3 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 58.2 depth tot = 19.69 in. tr = 846 y bar b = 14.54 in. Check Concrete stress: St = I tr / (d -ybarb) = fc = 0.41 ksi Check Steel stress: Allowable fc = 164.3 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.1 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.5 Check Deflection: DL Def Allowable (assumed) _ LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.50 in. LL Deflection = (M2xLxL) / (161 x It) = 0.35 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.02 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B81 on Erection dwg. E 2 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 153.0 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 153.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 13.3 x 2 = 27 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 27 0.75 in. diam.x 3.0 in. studs Page 2 of 2 a:+a ucia 21 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 ( / 5-1 Date : 08-16-03 Ref. Grid Line : Refer mark 9B81 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 10.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B82 on Erection dwg. E 2 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.7 ft 5.5 ft 1.5 in. 4.00 in. 4.00 in. 100.0 5.0 31.0 psf psf pif Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 53.93 psf 169.9 sq ft 1.6 % 40.0 % 98.4 psf 0.57 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 66.5 b2 = 92.0 Use b = 66.5 n = 9 (b/n )eff = 7.4 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 13.4 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 18.47 35.1 k -ft 67.4 k -ft 102.5 k -ft 2.50 in. 2.75 in. 36.7 in3 14.1 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 71.1 depth tot = 19.88 in. tr = 1,073 y bar b= 15.08 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 223.4 fc = 0.40 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.9 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 20.3 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.55 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.37 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.02 in. okay okay z _1- w ret 00 co 0 • LLJ 1 N u- w O 2 g • ciQ z= 1- 0 Z F- uj U 0 O N 0 F- w W II- 16 w Z O ~ z Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B82 on Erection dwg. E 2 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.10 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 211.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 211.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 228 kips (Formula 14-2) 18.4 x 2 = 37 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 37 0.75 in. diam.x 3.0 in. studs Page 2 of 2 21 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 I �� Date : 08-16-03 Ref. Grid Line : Refer mark 9B82 on Erection dwg. E2 Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X31 CONNECTED TO COLUMN Member = W 16x31 Length = ft. Web tk. = 0.275 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 9.00 No. of Bolts = 3 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 17.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 48.3 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 13.4 27.8 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 820/2003 COMPOSITE FLOOR DESIGN wl FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B84 on Erection dwg. E 2 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.7 7.0 1.5 4.00 4.00 100.0 5.0 31.0 ft ft in. in. in. psf psf plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 52.76 psf 214.7 sq ft 5.2 % 40.0 % 94.8 psf 0.70 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 84.0 b2 = 92.0 Use b = 84.0 n = 9 (b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 16.4 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 43.4 k -ft 82.2 k -ft 125.6 k -ft 2.50 in. 2.75 in. 45.0 in3 17.4 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 71.1 depth tot = 19.88 in. tr = 1,126 y bar b = 15.83 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 278.2 fc = 0.39 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 11.0 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 24.9 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.68 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.43 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.02 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Date: 820/2003 Job No. 208013 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B84 on Erection dwg. E 2 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 Diameter of stud = 0.75 in. (0.75 maximum with decking) re 412D Maximum stud diameter if stud not over web = 2.5 X tf = 1.10 in. > Stud diameter used okay co o co Lu J = 1. - Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) co u_ Vh1 = 267.8 kips w 0 2 Horizontal Shear (steel) = Vh2 = 228 kips (Formula 14-2) ga II LL. Q Use smaller Vh = 228.0 kips =a l -w _ Shear per stud = q = 11.5 kips z 1._ F - O. z F— Minimum No. of studs for shear = 19.8 x 2 = 40 studs w ui Dp Max. stud space = 8 x conrete depth = 20 in. UO3 ;O With 6" rib spacing, max. no. of ribs = 3 o H, ui Use max. stud spacing in ribs = 18 in. 21 studs = v" O z w 0— i= H. 0 Use : 40 0.75 in. diam.x 3.0 in. studs Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B84 on Erection dwg. El 8 Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X31 CONNECTED TO BUILT-UP BEAM Member = W 16x31 Length = ft. Web tk. = 0.275 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.88 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 96.5 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 81.8 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 16.4 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 9'-6" Level - Spandrel Floor Beams Refer mark 9887 on Erection dwg. E 2 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. _ Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = beam b1 = 10.0 n = 9 30.7 ft 0.83 ft 4.15 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete f c = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 54.60 psf 127.3 sq ft 0.0 % 40.0 % 100.0 psf 0.44 klf spacing with max. 1/4 x span (convert to inches) b2 = 92.0 Use b = 10.0 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 7.4 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 26.6 k -ft 51.2 k -ft 77.9 k -ft 2.50 in. 2.75 in. 27.9 in3 10.7 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 19.69 in. tr = 357 y bar b = 12.03 in. Check Concrete stress: S t = I tr / (d - y barb) = fc = 1.47 ksi Check Steel stress: Allowable fc = 46.5 No Good Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.3 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 29.1 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.52 in. LL Deflection = (M2xLxL) / (161 x It) = 0.84 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.02 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 9'-6" Level - Spandrel Floor Beams Refer mark 9B87 on Erection dwg. E 2 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 31.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 21 0.75 in. diam.x 3.0 in. studs Page 2 of 2 21 studs s9 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 9B87 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = Composite design? No Flange coped? No If top flange coped, see check of web Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = ft. Web tk. = 0.250 in. If yes, cust. Toad factor = 1.00 Web depth after cope = 0.00 in. shear and block shear on next page. Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) 43.9 kips 52.7 kips 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 7.4 27.8 kips CONNECTION OKAY. kips JOB TITLE 61-%/1 c d Co.A.A.rr P 6ra-73" DESCRIPTION CbAJAIEC-7/ ./4 PA/ I- A/P)/Z G -R/43 bivcs Ca- 9L 69 . . , • t••• ' • • 4013 NO. Z eV QUOTE NO. DESIGNED B‘CHK'D BY DATE g - 2.3 ° SHEET NO A • metallic building company DESIGN CALCULATIONS VOLUME 5, BOOK 2 OF 2 Section H Floor Framing at 21'-6" Level Floor Framing Design Layout Page H-1 Floor Framing Composite Beam Designs Page H-2 M ETAIII E mstdlk edllay nmMny corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 I -I MEZZANINE FLOOR LEVEL - 2 MAIN BEAM DESIGN CALCULATIONS CALCULATIONS FOR SHEAR CONNECTORS CONNECTION DESIGN CALCULATIONS PROJECT :- STARFIRE SOCCER COMPLEX JOB NO :- 0805-208013 AUG 29, 2003 INDEX 1. Extract of Erection Drawing nos. E 3 & E 4. 2. Main Beam Design Calculations. Calculations for Shear Connectors. Connection Design Calculations. .h. ,rra YS�m7:.A'3 •. �19:si�u..ivaailrl �.u++�..w.v...Y'r:wu: File: D03-0170 35mm Drawing #/71g Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B3 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 25.2 ft 7.5 ft Steel Fy = 1.5 in. 4.00 in. 4.00 in. Concrete fc = 100.0 5.0 26.0 psf psf plf Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 51.80 psf 189.0 sq ft 3.1 % 40.0 % 96.9 psf 0.76 klf = beam spacing with max. 1/4 x span (convert to inches) 90.0 b2 = 75.6 Use b = 75.6 9 (b/n )eff = 8.4 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 14.5 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 21.00 30.8 k -ft 60.7 k -ft 91.5 k -ft 2.50 in. 2.75 in. 32.8 in3 12.3 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.9 depth tot = 19.69 in. Itr= 934 ybarb= 15.60 in. Check Concrete stress: Allowable fc = S t = I tr/(d -y bar b) = 228.5 fc = 0.35 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.6 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 21.8 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.40 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.26 in. ksi ksi Page 1 of 2 1.35 • 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.84 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B3 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 = z '~w Diameter of stud = 0.75 in. (0.75 maximum with decking) e: 4 Maximum stud diameter if stud not over web = o O 2.5 X tf = 0.86 in. > Stud diameter used okay to O Lu =. Total Horizontal Shear (Concrete)= Vh1 = 0.85 Pc Ac / 2 J u' (Formula 14-1) N u_ Vh1 = 241.0 kips w O 2 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) g Q Use smaller Vh = 192.0 kips = 0 I -w Shear per stud = q = 11.5 kips z1.- E= 0 zI-. Lu Minimum No. of studs for shear = 16.7 x 2 = 34 studs w 0p Max. stud space = 8 x conrete depth = 20 in. p N With 6" rib spacing, max. no. of ribs = 3 H' Use max. stud spacing in ribs = 18 in. 17 studs H v u_ O Use : 34 0.75 in. diam.x 3.0 in. studs z uJ U =_ O H. z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B3 on Erection dwg. E3 Customer Dwg. No : A 2.3 )-\ BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W 14X30 Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 11.84 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 59.2 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 14.5 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 )4 .. Date : 08-18-03 Ref. Grid Line : Refer mark 2B3 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 14.5 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B4 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 ft 5.1 ft Steel Fy = 1.5 in. 4.00 in. 4.00 in. Concrete fc = 100.0 5.0 26.0 psf psf plf Conc section b = beam spacing with max. 1 b1 = 61.0 b2 = 90.0 n= 9 Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = /4 x span (convert to i Use b = (b/n )eff = M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 12.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 16.93 3.0 ksi 50.0 ksi 48.33 psf 53.45 psf 152.4 sq ft 0.2 % 40.0 % 99.8 psf 0.53 klf nches) 61.0 6.8 30.5 k -ft 59.9 k -ft 90.4 k -ft 2.50 in. 2.75 in. 32.4 in3 12.2 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 if = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.3 depth tot = 19.69 in. 1 tr = 904 y bar b = 15.23 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 202.7 fc = 0.39 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.5 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 21.7 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.57 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.37 in. ksi ksi Page 1 of 2 • VI4 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay H-) o Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B4 on Erection dwg. E 1 z • Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 = Z Diameter of stud = 0.75 in. (0.75 maximum with decking) 6 Maximum stud diameter if stud not over web = v p 2.5 X tf = 0.86 in. > Stud diameter used okay N W WI Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) N 1 Vhf = 194.3 kips w 0 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) g a Use smaller Vh = 192.0 kips EI EI cj w Z Shear per stud = q = 11.5 kips HO z '— Minimum No. of studs for shear = 16.7 x 2 = 34 studs w ujU a Max. stud space = 8 x conrete depth = 20 in. O co With 6" rib spacing, max. no. of ribs = 3 0 �. Use max. stud spacing in ribs = 18 in. 21 studs i v Use : 34 0.75 in. diam.x 3.0 in. studs Z' iii 0- OH z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B4 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM Member = W 16x26 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.250 in. 1.00 14.69 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 12.1 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2B5 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 n= 30.0 ft 0.83 ft 2.70 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 30.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 59.44 psf 81.0 sq ft 0.0 % 40.0 % 100.0 psf 0.28 klf = beam spacing with max. 1/4 x span (convert to inches) 10.0 b2 = 90.0 Use b = 10.0 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 5.0 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 18.1 k -ft 31.9 k -ft 50.0 k -ft 2.50 in. 2.75 in. 17.9 in3 7.2 in3 Trial Section: W14x30 Sx = 42.0 Depth = 13.84 in. Ix = 291 tf = 0.385 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 31.5 depth tot = 17.84 in. tr = 328 y bar b = 10.42 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 44.2 fc = 0.96 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 5.2 fb2 (DL + LL) = fb1 +.M2 x 12 / Str = 17.3 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.35 in. LL Deflection = (M2xLxL) / (161 x It) = 0.54 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B5 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z Diameter of stud = 0.75 in. (0.75 maximum with decking)w Maximum stud diameter if stud not over web = v p 2.5 X tf = 0.96 in. > Stud diameter used okay co O w= Total Horizontal Shear (Concrete)= Vh1 = 0.85 Pc Ac / 2 u_ (Formula 14-1) coN �. Vh1 = 31.9 kips WO 2 27 Horizontal Shear (steel ) = Vh2 = 221 kips (Formula 14-2) g Q w D Use smaller Vh = 31.9 kips H w Z= Shear per stud = q = 11.5 kips H I- O Z F-: Minimum No. of studs for shear = 2.8 x 2 = 6 studs g D U0 Max. stud space = 8 x conrete depth = 20 in.o H With 6" rib spacing, max. no. of ribs = 3 w Use max. stud spacing in ribs = 18 in. 21 studs H 0 H. Use : 21 0.75 in. diam.x 3.0 in. studs w z, 0 z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 ) Date : 08-16-03 Ref. Beam Detail Line:Refer mark 2B5 on Erect. dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X30 CONNECTED TO BUILT-UP BEAM Member = W 14X30 Length = ft. Web tk. = 0.270 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 11.84 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 94.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 63.9 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 5.0 55.6 kips CONNECTION OKAY. to kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN wl FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2B10 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 n= 30.0 ft 0.83 ft 3.81 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Co l.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 55.16 psf 114.2 sq ft 0.0 % 40.0 % 100.0 psf 0.40 klf = beam spacing with max. 1/4 x span (convert to inches) 10.0 b2 = 90.0 Use b = 10.0 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 6.7 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 23.6 k -ft 45.0 k -ft 68.6 k -ft 2.50 in. 2.75 in. 24.6 in3 9.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 19.69 in. tr = 357 y bar b = 12.03 in. Check Concrete stress: S t = I tr/(d -y bar b) = fc = 1.29 ksi Check Steel stress: Allowable fc = 46.5 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead Toad = M1 x 12 / Ss = 7.4 fb2(DL+LL)= fb1 + M2 x 12 / Str = 25.6 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.44 in. LL Deflection = (M2xLxL) / (161 x It) = 0.70 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8123/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B10 on Erection dwg. E 1 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 = F-: Diameter of stud = 0.75 in. (0.75 maximum with decking) ct w Maximum stud diameter if stud not over web = J 0 2.5 X tf = 0.86 in. > Stud diameter used okay 0 0 Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) u) LIJ � F=-. Vh1 = 31.9 kips u) p Lu Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) ga— u.¢ Use smaller Vh = 31.9 kips = CJ 1-w Shear per stud = q = 11.5 kips F- F -O z F - Minimum No. of studs for shear = 2.8 x 2 = 6 studs Wj O ca O -. O 1— Max. stud space = 8 x conrete depth = With 6" rib spacing, max. no. of ribs = Use max. stud spacing in ribs = 20 in. 3 18 in. 21 studs w • w. F- H Use : 21 0.75 in. diam.x 3.0 in. studs LI O Wz O -F.. 0 z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line : Refer mark 2B10 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 9.00 No. of Bolts = 3 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 17.0 in. Weld size = 0.18 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 45.0 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 6.7 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2611 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 ft 7.5 ft 1.5 in. 4.00 in. 4.00 in. Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = 100.0 Code area % reductior 5.0 Code max. reduction = 31.0 Reduced Floor LL = Floor LL+ CoII.DL = Conc section b = beam spacing with max. 1/4 x span (convert to b1 = 90.0 b2 = 90.0 Use b = n = 9 (b/n )eff = psf psf plf M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 17.0 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 25.00 3.0 ksi 50.0 ksi 48.33 psf 52.47 psf 225.0 sq ft 6.0 % 40.0 % 94.0 psf 0.74 klf inches) 90.0 10.0 44.3 k -ft 83.5 k -ft 127.8 k -ft 2.50 in. 2.75 in. 45.8 in3 17.7 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 72.4 depth tot = 19.88 in. tr = 1,142 y bar b = 15.78 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 278.5 fc = 0.40 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 11.3 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 25.1 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.66 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.41 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B11 on Erection dwg. E 3 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.10 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 286.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 228.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 228 kips (Formula 14-2) 19.8 x 2 = 40 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 40 0.75 in. diam.x 3.0 in. studs Page 2 of 2 21 studs 1-1-1°) p ...�,...<.:•,..d atilk;YN:ii.7 `..-'F :.. ,.. .Y �.. ..t:..:�,w,�r^t �P; ':1.��_._:- _ _ ::.Jl.. .w ...,,au.. .�n:c�uil;awv:.JW:«i .u:.tkU.ci.».>:1.; Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2811 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: Member = W 16x31 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.275 in. 1.00 14.88 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 96.5 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 81.8 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 17.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8123/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2812 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wtlft = 30.0 ft 6.5 ft Steel Fy = 1.5 in. 4.00 in. 4.00 in. Concrete fc = 100.0 5.0 31.0 Conc section b = beam spacing b1 = 78.5 b2 = n= 9 psf psf pif Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 53.07 psf 196.2 sq ft 3.7 % 40.0 % 96.3 psf 0.66 klf with max. 1/4 x span (convert to inches) 90.0 Use b = 78.5 ( b/n )eff = 8.7 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 15.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 21.80 39.0 k -ft 74.5 k -ft 113.6 k -ft 2.50 in. 2.75 in. 40.7 in3 15.6 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 71.8 depth tot = 19.88 in. tr = 1,111 y bar b= 15.47 in. Check Concrete stress: Allowable fc = St = Itr/(d-ybarb) = 251.7 fc = 0.39 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load .= M1 x 12 / Ss = 9.9 fb2(DL + LL) = fb1 +M2x12/Str = 22.4 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.58 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.38 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B12 on Erection dwg. E 3 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 'mow Diameter of stud = 0.75 in. (0.75 maximum with decking) W D Maximum stud diameter if stud not over web = v O 2.5 X tf = 1.10 in. > Stud diameter used okay co 0 wi J 1 - Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 250.2 kips w O Horizontal Shear (steel ) = Vh2 = 228 kips (Formula 14-2) g Q co Use smaller Vh = 228.0 kips = a I- III zF. Shear per stud = q = 11.5 kips 1— o z I— w Minimum No. of studs for shear = 19.8 x 2 = 40 studs w U0 Max. stud space = 8 x conrete depth = 20 in. 00 H With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 21 studs H I1' Use : 40 0.75 in. diam.x 3.0 in. studs LL•z o o H z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B12 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. ther than titles, most of the items shown in bold face are input data. Lit N ore %1iZ Con—A) CG7Q.1.1 cZDF i c EE7' Na— J FRAMED CONNECTION MEMBER SIZES: W 16X31 CONNECTED TO BUILT-UP BEAM Member = W 16x31 Length = ft. Web tk. _ Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.275 in. 1.00 14.88 in. 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 30.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* 96.5 kips 111.5 kips 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 54.7 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 81.8 kips (Net area x 0.4Fy) 110.4 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 15.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 15.1 54.7 kips CONNECTION OKAY. kips Metallic Building Company Job No. Seacon Construction / Starfire Sports Date: 208013 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B17 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 n= 30.2 7.5 1.5 4.00 4.00 100.0 5.0 31.0 ft ft in. in. in. psf psf plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ Cotl.DL = 3.0 ksi 50.0 ksi 48.33 psf 52.47 psf 226.5 sq ft 6.1 % 40.0 % 93.9 psf 0.74 klf = beam spacing with max. 1/4 x span (convert to inches) 90.0 b2 = 90.6 Use b = 90.0 9 (b/n )eff = 10.0 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 17.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 25.00 44.9 k -ft 84.5 k -ft 129.4 k -ft 2.50 in. 2.75 in. 46.4 in3 17.9 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 72.4 depth tot = 19.88 in. I tr = 1,142 y bar b = 15.78 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 278.5 fc = 0.40 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 11.4 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 25.4 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.68 in. LL Deflection = (M2xLxL) / (161 x It) = 0.42 in. ksi ksi Page 1 of 2 ,�iF�Fn.'•'i�� �'?n1::i'+c!7:rit:� ��,}�'„'�`e?t;ti;r%a%I+t�ii.i�nu:��li�ilvx� t 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.01 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B17 on Erection dwg. E 3 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.10 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) Vh1 = 286.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 228.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 228 kips (Formula 14-2) 19.8 x 2 = 40 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 40 0.75 in. diam.x 3.0 in. studs Page 2 of 2 21 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B17 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X31 CONNECTED TO W 21X50 & BUILT-UP BEAM Member = W 16x31 Length = ft. Web tk. = 0.275 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.38 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 96.5 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 79.1 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 17.1 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Main Floor Beams Refer mark 2B20 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 0.83 15.62 4.00 4.00 100.0 5.0 50.0 ft ft ft in. in. psf psf pif Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 51.53 psf 468.6 sq ft 25.5 % 40.0 % 74.5 psf 1.24 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 90.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 19.3 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 90.6 k -ft 139.7 k -ft 230.3 k -ft 2.50 in. 2.75 in. 82.5 in3 36.2 in3 Trial Section: W21x50 Sx = 94.5 Depth = 20.83 in. Ix = 984 tf = 0.535 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 65.9 depth tot = 24.83 in. tr = 906 ybarb= 13.74 in. Check Concrete stress: St = Itr/(d-ybarb) = fc = 2.28 ksi Check Steel stress: Allowable fc = 81.7 No Good Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 11.5 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 36.9 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.51 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.86 in. Page 1 of 2 •'%'7-i...1+� ' 'Y;iw i�(:i.�r??;i;-,;t.!.::t; C; K �w,!aui4�s:°.31};.tCi'Stiti�vT4�r.t? 411, 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay )-) to Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2620 on Erection dwg. E 3 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.34 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips Horizontal Shear (steel) = Vh2 = Use smaller Vh = 31.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 368 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 21 0.75 in. diam.x 3.0 in. studs Page 2 of 2 21 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B20 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X50 CONNECTED TO COLUMN Member = W 21X50 Length = Composite design? No Flange coped? No ft. Web tk. = 0.380 in. If yes, cust. load factor = 1.00 Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 4 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 23.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * Shear = 37.1 kips (No.bolts x Shear/bolt x No.shear planes) 88.9 kips 72.3 kips 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 47.3 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 84.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 ... ... .. .. .�.. :..._ .� �.. 1. ... ,i.. .. .+r'..k 7 ...�1.,•..,.1 n.�.,.1..+5 .vSYiryS: tFA}IiOf"'{11N. 0.00 12.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 19.3 37.1 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = b1 = n= 37.2 ft 7.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 44.0 plf 208013 8/23/2003 Refer mark 2B21 on Erection dwg. E 3 Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoIl.DL = 3.0 ksi 50.0 ksi 48.33 psf 54.62 psf 260.4 sq ft 8.8 % 40.0 % 91.2 psf 0.67 kif beam spacing with max. 1/4 x span (convert to inches) 84.0 b2 = 111.6 Use b = 84.0 9 (b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 19.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 66.1 k -ft 116.4 k -ft 182.6 k -ft 2.50 in. 2.75 in. 65.4 in3 26.5 in3 Trial Section: W21x44 Sx = 81.6 Depth = 20.66 in. Ix = 843 tf = 0.45 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 121.2 depth tot = 24.66 in. 1 tr = 2,262 y bar b = 18.67 in. Check Concrete stress: Allowable fc = St = I tr / (d - y barb) = 377.8 fc = 0.41 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead Toad = M1 x 12 / Ss = 9.7 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 21.3 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.67 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.44 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.24 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B21 on Erection dwg. E 3 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 : z H Diameter of stud = 0.75 in. (0.75 maximum with decking) C4 2 Maximum stud diameter if stud not over web = -I 0 2.5 X tf = 1.13 in. > Stud diameter used okay ( o co w WI Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) N t_ Vh1 = 267.8 kips w 0 Horizontal Shear (steel ) = Vh2 = 325 kips (Formula 14-2) ga J u..Q Use smaller Vh = 267.8 kips = d. �w z= Shear per stud = q = 11.5 kips I._ i- O z F - Minimum No. of studs for shear = 23.3 x 2 = 47 studs ? m co Max. stud space = 8 x conrete depth = 20 in. 0 N. With 6" rib spacing, max. no. of ribs = 3 o H Use max. stud spacing in ribs = 18 in. 25 studs = w I- 17-- LIO .. z. w U- 0 I-. Use : 47 0.75 in. diam.x 3.0 in. studs Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B21 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: Member = W 21X44 Length = ft. Web tk. = 0.350 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 18.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 11.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 8 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 26.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 163.8 kips 0.0 kips 120.5 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 126.0 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 20.0 74.2 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2623 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 37.2 ft 1.00 ft 3.50 ft 8.25 in. 4.00 in. 100.0 psf 5.0 psf 44.0 pif Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 99.69 psf 112.26 psf 130.2 sq ft 0.0 % 40.0 % 100.0 psf 0.37 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 12.0 b2 = 111.6 Use b = 12.0 n = 9 (b/n )eff = 1.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 8.9 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 3.33 68.0 k -ft 63.6 k -ft 131.5 k -ft 2.50 in. 2.75 in. 47.1 in3 27.2 in3 Trial Section: W21x44 Sx = 81.6 Depth = 20.66 in. Ix = 843 tf = 0.45 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 69.8 depth tot = 28.91 in. tr = 975 y bar b = 13.95 in. Check Concrete stress: St = Itr/(d - y barb) = fc = 1.30 ksi Check Steel stress: Allowable fc = 65.2 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead Toad = M1 x 12 / Ss = 10.0 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 20.9 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.69 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.56 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.24 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B23 on Erection dwg. E 3 z • Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 '~ da Diameter of stud = 0.75 in. (0.75 maximum with decking) , Maximum stud diameter if stud not over web = 2.5 X tf = 1.13 in. > Stud diameter used okay u) o J Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 38.3 kips w 0 2 Horizontal Shear (steel ) = Vh2 = 325 kips (Formula 14-2) g 5 �Q co Use smaller Vh = 38.3 kips = a I- Ill Shear per stud = q = 11.5 kips z F- O: ZF- Minimum No. of studs for shear = 3.3 x 2 = 7 studs al Max. stud space = 8 x conrete depth = 20 in. 0 D With 6" rib spacing, max. no. of ribs = 3 !— Lu Use max. stud spacing in ribs = 18 in. 25 studs z v Use : 25 0.75 in. diam.x 3.0 in. studs —O w z. 0 Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B23 on Erection dwg. E3 Customer Dwg. No : A 2.3 H3S BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X44 CONNECTED TO COLUMN Member = W 21X44 Length = Composite design? No Flange coped? No If top flange coped, see check of web Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = ft. Web tk. = 0.350 in. If yes, cust. Toad factor = 1.00 Web depth after cope = 0.00 in. shear and block shear on next page. Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 163.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 120.5 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 9.0 r 74.2 kips CONNECTION OKAY. kips p11'�Cdw7.Qi tt iatbWWA.of!rt••...w+ a.x .w.t+n�.t Mki�F%�1iMl M'14MN Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B25 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 37.2 ft 7.0 ft 1.5 in. 8.25 in. 4.00 in. 100.0 5.0 50.0 psf psf plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ ColI.DL = 3.0 ksi 50.0 ksi 99.69 psf 106.83 psf 260.4 sq ft 8.8 % 40.0 % 91.2 psf 0.67 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 84.0 b2 = 111.6 Use b = 84.0 n = 9 (b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 26.4 kips t = slab design thickness w/o deck = • Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 129.4 k -ft 116.4 k -ft 245.8 k -ft 2.50 in. 2.75 in. 88.0 in3 51.7 in3 Trial Section: W21x50 Sx = 94.5 Depth = 20.83 Ix = 984 tf = 0.535 Properties by interpolation from composite beam table: (page 2-279) S tr = 137.3 depth tot = 29.08 in. tr = 2,536 y bar b = 18.47 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 239.0 fc = 0.65 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 16.4 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 26.6 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 1.13 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.39 in. Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.24 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2625 on Erection dwg. E 3 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 = w Diameter of stud 0.75 in. (0.75 maximum with decking) re 1 Maximum stud diameter if stud not over web = o 2.5 X tf = 1.34 in. > Stud diameter used okay N W w = Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) co ~ Vh1 = 267.8 kips w O 2 Horizontal Shear (steel ) = Vh2 = 368 kips (Formula 14-2) g D. Use smaller Vh = 267.8 kips m w 1-- _. Shear per stud = q = 11.5 kips z I— 0 O Z 1- W Minimum No. of studs for shear = 23.3 x 2 = 47 studs g D U 0. Max. stud space = 8 x conrete depth = 20 in. OD H With 6" rib spacing, max. no. of ribs = 3 -- Use max. stud spacing in ribs = 18 in. 25 studs . v LL O Use : 47 0.75 in. diam.x 3.0 in. studs iii z UI O ~. Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 6 Ref. Grid Line : Refer mark 2B25 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X50 CONNECTED TO W 27X94 Member= W 21X50 Length = ft. Web tk. = 0.380 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 19.30 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 11.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 8 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 26.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 177.8 kips 0.0 kips 120.5 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 146.7 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 26.4 74.2 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 j1 -39 Date : 08-16-03 t �� Ref. Grid Line : Refer mark 2B25 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X50 CONNECTED TO BUILT-UP BEAM Member = W 21X50 Length = ft. Web tk. = 0.380 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 17.50 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 11.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 8 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 26.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) 177.8 kips 0.0 kips 120.5 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 133.0 kips (Net area x 0.4Fy) 95.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 . i i., . _,.....� .... � ... , .t. ..., w.. ,. .� � .✓`.a% 3rt'.%:.' .'.,.Y.c,aihw+.J+Y, ..wtticr�,.ti Yw 5 cwt:L..�t.%.+"uW-wruluinn:'iry«. 26.4 1 74.21 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Main Floor Beams Refer mark 2B27 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = 30.0 Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 0.83 27.75 8.25 4.00 100.0 5.0 94.0 ft ft ft in. in. psf psf plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported =- Code Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 99.69 psf 103.07 psf 832.5 sq ft 54.6 % 40.0 % 60.0 psf 1.80 krf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 90.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 28.3 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 321.8 k -ft 202.9 k -ft 524.7 k -ft 2.50 in. 2.75 in. 188.0 in3 128.7 in3 Trial Section: W27x94 Sx = 222.0 Depth = 24.31 in. Ix = 2,700 tf = 0.745 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 122.3 depth tot = 32.56 in. 1 tr = 1,902 y bar b = 15.55 in. Check Concrete stress: St = Itr/(d-ybarb) = fc = 2.42 ksi Check Steel stress: Allowable fc = 111.8 No Good Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fbldeadload=M1x12/Ss= 17.4 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 37.3 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.67 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.60 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B27 on Erection dwg. E 3 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0• Diameter of stud = 0.75 in. (0.75 maximum with decking) '~w• Maximum stud diameter if stud not over web = re 2 v O 2.5 X tf = 1.86 in. > Stud diameter used okay to O w= J H Total Horizontal Shear (Concrete) = Vh1 = 0.85 t'c Ac / 2 (Formula 14-1) co a. Vh1 = 31.9 kips WO 2 Horizontal Shear (steel) = Vh2 = 693 kips (Formula 14-2) g Q tom Use smaller Vh = 31.9 kips = d 1-w Shear per stud = q = 11.5 kips z H f- O Z!- Minimum No. of studs for shear = 2.8 x 2 = 6 studs 2 D; Dp Max. stud space = 8 x conrete depth = 20 in. O 59-, oI-- With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. 21 studs 2 v LL O, Use : 21 0.75 in. diam.x 3.0 in. studs z iii o z Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B27 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 27X94 CONNECTED TO COLUMN Member = W 27X94 Length = Composite design? No Flange coped? No ft. Web tk. = 0.490 in. If yes, cust. load factor = 1.00 Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 5 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 29.0 in. Weld size = 0.0000 Depth=(in.) 0.375 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 46.4 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 143.3 kips Bearing Capacity for Bolts on Plate = * 91.9 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 59.1 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 106.7 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 15.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 28.3 46.4 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/20/2003 COMPOSITE FLOOR DESIGN w1 FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B30 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.0 3.54 1.5 6.00 4.00 100.0 5.0 26.0 ft ft in. in. in. psf psf plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 72.50 psf 79.84 psf 106.2 sq ft -3.5 % 40.0 % 103.5 psf 0.38 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 42.5 b2 = 90.0 Use b = 42.5 n = 9 (b/n )eff = 4.7 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 10.0 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 11.80 31.8 k -ft 43.2 k -ft 75.0 k -ft 2.50 in. 2.75 in. 26.9 in3 12.7 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 Ix = 301 tf = 0.345 Properties by interpolation from composite beam table: (page 2-279) S tr = 57.7 depth tot = 21.69 in. tr = 820 y bar b = 14.23 in. Check Concrete stress: Allowable fc = St = Itr / (d - y bar b) = 110.0 fc = 0.52 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead Toad = M1 x 12 / Ss = 9.9 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.9 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.59 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.29 in. ksi ksi Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2630 on Erection dwg. E 3 z Q Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ,i- w Diameter of stud = 0.75 in. (0.75 maximum with decking) e: g Maximum stud diameter if stud not over web = v O 2.5 X tf = 0.86 in. > Stud diameter used okay w W J= Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) cou Vhf = 135.4 kips w 0 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) u- CoD Use smaller Vh = 135.4 kips =a I -w Z= Shear per stud = q = 11.5 kips H 0 Z I - w uj Minimum No. of studs for shear = 11.8 x 2 = 24 studs ? o 0 Max. stud space = 8 x conrete depth = 20 in. o (22 With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 21 studs_.. v; �O Use : 24 0.75 in. diam.x 3.0 in. studs ti.i z U= O~ Page 2 of 2 ii)..' Z4L1teh4.n:::+.Aa::ui: :.7w6:iai -44•.W.I+.�.i...awwn..r.r • z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B30 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W16X26 Member = W 16x26 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.250 in. 1.00 14.69 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 10.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2B31 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 30.0 1.00 2.50 6.00 4.00 100.0 5.0 26.0 ft ft ft in. in. psf psf plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ ColI.DL = 3.0 ksi 50.0 ksi 1.5 in. 72.50 psf 82.90 psf 75.0 sq ft 0.0 % 40.0 % 100.0 psf 0.26 klf = beam spacing with max. 1/4 x span (convert to inches) 90.0 Use b = 12.0 ( b/n )eff = 1.3 12.0 b2 = 9 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 5.2 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 3.33 23.3 k -ft 29.5 k -ft 52.8 k -ft 2.50 in. 2.75 in. 18.9 in3 9.3 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 35.6 depth tot = 21.69 in. tr = 428 y bar b = 12.03 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 44.3 fc = 0.89 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 7.3 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 17.2 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.43 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.39 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.00 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B31 on Erection dwg. E 3 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ,F- z Z Diameter of stud = 0.75 in. (0.75 maximum with decking) c4 L Maximum stud diameter if stud not over web = U0 2.5 X tf = 0.86 in. > Stud diameter used okay co 0' LU - 1 -- Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) w w Vh 1 = 38.3 kips w O Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) g Q 02 Use smaller Vh = 38.3 kips = w i. Shear per stud = 0 p q = 11.5 kips 1— O z F - w Lu Minimum No. of studs for shear = 3.3 x 2 = 7 studs 2 Q U Max. stud space = 8 x conrete depth = 20 in. - • 0 With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 21 studs = _ lL i= —0 Use : 21 0.75 in. diam.x 3.0 in. studs Z Page 2 of 2 V4,6,141,44 5 n5 w -• 1 O ~ z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B31 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W 16X26 Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 13.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) * (Calc reduces bearing on one Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) or two bolts to allowed value with 1 1/4" edge dist.) 0.0 kips (Net area w/o bolts x 0.4Fy) 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 65.0 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 5.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN wl FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B32 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 14.0 ft 3.54 ft 1.5 in. 6.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete f c = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ ColI.DL = 3.0 ksi 50.0 ksi 72.50 psf 79.84 psf 49.6 sq ft -8.0 % 40.0 % 108.0 psf 0.40 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 42.5 b2 = 42.0 Use b = 42.0 n = 9 (b/n )eff = 4.7 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 4.8 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 11.67 6.9 k -ft 9.8 k -ft 16.7 k -ft 2.50 in. 2.75 in. 6.0 in3 2.8 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 57.6 depth tot = 21.69 in. tr = 818 y bar b= 14.20 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 109.3 fc = 0.12 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 2.2 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 4.2 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = (L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.03 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.01 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.47 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B32 on Erection dwg. E 3 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 133.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 133.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 11.6 x 2 = 24 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 24 0.75 in. diam.x 3.0 in. studs Page 2 of 2 10 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B32 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO W16X26 Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 : it,.•:d 4.8 55.6 kips • CONNECTION OKAY. ...v..... .afa.;.s� e kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Main Floor Beams Refer mark 2638 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.5 ft 0.83 ft 8.00 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 40.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 53.33 psf 244.0 sq ft 7.5 % 40.0 % 92.5 psf 0.78 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 91.5 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 12.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 49.6 k -ft 90.7 k -ft 140.3 k -ft 2.50 in. 2.75 in. 50.3 in3 19.8 in3 Trial Section: W18x40 Sx = 68.4 Depth = 17.90 in. Ix = 612 tf = 0.525 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 48.9 depth tot = 21.90 in. tr = 608 y bar b = 12.43 in. Check Concrete stress: S t = I tr/ (d - y barb) = fc = 1.88 ksi Check Steel stress: Allowable fc = 64.2 No Good Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.7 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 31.0 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.47 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.86 in. ksi ksi aUitki Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.02 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B38 on Erection dwg. E 3 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z 1-:_,, Diameter of stud = 0.75 in. (0.75 maximum with decking) ' f- D Maximum stud diameter if stud not over web = 2.5 X tf = 1.31 in. > Stud diameter used okay N o w= Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) N 1- Vhf = 31.9 kips w O 2 Horizontal Shear (steel ) = Vh2 = 295 kips (Formula 14-2) g— Use smaller Vh = 31.9 kips = d I- w Z= Shear per stud = q = 11.5 kips 1' 1— O Z (- Minimum No. of studs for shear = 2.8 x 2 = 6 studs • L. D o Max. stud space = 8 x conrete depth = 20 in. p D With 6" rib spacing, max. no. of ribs = 3 01 -- Use HUse max. stud spacing in ribs = 18 in. 21 studs al = W ..z w • cn 0 Use : 21 0.75 in. diam.x 3.0 in. studs Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B38 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 18X40 CONNECTED TO W 24X55 & BUILT-UP BEAM Member = W 18X40 Length = ft. Web tk. = 0.315 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 16.40 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 4 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 48.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) Shear = 37.1 kips (No.bolts x Shear/bolt x No.shear planes) 73.7 kips 72.3 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 103.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 103.3 kips (Net area x 0.4Fy) 176.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION Page 1 0.00 22.40 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 13.0 37.1 kips CONNECTION OKAY. kips JOB TITLE 5LM 6o;'.l, C&'-/Jr/srA. ,'i25 s/'a DESCRIPTION REFER l A•Ri< 2,E34-4 O,/,/6c77.°N aD . E/ 02/1- 6lLecitL %zo61 Bagisi ton/ L/A/E - P= 38.1'` ricer 8 1 0(J Lim 5- $.1,.3-4- Cf 72.5x 0./60= /./6'rr- L2G. /9.G 2x38,] + 266x1./6 = 43.5" V = 0 /4r .LoPri ocl B.t ' •.OBNO. QUOTE NO. DESIGNED 8Yc `"1/" CHK'D BY DATE S- 23'.°J SHEET NO. 26.61 200.6-07-3--" i B.►. = ¢3.5x7 - I./6 x` _ 276, 1 x -Fr. z B.6 STEED &-4i "% CoMPosirt- : •CoAl ilea -•y .1,A) 24 x 55 = 29.1. < 30.60 Z Z � W 00 J U. w 0co' =a �w z= z1 - W • W • to O — • I- -rill —w w. - U u' O LLI Z U= OH, Z Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION aU '.-6" Level - Spandrel Floor Beams Refer marka84 on Erection dwg. E 1 z _~ Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ,F- z Diameter of stud = 0.75 in.(0.75 maximum with decking)re 1112 Maximum stud diameter if stud not over web = Oia O coo 2.5 X tf = 1.26 in. > Stud diameter used okay N w J F=- Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) N u_ Vhf =253.4 kips Horizontal Shear (steel) = Vh2 = 405 kips (Formula 14-2) u- < z• d Use smaller Vh = 253.4 kips i,,,, w Z Shear per stud = q = 11.5 kips i. 0 zF- LU w Minimum No. of studs for shear = 22.0 x 2 = 45 studs v o Max. stud space = 8 x conrete depth = 20 in. 0 H With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 18 studs 1-- IIO al U= 0 ,Use : MMayt 45 0.75 in. diam.x 3.0 in. studs &p T'L-dspay, =,-38 Ix6.as1- /,/6K13 5x/3•.25 ri Ca Co•cep bro 1-.. t . = -2 76' / f L3 e -o a 6J a2. Sc x 5 S , z i<3 S t -r = 02,36 • lfa. x / .2. - S4-. 6 8 cn O. 67 p = 5 = a t. • GR . O. 76" s s „ 9/9 rr,C,-)4 ;-- .4 5 L 02 7 6 */)G. 0 . 7 Ci- , / - -t 3-5x13 -SLS Use, 4,5 - O.75" 5h x,.3.0 '.5z cE' s Page 1 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line : Refer mark 2B44 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X55 CONNECTED TO COLUMN Member = W 24X55 Length = ft. Web tk. = 0.395 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 35.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Shear = Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 138.6 kips Bearing Capacity for Bolts on Plate = * 111.5 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 70.9 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 128.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 .•.�:r 1:„•,i.^n .;•,,,,,k w pN Ye,�'ii 0.00 18.00 9.27 kips • 1.00 36 ksi 58 ksi 0.25 in. 44.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B45 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 19.6 ft 7.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 5.0 22.0 psf psf plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = 3.0 ksi 50.0 ksi 48.33 psf 51.48 psf 137.4 sq ft -1.0 % 40.0 % 101.0 psf Floor LL+ CoII.DL = 0.74 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 84.0 b2 = 58.9 Use b = 58.9 n = 9 (b/n )eff = 6.5 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 10.8 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 16.36 17.4 k -ft 35.7 k -ft 53.1 k -ft 2.50 in. 2.75 in. 19.0 in3 6.9 in3 Trial Section: W14x22 Sx = 29.0 Depth = 13.74 in. Ix = 199 tf = 0.335 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 45.8 depth tot = 17.74 in. tr = 630 y bar b = 13.76 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 158.4 fc = 0.30 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 7.2 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 16.6 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.21 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.14 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.65 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 H -5-°) COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B45 on Erection dwg. E 3 Z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ;i_- w Diameter of stud = 0.75 in. (0.75 maximum with decking) ct 2 JU Maximum stud diameter if stud not over web = U o 2.5 X tf = 0.84 in. > Stud diameter used okay N w w= -J--: Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) co w Vh1 = 187.7 kips Lu 0 Horizontal Shear (steel ) = Vh2 = 162 kips (Formula 14-2) g J¢ co D. Use smaller Vh = 162.0 kips Xi_ w' Z � Shear per stud = q = 11.5 kips z O w uj Minimum No. of studs for shear = 14.1 x 2 = 29 studs 2 o U N. Max. stud space = 8 x conrete depth = 20 in. p I -- With With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 14 studs H v iP —tO z Use : 29 0.75 in. diam.x 3.0 in. studs Page 2 of 2 w - - O 1- z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B45 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X22 CONNECTED TO W 24X55 & BUILT-UP BEAM Member = W 14X22 Length = ft. Web tk. = 0.230 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? Yes Web depth after cope = 12.24 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angie Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 80.7 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.4Fy) 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 56.3 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 11.0 55.6 kips CONNECTION OKAY. kips -60 • • 406 NO. JOB TITLE 51 co sr/I-Lc/A.6 s Ara73- QUOTE NO. .0EscRip1IoN a2-8 AwaTio A/ DESIGNED BY CHK'D BY . • DATE 8 - 2.3•.° 3 SHEET NO. 1 • H--(/ Z080/3 40/%1 Li e 3 FA61.,1 13-a-1,0 C.3 . 1? 33.14 Ltt• 37.0' • 3 a,ss * z: 0 = ,. t • I34x 19;42 - 142.x /1.4q = 50/.3- 11-7-7• W 24 4 M / 2ZZ. 27.1 ks.c- -4 3,O z re &J 6 0 0 U) ill I-. ill 0 LL. < I' 11.1 1-0 ZI- w1- u j I 0 z 0 2. 17_ 0 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/5/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION a -6" Level - Spandrel Floor Beams Refer mark Q8 on Erection dwg. E 1 , z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0i�ill Diameter of stud = 0.75 in. (0.75 maximum with decking) 6 D ....i C.) Maximum stud diameter if stud not over web = w o 2.5 X tf = 1.75 in. > Stud diameter used okay w Total Horizontal Shear (Concrete)= Vh1 = 0.85 Pc Ac / 2 V_ (Formula 14-1) w O Vh1 = 267.7 kips 2 g ¢ Horizontal Shear (steel ) = Vh2 = 692.5 kips (Formula 14-2) cod Use smaller Vh = 267.7 kips H = zI.- Shear per stud = q = 11.5 kips z O. Minimum No. of studs for shear = 23.3 x 2 = 47 studs v 0 0 n 1- Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 i w Use max. stud spacing in ribs = 18 in. 25 studs i—r: LI 0 Use : 47 0.75 in. diam.x 3.0 in. studs LLi N -I O ~ z 1\9 0.4 &a "t -Cott' 041 = .3 6.55 x /8.5 �— /-J $,, z e G c6r-ca. ed_ ' Q L= 1/4501 6 k_ 6- v! ern. = a. t x 74- _ '5 0 ksL `5'tr r �8�•sx�-2 . /7,3. S5 = aaa to J 0.47 _ 4e44 5kft. 4 7 [5.. . n 0.78 4ects5 it M < / LC 47- o.7 x �3 /'41st',_, Page 1 rate:a;i;;;s,:h;�..tycs'rtiai:iu �v«da'ie.J:ur�.ai,:.iv:'.�»•mw'..sv.w .e.n:wt.fwyJi. Design by : Mehmood Qureshi Project: Starf ire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line:Refer mark 2B46 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X94 CONNECTED.TO COLUMN Member = W 24X94 Length = ft. Web tk. = 0.515 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 35.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 180.8 kips 111.5 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 70.9 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 128.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 18.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 39.0 55.6 kips CONNECTION OKAY. kips t3 Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2647 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = beam b1 = 84.0 n = 9 37.0 ft 7.0 ft Steel Fy = 1.5 in. 4.00 in. 4.00 in. Concrete f'c = 100.0 5.0 44.0 psf psf plf Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 54.62 psf 259.0 sq ft 8.7 % 40.0 % 91.3 psf 0.67 kif spacing with max. 1/4 x span (convert to inches) b2 = 111.0 Use b = 84.0 ( b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 19.5 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 65.4 k -ft 115.3 k -ft 180.8 k -ft 2.50 in. 2.75 in. 64.7 in3 26.2 in3 Trial Section: W21x44 Sx = 81.6 Depth = 20.66 in. Ix = 843 tf = 0.45 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 121.2 depth tot = 24.66 in. tr = 2,262 y bar b = 18.67 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 377.8 fc = 0.41 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 9.6 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 21.0 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.66 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.43 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.23 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B47 on Erection dwg. E 3 1-1--&•C Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 ;1-- w Diameter of stud = 0.75 in. (0.75 maximum with decking) e: 2 Maximum stud diameter if stud not over web = 0 O 2.5 X tf = 1.13 in. > Stud diameter used okay w 0 J = Total Horizontal Shear (Concrete)= Vh1 = 0.85 fc Ac / 2 uF. _ (Formula 14-1) co � Vh1 = 267.8 kips w 0 Horizontal Shear (steel ) = Vh2 = 325 kips (Formula 14-2) ga5 u. a Use smaller Vh = 267.8 kips = w 1-w i Shear per stud = q = 11.5 kips z H 1--0 Z I- ui Minimum No. of studs for shear = 23.3 x 2 = 47 studs g D D 0 Max. stud space = 8 x conrete depth = 20 in. O D, With 6" rib spacing, max. no. of ribs = 3 0 F= Use max. stud spacing in ribs = 18 in. 25 studs s 0 u. O Use : 47 0.75 in. diam.x 3.0 in. studs Z w U =: O~ Page 2 of 2 Z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2847 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X44 CONNECTED TO BUILT-UP BEAM Member = W 21X44 Length = Composite design? No Flange coped? Yes If top flange coped, see check of web Double Angles : Single Shear Plate : No. of Bolts = 4 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = ft. Web tk. = 0.350 in. If yes, cust. Toad factor = 1.00 Web depth after cope = 19.16 in. shear and block shear on next page. Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 23.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = (Fp = 1.2 Fu x diam.) Shear = 37.1 kips (No.bolts x Shear/bolt x No.shear planes) 81.9 kips 72.3 kips 0.0 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 47.3 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 134.1 kips (Net area x 0.4Fy) 84.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 12.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 20.0 37.1 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2648 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = 37.0 ft Bm Spac-Design = 0.83 ft Bm Spac-Load = 3.92 ft Max. Slab thickness : 4.00 in. Slab design thick. = 4.00 in. Base Live Load = Floor Collateral = Steel Beam wt/ft = 100.0 psf 5.0 psf 50.0 pif Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 61.09 psf 145.0 sq ft 0.0 % 40.0 % 100.0 psf 0.41 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 111.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 8.6 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 41.0 k -ft 70.4 k -ft 111.4 k -ft 2.50 in. 2.75 in. 39.9 in3 16.4 in3 Trial Section: W21x50 Sx = 94.5 Depth = 20.83 in. Ix = 984 tf = 0.535 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 65.9 depth tot = 24.83 in. tr = 906 ybarb= 13.74 in. Check Concrete stress: Allowable fc = St = Itr/(d-ybarb) = 81.7 fc = 1.15 ksi okay 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead Toad = M1 x 12 / Ss = 5.2 ksi okay fb2(DL+LL)= fb1 + M2 x 12 / Str = 18.0 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360) = 1.23 in. DL Deflection = (M1xLxL) / (161x Is) = 0.35 in. okay LL Deflection = (M2xLxL) / (161 x Itr) = 0.66 in. okay Page 1 of 2 t) - Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B48 on Erection dwg. E 3 1 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 Diameter of stud = 0.75 in. (0.75 maximum with decking) w Maximum stud diameter if stud not over web = 0 v U O: 2.5 X tf = 1.34 in. > Stud diameter used okay cn o J = Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) co u. Vh1 = 31.9 kips w O Horizontal Shear (steel ) = Vh2 = 368 kips (Formula 14-2) ga'5 u.¢ co :. Use smaller Vh = 31.9 kips = a 1-w Shear per stud = q = 11.5 kips Z= F- O Z !- Minimum No. of studs for shear = 2.8 x 2 = 6 studs I w: D Max. stud space = 8 x conrete depth = 20 in. p — With 6" rib spacing, max. no. of ribs = 3 w Use max. stud spacing in ribs = 18 in. 25 studs z W - H u_O Use : 25 0.75 in. diam.x 3.0 in. studs iii Z: • N H H 01 - Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 H Date : 08-16-03 Ref. Grid Line : Refer mark 2B48 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 21X50 CONNECTED TO COLUMN Member = W 21X50 Length = Composite design? No Flange coped? No ft. Web tk. = 0.380 in. If yes, cust. load factor = 1.00 Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 8 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 26.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 74.2 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 177.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle= * 120.5 kips (Fp = 1.2 Fu x diem.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 89.7 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 95.7 kips 11.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 9.0 MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = 74.21 kips CONNECTION OKAY. Page 1 kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Main Floor Beams Refer mark 2B49 on Erection dwg. E 1 INPUT DATA: (in bold face) Steel Beam Span = 28.0 ft Concrete f c = 3.0 ksi Beam Spacing = 19.25 ft Steel Fy = 50.0 ksi Decking thickness = 1.5 in. Max. Slab thickness : 4.00 in. Slab conc/deck DL = 48.33 psf Slab design thick. = 4.00 in. Conc.+ Beam DL = 51.19 psf Floor area supported = 539.0 sq ft Base Live Load = 100.0 psf Code area % reductior 31.1 % Floor Collateral = 5.0 psf Code max. reduction = 40.0 % Steel Beam wt/ft = 55.0 pif Reduced Floor LL = 68.9 psf Floor LL+ CoII.DL = 1.42 kif Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 231.0 b2 = 84.0 Use b = 84.0 n = 9 (b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 33.7 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 96.6 k -ft 139.4 k -ft 235.9 k -ft 2.50 in. 2.75 in. 84.5 in3 38.6 in3 Trial Section: W24x55 Sx = 114 Depth = 23.57 in. Ix = 1,350 tf = 0.505 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 165.4 depth tot = 27.57 in. tr = 3,355 y bar b = 20.28 in. Check Concrete stress: Allowable Pc = S t = I tr / (d - y bar b) = 460.3 Pc = 0.40 ksi okay 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead load = M1 x 12 / Ss = 10.2 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 20.3 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 0.93 in. DL Deflection = (M1xLxL) / (161x Is) = 0.35 in. okay LL Deflection = (M2xLxL) / (161 x Itr) = 0.20 in. okay Page 1 of 2 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B49 on Erection dwg. E 1 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 1.26 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) Vh1 = 267.8 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 267.8 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 405 kips (Formula 14-2) 23.3 x 2 = 47 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 47 0.75 in. diam.x 3.0 in. studs Page 2 of 2 19 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B49 on Erection dwg. El Customer Dwg. No : A 2.2 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X55 CONNECTED TO COLUMN Member = W 24X55 Length = ft. Web tk. = 0.395 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 14.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 10 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 32.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 92.7 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 231.1 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle = * 153.2 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 113.5 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 117.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 is 4..7'os',+!ri4:+k 34.0 92.7 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-16-03 Ref. Grid Line : Refer mark 2B49 on Erection dwg. El Customer Dwg. No : A 2.2 -� BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 24X55 CONNECTED TO W 24X94 Member = W 24X55 Length = Composite design? No Flange coped? Yes If top flange coped, see check of web Double Angles : Single Shear Plate : No. of Bolts = 10 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = ft. Web tk. = 0.395 in. If yes, cust. load factor = 1.00 Web depth after cope = 20.00 in. shear and block shear on next page. Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 32.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) * (Calc reduces bearing on one Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 92.7 kips (No.bolts x Shear/bolt x No.shear planes) 231.1 kips 0.0 kips 153.2 kips (Allow. Bearing = Fp x # bolts x thickness) or two bolts to allowed value with 1 1/4" edge dist.) 0.0 kips (Net area w/o bolts x 0.4Fy) 113.5 kips (Net area w/o bolts x 0.3Fu x 2 angles) 158.0 kips (Net area x 0.4Fy) 117.8 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 14.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 34.0 92.7 kips CONNECTION OKAY. kips Metallic Building Company Job No. Seacon Construction / Starfire Sports Date: COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B51 on INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b = b1 = n= 17.4 ft 7.7 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 22.0 plf Concrete fc = Steel Fy = 208013 8/20/2003 Erection dwg. E 3 Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 51.19 psf 133.8 sq ft -1.3 % 40.0 % 101.3 psf 0.82 kif beam spacing with max. 1/4 x span (convert to inches) 92.4 b2 = 52.1 Use b = 52.1 9 (b/n )eff = 5.8 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 10.5 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 14.48 14.9 k -ft 30.9 k -ft 45.8 k -ft 2.50 in. 2.75 in. 16.4 in3 5.9 in3 Trial Section: W14x22 Sx = 29.0 Depth = 13.74 in. Ix = 199 tf = 0.335 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 45.5 depth tot = 17.74 in. I tr = 615 y bar b = 13.52 in. Check Concrete stress: St = Itr / (d - y bar b) = fc = 0.28 ksi Check Steel stress: Allowable fc = 145.7 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 6.2 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 14.3 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.14 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.09 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.58 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/20/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 2V-6" Level - Spandrel Floor Beams Refer mark 2B51 on Erection dwg. E 3 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 1 z.. 0—Diameter of stud = 0.75 in. (0.75 maximum with decking) et2 Maximum stud diameter if stud not over web = JU 2.5 X tf = 0.84 in. > Stud diameter used okay coo 0 11.1 J H Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) N IL Vhf = 166.1 kips w 0 Horizontal Shear (steel ) = Vh2 = 162 kips (Formula 14-2) ga5 u -a cn Use smaller Vh = 162.0 kips H= a Shear per stud = q = 11.5 kips E -O • zi— Lu Minimum No. of studs for shear = 14.1 x 2 = 29 studs w U CI Max. stud space = 8 x conrete depth = 20 in. 0 — With 6" rib spacing, max. no. of ribs = 3 0 H Use max. stud spacing in ribs = 18 in. 12 studs = v. Use : 29 0.75 in. diam.x 3.0 in. studs z LU 0- 0 H. Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 (-L--'l t Date : 08-16-03 Ref. Grid Line : Refer mark 2B51 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 14X22 CONNECTED TO W 24X55 & BUILT-UP BEAM Member = W 14X22 Length = ft. Web tk. = Composite design? No If yes, cust. load factor = Flange coped? Yes Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = No. of shear planes = Beam Fy = Beam Fu = 50 ksi 65 ksi 6 1 Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.230 in. 1.00 12.24 in. 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * (Fp = 1.2 Fu x diam.) * (Calc reduces bearing on one Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 80.7 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) or two bolts to allowed value with 1 1/4" edge dist.) 0.0 kips (Net area w/o bolts x 0.4Fy) 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 56.3 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 11.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 1 SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2B52 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = 24.0 Bm Spac-Design = 0.83 Bm Spac-Load = 3.94 Max. Slab thickness : 4.00 Slab design thick. = 4.00 Base Live Load = Floor Collateral = Steel Beam wt/ft = 100.0 5.0 26.0 ft ft ft in. in. psf psf plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 54.93 psf 94.6 sq ft 0.0 % 40.0 % 100.0 psf 0.41 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 72.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 5.5 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 15.6 k -ft 29.8 k -ft 45.4 k -ft 2.50 in. 2.75 in. 16.3 in3 6.2 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 Ix = 301 tf = 0.345 Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 19.69 in. tr = 357 y bar b = 12.03 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 46.5 fc = 0.85 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 4.9 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 16.9 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.19 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.30 in. Page 1 of 2 1.35 in. in. 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Job No. 208013 Seacon Construction / Starfire Sports Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2652 on Erection dwg. E 3 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 Diameter of stud = 0.75 in. (0.75 maximum with decking) '� Maximum stud diameter if stud not over web =o 2.5 X tf = 0.86 in. > Stud diameter used okay co o Lu WI Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) N Vh1 = 31.9 kips W O 2 Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) g5 LI..a Use smaller Vh = 31.9 kips = a 1-=. Shear per stud = q = 11.5 kips Z 1' 1— O Z 1 - WW Minimum No. of studs for shear = 2.8 x 2 = 6 studs D o U N Max. stud space = 8 x conrete depth = 20 in. O With 6" rib spacing, max. no. of ribs = 3 o 1- Lu Use max. stud spacing in ribs = 18 in. 17 studs = W Use : 17 0.75 in. diam.x 3.0 in. studs u_ z. Page 2 of 2 i •w:: '.•u i1: f:::iA P:.....,..n _ ••.i14 vvv:i.LN«.;'r.L;ku_ti.:nd..+is1++e....ia+.,.:.H„u....,....,� - wu.at,• �..:.v.:s3.?3, W U N 0 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B52 on Erection dwg. E3 Customer Dwg. No : A 2.3 H -19 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16x26 Length = Composite design? ft. Web tk. _ No If yes, cust. Toad factor = Flange coped? No Web depth after cope = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.250 in. 1.00 0.00 in. 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 .. .. ,.. ..� .l ..,...., ,.. ...,a.L:,dtw.'..:l,�w.:Li�lxya �. :i:' i"5..a:�:,,r,�a.i i.5f• `v 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 5.5 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2653 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 24.0 ft 0.83 ft 3.94 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete f c = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 54.93 psf 94.6 sq ft 0.0 % 40.0 % 100.0 psf 0.41 kif = beam spacing with max. 1/4 x span (convert to inches) 10.0 b2 = 72.0 Use b = 10.0 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 5.5 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 15.6 k -ft 29.8 k -ft 45.4 k -ft 2.50 in. 2.75 in. 16.3 in3 6.2 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 19.69 in. tr = 357 y bar b = 12.03 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 46.5 fc = 0.85 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 4.9 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 16.9 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.19 in. LL Deflection = (M2xLxL) / (161 x It) = 0.30 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B53 on Erection dwg. E 3 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 31.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 17 0.75 in. diam.x 3.0 in. studs Page 2 of 2 17 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line : Refer mark 2B53 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = Composite design? No Flange coped? No ft. If yes, cust. load factor = Web depth after cope = Web tk. = If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.250 in. 1.00 0.00 in. 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) 0.0 kips (Net area x 0.4Fy) 45.0 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.18 in. 5.5 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2654 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 24.0 ft 7.00 ft Steel Fy = 1.5 in. 4.00 in. 4.00 in. Concrete fc = 100.0 psf 5.0 psf 26.0 plf Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = = beam spacing with max. 1/4 x span (convert to i 84.0 b2 = 72.0 Use b = 9 (b/n )eff = M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 13.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss-= Required section moduli for steel beam = Morn1 x 12./ .6Fy = Actr=(b/n)t = 20.00 3.0 ksi 50.0 ksi 48.33 psf 52.05 psf 168.0 sq ft 1.4% 40.0 % 98.6 psf 0.72 klf nches) 72.0 8.0 26.2 k -ft 52.2 k -ft 78.4 k -ft 2.50 in. 2.75 in. 28.1 in3 10.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.7 depth tot = 19.69 in. tr = 927 ybarb= 15.51 in. Check Concrete stress: Allowable fc = St = I tr / (d - y bar b) = 221.8 fc = 0.31 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.2 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.7 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.31 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.20 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B54 on Erection dwg. E 3 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 229.5 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 192.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 16.7 x 2 = 34 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 17 studs 34 0.75 in. diam.x 3.0 in. studs Page 2 of 2 Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref, Grid Line : Refer mark 2854 on Erection dwg. E3 Customer Dwg. No : A 2.3 W-gc BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) Diameter =(in.) Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = 0.3125 Depth=(in.) 0.000 Depth=(in.) 0.750 Shear = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle = * 55.6 kips (No.bolts x Shear/bolt x No.shear planes) 87.8 kips 0.0 kips 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 13.1 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 b c6 1 Date : 08-18-03 Ref. Grid Line : Refer mark 2B54 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.0000 Depth=(in.) 0.00 Single Shear Plate : Thickness =(in.) 0.375 Depth=(in.) 9.00 No. of Bolts = 3 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 1.00 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 17.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 13.1 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION/SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2661 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 24.0 ft 0.83 ft 3.42 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported L. Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ ColI.DL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 55.94 psf 82.1 sq ft 0.0 % 40.0 % 100.0 psf 0.36 kif = beam spacing with max. 1/4 x span (convert to inches) 10.0 b2 = 72.0 Use b = 10.0 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 4.9 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 13.8 k -ft 25.9 k -ft 39.6 k -ft 2.50 in. 2.75 in. 14.2 in3 5.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 19.69 in. tr = 357 y bar b = 12.03 in. Check Concrete stress: Allowable fc = S t = I tr / (d - y bar b) = 46.5 fc = 0.74 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 4.3 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 14.8 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.16 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.26 in. ksi ksi Page 1 of 2 !?) " si S} ai�ceis y: 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B61 on Erection dwg. E 3 Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 z Diameter of stud = 0.75 in. (0.75 maximum with decking) w U: Maximum stud diameter if stud not over web = o O 2.5 X tf = 0.86 in. > Stud diameter used okay 0 0 0 Lu J= Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) F- Vh1 = 31.9 kips w O Horizontal Shear (steel ) = Vh2 = 192 kips (Formula 14-2) g 5 u. Q Use smaller Vh = 31.9 kips = Ci F- _. Shear per stud = q = 11.5 kips Z ~ i- O Z F-. uj Minimum No. of studs for shear = 2.8 x 2 = 6 studs 2 D Max. stud space = 8 x conrete depth = 20 in. o P With 6" rib spacing, max. no. of ribs = 3 w w Use max. stud spacing in ribs = 18 in. 17 studs v H1- -O Use : 17 0.75 in. diam.x 3.0 in. studs z u.i U= OH Page 2 of 2 z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 3� Date : 08-18-03 Ref. Grid Line : Refer mark 2B61 on Erection dwg. E3 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Thickness =(in.) 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips No. of shear planes = 1 Net area reduction coefficient U = 0.85 Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = Bearing Capacity for Bolts on Plate = * Bearing Capacity for Bolts on Angle =* (Fp = 1.2 Fu x diam.) 87.8 kips 0.0 kips 87.9 kips (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 ............ .... ...�..�.:..: ,...,_..x.�.,: ,� �'t,i...;.1............=.�1.:.:`�..;L.U........�..'ws.+ ..�.-i_..��:y .c kre,.crli: 5.0 55.6 kips CONNECTION OKAY. kips Metallic Building Company Job No. 208013 Date: 8/23/2003 Seacon Construction / Starfire Sports COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B62 on Erection dwg. E 3 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness : Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 24.0 7.00 1.5 4.00 4.00 ft ft in. in. in. Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = 100.0 Code area % reductior 5.0 Code max. reduction = 26.0 Reduced Floor LL = Floor LL+ CoII.DL = Conc section b = beam spacing with max. 1/4 x span (convert to b1 = 84.0 b2 = 72.0 Use b = n = 9 (b/n )eff = psf psf plf M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 13.1 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 20.00 3.0 ksi 50.0 ksi 48.33 psf 52.05 psf 168.0 sq ft 1.4 % 40.0 % 98.6 psf 0.72 klf inches) 72.0 8.0 26.2 k -ft 52.2 k -ft 78.4 k -ft 2.50 in. 2.75 in. 28.1 in3 10.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 59.7 depth tot = 19.69 in. I tr = 927 y bar b = 15.51 in. Check Concrete stress: Allowable fc = St = Itr/(d-ybarb) = 221.8 fc = 0.31 ksi okay Check Steel stress: Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead load = M1 x 12 / Ss = 8.2 fb2 (DL + LL) = fb1 + M2 x 12 / Str = 18.7 Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360 ) = DL Deflection = (M1xLxL) / (161x Is) = 0.31 in. LL Deflection = (M2xLxL) / (161 x It) = 0.20 in. ksi ksi Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 0.80 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B62 on Erection dwg. E 3 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 229.5 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 192.0 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 16.7 x 2 = 34 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 34 0.75 in. diam.x 3.0 in. studs Page 2 of 2 17 studs )--k 4. 4YY+'aiu'eve:J.:W��u�.wLJ:i�J.i.4.f�{iu!ut.;� Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2862 on Erection dwg. E3 Customer Dwg. No : A 2.3 W -g 2_ BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO BUILT-UP BEAM Member = W 16x26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. load factor = 1.00 Flange coped? Yes Web depth after cope = 14.69 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 6 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.3125 Depth=(in.) 0.000 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 20.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) _ 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 87.8 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) 73.5 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 8.50 0.00 9.27 kips 0.85 36 ksi 58 ksi 0.25 in. 13.1 55.6 kips CONNECTION OKAY. kips Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B62 on Erection dwg. E3 Customer Dwg. No : A 2.3 N ---q3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16x26 Length = Composite design? No Flange coped? No ft. Web tk. = 0.250 in. If yes, cust. load factor = 1.00 Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable Toad (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle =* 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 62.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 +'•1:^`'.`si>�',�iLi�lM`ifuiiili �;-h�:G�� , '^" 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.25 in. 13.1 27.8 kips CONNECTION OKAY. kips Metallic Building Company Seacon Construction / Starfire Sports Job No. Date: 208013 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2869 on Erection dwg. E 4 INPUT DATA: (in bold face) Steel Beam Span = Beam Spacing = Decking thickness = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = Conc section b b1 = n= 30.7 ft 7.0 ft 1.5 in. 4.00 in. 4.00 in. 100.0 psf 5.0 psf 31.0 plf Concrete fc = Steel Fy = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = Floor LL+ CoII.DL = 3.0 ksi 50.0 ksi 48.33 psf 52.76 psf 214.7 sq ft 5.2 % 40.0 % 94.8 psf 0.70 klf = beam spacing with max. 1/4 x span (convert to inches) 84.0 b2 = 92.0 Use b = 84.0 9 (b/n )eff = 9.3 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M total = Total Bending Moment = V total = Total Shear each end = 16.4 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total Toad = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 23.33 43.4 k -ft 82.2 k -ft 125.6 k -ft 2.50 in. 2.75 in. 45.0 in3 17.4 in3 Trial Section: W16x31 Sx = 47.2 Depth = 15.88 in. Ix = 375 tf = 0.44 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 72.1 depth tot = 19.88 in. I tr = 1,126 y bar b = 15.62 in. Check Concrete stress: St = I tr / (d - y barb) = fc = 0.41 ksi Check Steel stress: Allowable fc = 264.1 okay Allowable fb for DL = 0.66Fy = Allowable fb for DL+LL = .9Fy = fb1 dead Toad = M1 x 12 / Ss = 11.0 ksi fb2 (DL + LL) = fb1 + M2 x 12 / Str = 24.7 ksi Check Deflection: DL Def Allowable (assumed) = LL Def Allowable = ( L / 360) = DL Deflection = (M1xLxL) / (161x Is) = 0.68 in. LL Deflection = (M2xLxL) / (161 x Itr) = 0.43 in. Page 1 of 2 1.35 33.0 ksi 45.0 ksi okay okay 1.50 in. 1.02 in. okay okay Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8123/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2669 on Erection dwg. E 4 z Shear Connectors : Min. stud ht = deck + 1 1/2" = 3.0 �� Diameter of stud = 0.75 in. (0.75 maximum with decking) D:w Maximum stud diameter if stud not over web = -J v 2.5 X tf = 1.10 in. > Stud diameter used okay w o co w Total Horizontal Shear (Concrete) = Vh1 = 0.85 Pc Ac / 2 (Formula 14-1) _I H Vh1 = 267.8 kips wp w 2 Horizontal Shear (steel) = Vh2 = 228 kips (Formula 14-2) g J Lt. a Use smaller Vh = 228.0 kips = 0 i—w Shear per stud = q = 11.5 kips z1. - i— 0 ..I -O z i -- Minimum No. of studs for shear = 19.8 x 2 = 40 studs I ww U 0 'O N ci 1 -- Max. stud space = 8 x conrete depth = With 6" rib spacing, max. no. of ribs = Use max. stud spacing in ribs = 20 in. 3 18 in. 21 studs Lai w. Use : 40 0.75 in. diam.x 3.0 in. studs u_ z U =, OH Page 2 of 2 LGi:IS.i.�.YJ rw.I1 J'r'iu z Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-18-03 Ref. Grid Line : Refer mark 2B69 on Erection dwg. E4 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum Toad capacity of the connections will be checked with regard Q I-:. for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. 4. Z Other than titles, most of the items shown in bold face are input data. Q .c J0 00 FRAMED CONNECTION MEMBER SIZES: 0 WI Member = W 16x31 Length = ft. Web tk. = 0.275 in. co � Composite design? No If yes, cust. load factor = 1.00 W 0 Flange coped? Yes Web depth after cope = 14.88 in. 2 If top flange coped, see check of web shear and block shear on next page. u. Q Double Angles : Thickness =(in.) H W 0.3125 Depth=(in.) 8.50 Single Shear Plate : Thickness =(in.) 0.000 Depth=(in.) 0.00Z H I- 0 No. of Bolts = 6 Diameter =(in.) 0.750 Shear = 9.27 kips ZI- ul No. of shear planes = 1 Net area reduction coefficient U = 0.85 2 D Beam Fy = 50 ksi Conn. Plate or Angle Fy = 36 ksi 0 0 - O Beam Fu = 65 ksi Conn. Plate or Angle Fu = 58 ksi 0 !- Length of weld on conn.member = 20.0 in. Weld size = 0.25 in. u1 W 2 t- H L Max. allowable Toad (AISC Part 2) = 0.0 kips ..Z tu UN Required Design End Reaction = 17.0 kips I CALCULATION FOR LOAD CAPACITY REQUIRED: CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 55.6 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 96.5 kips Bearing Capacity for Bolts on Plate = * 0.0 kips Bearing Capacity for Bolts on Angle =* 87.9 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 0.0 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 65.9 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 81.8 kips (Net area x 0.4Fy) 73.6 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 ., , ....., . ... _ . ...,...,��. .., .u.. '•.�i�:.:���r"✓. iAli; +?.,�t�si3xi44r,41... i,'t 55.6 kips CONNECTION OKAY. Z Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 IA _9 7 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION / SLAB EDGE 21'-6" Level - Spandrel Floor Beams Refer mark 2B70 on Erection dwg. E 4 INPUT DATA: (in bold face) Steel Beam Span = Bm Spac-Design = Bm Spac-Load = Max. Slab thickness Slab design thick. = Base Live Load = Floor Collateral = Steel Beam wt/ft = 30.7 ft 0.83 ft 4.06 ft 4.00 in. 4.00 in. 100.0 psf 5.0 psf 26.0 plf Concrete fc = Steel Fy = Decking thickness = Slab conc/deck DL = Conc.+ Beam DL = Floor area supported = Code area % reductior Code max. reduction = Reduced Floor LL = 3.0 ksi 50.0 ksi 1.5 in. 48.33 psf 54.74 psf 124.5 sq ft 0.0 % 40.0 % 100.0 psf Floor LL+ CoII.DL = 0.43 klf Conc section b = beam spacing with max. 1/4 x span (convert to inches) b1 = 10.0 b2 = 92.0 Use b = 10.0 n = 9 (b/n )eff = 1.1 M1 = Bending Moment contributed by Construction Loads = M2 = Bending Moment added after hardened concrete = M3 = Total Bending Moment = V total = Total Shear each end = 7.2 kips t = slab design thickness w/o deck = Y2 = ( slab design thickness - deck thickness ) / 2 ) + deck tk = Str = Required section moduli for total load = Mom3 x 12 / .67Fy = Ss = Required section moduli for steel beam = Mom1 x 12 / .6Fy = Actr=(b/n)t = 2.78 26.1 k -ft 50.1 k -ft 76.3 k -ft 2.50 in. 2.75 in. 27.3 in3 10.5 in3 Trial Section: W16x26 Sx = 38.4 Depth = 15.69 in. Ix = 301 tf = 0.345 in. Properties by interpolation from composite beam table: (page 2-279) S tr = 29.7 depth tot = 19.69 in. tr = 357 y bar b = 12.03 in. Check Concrete stress: St = Itr/(d-ybarb) = fc = 1.44 ksi Allowable fc = 46.5 No Good 1.35 Check Steel stress: Allowable fb for DL = 0.66Fy = 33.0 ksi Allowable fb for DL+LL = .9Fy = 45.0 ksi fb1 dead load = M1 x 12 / Ss = 8.2 ksi okay fb2 (DL + LL) = fb1 + M2 x 12 / Str = 28.4 ksi okay Check Deflection: DL Def Allowable (assumed) = 1.50 in. LL Def Allowable = ( L / 360 ) = 1.02 in. DL Deflection = (M1xLxL) / (161x Is) = 0.51 in. okay LL Deflection = (M2xLxL) / (161 x It) = 0.82 in. okay Page 1 of 2 Metallic Building Company Seacon Construction / Starfire Sports Job No. 208013 Date: 8/23/2003 COMPOSITE FLOOR DESIGN w/ FLOOR AREA REDUCTION 21'-6" Level - Spandrel Floor Beams Refer mark 2B70 on Erection dwg. E 4 Shear Connectors : Diameter of stud = Min. stud ht = deck + 1 1/2" = 3.0 0.75 in. (0.75 maximum with decking) Maximum stud diameter if stud not over web = 2.5 X tf = 0.86 in. > Stud diameter used Total Horizontal Shear (Concrete) = Vh1 = 0.85 fc Ac / 2 (Formula 14-1) Vh1 = 31.9 kips Horizontal Shear (steel ) = Vh2 = Use smaller Vh = 31.9 kips Shear per stud = q = 11.5 kips Minimum No. of studs for shear = okay 192 kips (Formula 14-2) 2.8 x 2 = 6 studs Max. stud space = 8 x conrete depth = 20 in. With 6" rib spacing, max. no. of ribs = 3 Use max. stud spacing in ribs = 18 in. Use : 21 0.75 in. diam.x 3.0 in. studs Page 2 of 2 21 studs Design by : Mehmood Qureshi Project: Starfire Soccer Complex Job No : 208013 Date : 08-15-03 Ref. Grid Line : Refer mark 2B70 on Erection dwg. E4 Customer Dwg. No : A 2.3 BEAM END CONNECTION DESIGN This design calculation will determine the maximum Toad capacity required for the framed beam connection based upon AISC ASD design formulas in Part 4 of the Manual of Steel Construction. Then the minimum load capacity of the connections will be checked with regard for bolt shear, bolt bearing, weld capacity or block shear of the member or the connector if required. Other than titles, most of the items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: W 16X26 CONNECTED TO COLUMN Member = W 16X26 Length = ft. Web tk. = 0.250 in. Composite design? No If yes, cust. Toad factor = 1.00 Flange coped? No Web depth after cope = 0.00 in. If top flange coped, see check of web shear and block shear on next page. Double Angles : Single Shear Plate : No. of Bolts = 3 No. of shear planes = 1 Beam Fy = 50 ksi Beam Fu = 65 ksi Length of weld on conn.member = Thickness =(in.) Thickness =(in.) 0.0000 Depth=(in.) 0.375 Depth=(in.) Diameter =(in.) 0.750 Shear = Net area reduction coefficient U = Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 17.0 in. Weld size = CALCULATION FOR LOAD CAPACITY REQUIRED: Max. allowable load (AISC Part 2) = 0.0 kips Required Design End Reaction = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Connection Capacity for Bolt Shear = 27.8 kips (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Bolts on Web = 43.9 kips Bearing Capacity for Bolts on Plate = * 52.7 kips Bearing Capacity for Bolts on Angle = * 0.0 kips (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one or two bolts to allowed value with 1 1/4" edge dist.) Shear Capacity for Single Plate = 35.4 kips (Net area w/o bolts x 0.4Fy) Shear Capacity for Double Angles = 0.0 kips (Net area w/o bolts x 0.3Fu x 2 angles) Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 0.0 kips (Net area x 0.4Fy) 45.0 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = Page 1 0.00 9.00 9.27 kips 1.00 36 ksi 58 ksi 0.18 in. 7.2 27.8 kips CONNECTION OKAY. kips JOB TITLE ..56,4 Co Al ConL5 T. VSTAAFiR5 SPoiZT.5 71:1ESCRIPTION aivAtec-710.1V tDET:A-/ i. Ate7K. &zit) ItIvE it3 G2to C,EL -02:.(17.2) • JOB NO. 20 0 1 3 QUOTE NO. DESIGNED Bq4"6-)./ CHK'D BY DATE 67- e26'..° 2' SHEET NO a /AleQ-L 6.n.ce, e, 13 . . ; • • • t • 1 ' ; • • t • • 1 .t\___4,•/"4,A32.5" C /2 x20.:7 -x lid" ,d/ &JP 3,40k 4- w/4 - • 1 nei, A 325 60cr-s H co metallic building company DESIGN CALCULATIONS z VOLUME 5, BOOK 2 OF' 2~ • w _10 U O co 0 Section J u)LU • i N LL Secondary Members / Cold Formed Sections W 0 Roof Purlins Page J-1 u_ Eave Struts Page J-29 co a Wall Girts Page J-45 H W Spandrel Beams Page J-57 z H. Cold -Formed Section Properties Page J-68 Z I- 0 U C3 O -. a 1 -- W W 1-u. 1- - O 111 Z U u' i= _ O H METALLI[ rstsflk bsiltlng sMp Ay corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 z k. Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** *** GEOMETRIC DATA *** JOB NUMBER : 208013A ( ANALYSIS ONLY ) BL pc. A L hu d. 4 To 11 5.- 15.-03 BAY SPACING (FEET) :29.68,5@30.0,29.68 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.900/12 HORIZONTAL SPACING (FT.): 5.00000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 5.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 2.20 LIVE LOAD (PSF): 28.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z12 .0000 -1.0000 -.0615 .1491 2 29.6700 .0000 10Z12 2.4791 -1.0000 -.0615 .1491 3 30.0000 2.4791 10Z12 1.2291 -1.0000 -.0615 .1491 4 30.0000 1.2291 10Z13 1.2291 -1.0000 -.0615 .1491 5 30.0000 1.2291 10Z13 1.2291 -1.0000 -.0615 .1491 6 30.0000 1.2291 10Z13 1.2291 -1.0000 -.0615 .1491 7 30.0000 1.2291 10Z12 2.4791 -1.0000 -.0615 .1491 8 29.6700 2.4791 10Z12 .0000 -1.0000 -.0615 .1491 9 .0100 .0000 10Z12 .0000 -1.0000 -.0615 .1491 ,. , r:!?+ly�.i(J.;S;�a.sr�.<.b. �i'ik'T ;.5:•rlfid,:G±rika.;'�;c,�. *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 .010. 1@.0100 1@.0100 2 29.670 7.5,3@5.0 7.5,3@5.0 3 30.000 7.5,3@5.0 7.5,3@5.0 4 30.000 7.5,3@5.0 7.5,3@5.0 5 30.000 7.5,3@5.0 7.5,3@5.0 6 30.000 7.5,3@5.0 7.5,3@5.0 7 30.000 7.5,3@5.0 7.5,3@5.0 8 29.670 7.5,3@5.0 7.5,3@5.0 9 .010 1@.0100 1@.0100 J -Z NoTuSED *** PURLIN DESIGN *** JOB NAME: 208013A LOADING COMBINATION -- DL+LL PAGE 2 7 -+ SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .77! 12.46 10.27 .08 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! ;H !RS! .02! .77! 13.04 10.27 .08 .00 .01! re W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Cl)0 (0 W. !LS! .02! 1.74! 13.04 10.27 .17 .00 .03! JF=_ !LL! .00! .00! .00 .00 .00 .00 .00! Wu_ 2!FM! 10.19! .00! 11.85 10.27 .00 .86 .86! 191 W O} !RL! -7.76! -2.31! 13.04 10.27 .23 .59 .40! g !RS! -13.95! -2.68! 26.09 20.53 .13 .53 .30! u..< u)0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = a ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- F" _ Z I. - !LS! -13.95! !LS! -13.95! 2.35! 26.09 20.53 .11 .53 .30! Z O !LL! -8.58! 1.98! 11.09 10.27 .19 .77 .64! milli 3!FM! 4.58! .00! 11.85 10.27 .00 .39 .39! 730 2 0 !RL! -8.03! -1.94! 13.04 10.27 .19 .62 .41! 0 !RS! -10.53! -2.12! 23.64 15.69 .14 .45 .22! ° H SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL H U ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W t- -O Z !LS! -10.53! 2.21! 23.64 15.69 .14 .45 .22! LLjZ !LL! -7.92! 2.03! 10.01 5.42 .37 .79 .77! 0 4!FM! 5.86! .00! 9.60 5.42 .00 .61 .61! 338 01- !RL! -8.65! -2.08! 10.60 5.42 .38 .82 .81! Z !RS! -11.31! -2.26! 21.20 10.85 .21 .53 .33! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-11.31! 2.24! 21.20 10.85 .21 .53 .33! !LL! -8.68! 2.05! 9.71 5.42 .38 .89 .94! 5!FM! 5.46! .00! 9.60 5.42 .00 .57 .57! 388 !RL! -8.68! -2.05! 10.60 5.42 .38 .82 .81! !RS! -11.31! -2.24! 21.20 10.85 .21 .53 .33! SP!LOIMOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-11.31! 2.26! 21.20 10.85 .21 .53 .33! !LL! -8.65! 2.08! 9.79 5.42 .38 .88 .93! 6!FM! 5.86! .00! 9.60 5.42 .00 .61 .61! 338 !RL! -7.92! -2.03! 10.60 5.42 .37 .75 .70! !RS! -10.53! -2.21! 23.64 15.69 .14 .45 .22! 41x:.:.... ,. *** PURLIN DESIGN *** JOB NAME: 208013A PAGE 3 LOADING COMBINATION -- DL+LL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-10.53! 2.12! !LL! -8.03! 1.94! 7!FM! 4.59! .00! !RL! -8.58! -1.98! !RS! -13.95! -2.35! 23.64 15.69 .14 .45 .22! 12.02 10.27 .19 .67 .48! 11.85 10.27 .00 .39 .39! 730 13.04 10.27 .19 .66 .47! 26.09 20.53 .11 .53 .30! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-13.95! 2.68! 26.09 20.53 .13 .53 .30! !LL! -7.75! 2.31! 12.09 10.27 .23 .64 .46! 8!FM! 10.18! .00! 11.85 10.27 .00 .86 .86! 191 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -1.74! 11.85 10.27 .17 .00 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! !LL! 9!FM! !RL! !RS! .00! .10! 12.46 10.27 .01 .00 .00! .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! 0 .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! • *** PURLIN DESIGN *** JOB NAME: 208013A LOADING COMBINATION -- DL+WL PAGE 4 0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! !LL! 1!FM! !RL! !RS! . 00! -.37! 16.61 13.69 .03 .00 .00! .00! .00! .00 .00 .00 .00 .00! . 00! .00! .00 .00 .00 .00 .00! 0 . 00! .00! .00 .00 .00 .00 .00! -.01! -.37! 17.39 13.69 .03 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.01! -.72! 17.39 13.69 .05 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -4.20! .00! 15.80 13.69 .00 .27 .00! 464 !RL! 3.20! .95! 17.39 13.69 .07 .18 .04! !RS! 5.75! 1.11! 34.78 27.38 .05 .17 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 5.75! -.97! !LL! 3.54! -.82! 3!FM! -1.89! .00! !RL! 3.31! .80! !RS! 4.34! .88! 34.78 27.38 .05 .17 .03! 11.39 13.69 .06 .31 .10! 15.80 13.69 .00 .12 .00! 1772 17.39 13.69 .06 .19 .04! 31.52 20.92 .06 .14 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.34! -.91! !LL! 3.27! -.84! 4!FM! -2.42! .00! !RL! 3.57! .86! !RS! 4.67! .93! 31.52 20.92 .06 .14 .02! 11.58 7.23 .12 .28 .09! 12.80 7.23 .00 .19 .00! 819 14.13 7.23 .12 .25 .08! 28.27 14.46 .09 .17 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.67! -.92! !LL! 3.58! -.85! 5!FM! -2.26! .00! !RL! 3.58! .85! !RS! 4.67! .92! 28.27 14.46 .09 .17 .03! 10.89 7.23 .12 .33 .12! 12.80 7.23 .00 .18 .00! 941 14.13 7.23 .12 .25 .08! 28.27 14.46 .09 .17 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.67! -.93! !LL! 3.57! -.86! 6!FM! -2.42! .00! !RL! 3.27! .84! !RS! 4.34! .91! 28.27 14.46 .09 .17 .03! 11.08 7.23 .12 .32 .12! 12.80 7.23 .00 .19 .00! 820 14.13 7.23 .12 .23 .07! 31.52 20.92 .06 .14 .02! *** PURLIN DESIGN *** JOB NAME: 208013A LOADING COMBINATION -- DL+WL PAGE 5 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.34! -.88! !LL! 3.31! -.80! 7!FM! -1.89! .00! !RL! 3.54! .82! !RS! 5.75! .97! 31.52 20.92 .06 .14 .02! 13.56 13.69 .06 .24 .06! 15.80 13.69 .00 .12 .00! 1770 17.39 13.69 .06 .20 .04! 34.78 27.38 .05 .17 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 5.75! -1.11! 34.78 27.38 .05 .17 .03! !LL! 3.20! -.95! 13.72 13.69 .07 .23 .06! 8!FM! -4.20! .00! 15.80 13.69 .00 .27 .00! 465 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .72! 17.31 13.69 .05 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! !LL! 9!FM! !RL! !RS! .00! -.19! 16.61 13.69 .01 .00 .00! .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! 0 .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** JOB NUMBER : 208013B ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BLDG. L,,,)6 To 11 5-15'03 BAY SPACING (FEET) :28.75,30.0,30.0 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.): 4.50000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 5.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET * * * DESIGN CRITERIA *** DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z12 .0000 -1.0000 -.0532 .1461 2 28.7400 .0000 10Z12 2.4791 -1.0000 -.0532 .1461 3 30.0000 2.4791 10Z12 2.4791 -1.0000 -.0532 .1461 4 29.9900 2.4791 10Z12 .0000 -1.0000 -.0532 .1461 5 .0100 .0000 10Z12 .0000 -1.0000 -.0532 .1461 *** FLANGE BRACE INFORMATION SPAN NOLENGTH OUTSIDE SPAN NO (FT.) BRACES 1 .010 1@.0100 2 28.740 6.25,3@5.0 3 30.000 7.5,3@5.0 4 29.990 7.5,3@5.0 5 .010 1@.0100 * * * 2.080/3a INSIDE BRACES 1@.0100 6.25,3@5.0 7.5,3@5.0 7.5,3@5.0 1@.0100 *** PURLIN DESIGN *** JOB NAME: 208013B PAGE 2 LOADING COMBINATION -- DL+LL J SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.24! 12.46 10.27 .12 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Q !RL! .00! .00! .00 .00 .00 .00 .00! ,}-Z !RS! .02! 1.24! 13.04 10.27 .12 .00 .01! cc W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- to 0 Ow !LS! .02! 1.67! 13.04 10.27 .16 .00 .03! J1_ !LL! .00! .00! .00 .00 .00 .00 .00! N LL 2!FM! 9.54! .00! 11.85 10.27 .00 .81 .81! 207 1110 !RL! -6.55! -2.17! 13.04 10.27 .21 .50 .30! g !RS! -12.37! -2.53! 26.09 20.53 .12 .47 .24! ti.Q (0 �. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = d ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z = H !LS! -12.37! 2.16! 26.09 20.53 .11 .47 .24! Z O !LL! -7.47! 1.80! 11.09 10.27 .18 .67 .48! W W 3!FM! 3.59! .00! 11.85 10.27 .00 .30 .30! 1512 2 D Ca !RL! -8.27! -1.86! 13.04 10.27 .18 .63 .44! U !RS! -13.34! -2.22! 26.09 20.53 .11 .51 .27! 0 D SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 2 U ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- I --O !LS! -13.34! 2.64! 26.09 20.53 .13 .51 .28! muZ !LL! -7.25! 2.27! 12.25 10.27 .22 .59 .40! U = 4!FM! 10.44! .00! 11.85 10.27 .00 .88 .88! 181 ~O 1 - !RL! !RL! .00! .00! .00 .00 .00 .00 .00! Z !RS! .00! -1.75! 11.85 10.27 .17 .00 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .27! 12.46 10.27 .03 .00 .00! ILL! .00! .00! .00 .00 .00 .00 .00! 5!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! *** PURLIN DESIGN *** JOB NAME: 208013B PAGE 3 LOADING COMBINATION -- DL+WL _7--10 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.18! 16.61 13.69 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.01! -.18! 17.39 13.69 .01 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.01! -.61! 17.39 13.69 .04 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -3.47! .00! 15.80 13.69 .00 .22 .00! 570 !RL! 2.38! .79! 17.39 13.69 .06 .14 .02! !RS! 4.51! .92! 34.78 27.38 .04 .13 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.51! -.79! 34.78 27.38 .04 .13 .02! !LL! 2.72! -.65! 11.39 13.69 .05 .24 .06! 3!FM! -1.30! .00! 15.80 13.69 .00 .08 .00! 4152 !RL! 3.01! .68! 17.39 13.69 .05 .17 .03! !RS! 4.86! .81! 34.78 27.38 .04 .14 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.86! -.96! 34.78 27.38 .05 .14 .02! !LL! 2.64! -.83! 14.09 13.69 .06 .19 .04! 4!FM! -3.80! .00! 15.80 13.69 .00 .24 .00! 497 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .64! 17.31 13.69 .05 .00 .00! SPILO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.04! 16.61 13.69 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 5!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE.1 • *** PURLIN DESIGN *** BLDG, C JOB NUMBER : 208013C ( ANALYSIS ONLY ) g ELok1 PzATFoRN( * * * GEOMETRIC DATA *** LINE 2-5 ro 8 5--)3=c9.3 BAY SPACING (FEET) :14.01,28.0,3@30.0,30.01 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.): 4.50000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 5.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z14 .0000 -1.0000 -.0532 .1461 2 14.0000 .0000 10Z14 2.4791 -1.0000 -.0532 .1461 3 28.0000 2.4791 10Z14 2.4791 -1.0000 -.0532 .1461 4 30.0000 2.4791 10Z13 2.4791 -1.0000 -.0532 .1461 5 30.0000 2.4791 10Z13 2.4791 -1.0000 -.0532 .1461 6 30.0000 2.4791 10Z13 2.4791 -1.0000 -.0532 .1461 7 30.0000 2.4791 10Z12 .0000 -1.0000 -.0532 .1461 8 .0100 .0000 10Z12 .0000 -1.0000 -.0532 .1461 *** FLANGE BRACE INFORMATION * * * 208U13 C SPAN NOLENGTH SPAN NO (FT.) 1 .010 2 14.000 3 28.000 4 30.000 5 30.000 6 30.000 7 30.000 8 .010 OUTSIDE BRACES 10.0100 107.0 6.5,3@5.0 7.5,3@5.0 7.5,3@5.0 7.5,3@5.0 7.5,305.0 10.0100 INSIDE BRACES 10.0100 107.0 6.5,305.0 7.5,305.0 7.5,305.0 7.5,305.0 7.5,305.0 10.0100 *** PURLIN DESIGN *** JOB NAME: 208013C PAGE 2 LOADING COMBINATION -- DL+LL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 7.73 3.02 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! 8.13 3.02 .00 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .51! 8.13 3.02 .17 .00 .03! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! .90! .00! 5.72 3.02 .00 .16 .16! 3118 !RL! -3.79! -1.17! 8.13 3.02 .39 .47 .37! !RS! -7.14! -1.53! 16.26 6.04 .25 .44 .26! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -7.14! 1.91! 16.26 6.04 .32 .44 .29! !LL! -2.84! 1.55! 8.13 3.02 .51 .35 .39! 3!FM! 5.41! .00! 7.34 3.02 .00 .74 .74! 308 !RL! -5.85! -1.81! 8.13 3.02 .60 .72 .88! !RS! -10.79! -2.18! 18.73 8.44 .26 .58 .40! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS. ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-10.79! 2.18! 18.73 8.44 .26 .58 .40! !LL! -5.84! 1.82! 9.82 5.42 .33 .60 .47! 4!FM! 5.45! .00! 9.60 5.42 .00 .57 .57! 381 !RL! -6.16! -1.84! 10.60 5.42 .34 .58 .45! !RS! -11.18! -2.20! 21.20 10.85 .20 .53 .32! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-11.18! 2.22! 21.20 10.85 .20 .53 .32! !LL! -6.12! 1.86! 9.77 5.42 .34 .63 .51! 5!FM! 5.73! .00! 9.60 5.42 .00 .60 .60! 346 !RL! -5.33! -1.80! 10.60 5.42 .33 .50 .36! !RS! -10.24! -2.16! 21.20 10.85 .20 .48 .27! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-10.24! 2.08! 21.20 10.85 .19 .48 .27! !LL! -5.53! 1.72! 9.78 5.42 .32 .57 .42! 6!FM! 4.56! .00! 9.60 5.42 .00 .47 .47! 584 !RL! -8.35! -1.94! 10.60 5.42 .36 .79 .75! !RS! -13.62! -2.30! 23.64 15.69 .15 .58 .35! Z = H. W �QQ2 00 ctuo J= u_ wO 2 u -Q =W F- Z� F- O ZujH O N O H WW O. LU Z Uw - _ O E - Z *** PURLIN DESIGN *** JOB NAME: 208013C PAGE 3 LOADING COMBINATION -- DL+LL J-13 SP!LO!MOMENT! SHEAR! ALLOWABLE. FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-13.62! 2.65! 23.64 15.69 .17 .58 .36! !LL! -7.51! 2.28! 12.16 10.27 .22 .62 .43! 7!FM! 10.34! .00! 11.85 10.27 .00 .87 .87! 184 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .01! -1.74! 11.85 10.27 .17 .00 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP !. MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! !LL! 8!FM! !RL! !RS! .01! .06! 12.46 10.27 .01 .00 .00! .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! 0 .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! *** PURLIN DESIGN *** JOB NAME: 208013C PAGE 4 LOADING COMBINATION -- DL+WL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #I K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 10.31 4.03 .00 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! 10.84 4.03 .00 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.19! 10.84 4.03 .05 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -.33! .00! 7.59 4,03 .00 .04 .00! 8563 !RL! 1.38! .43! 10.84 4.03 .11 .13 .03! !RS! 2.60! .56! 21.68 8.05 .09 .12 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 2.60! -.70! 21.68 8.05 .12 .12 .03! !LL! 1.03! -.57! 10.22 4.03 .14 .10 .03! 3!FM! -1.97! .00! 9.79 4.03 .00 .20 .00! 848 !RL! 2.13! .66! 10.84 4.03 .16 .20 .07! !RS! 3.93! .79! 24.97 11.26 .09 .16 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ,,„'� ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 3.93! -.79! 24.97 11.26 .09 .16 .03! !LL! 2.13! -.66! 11.12 7.23 .09 .19 .04! 4!FM! -1.98! .00! 12.80 7.23 .00 .15 .00! 1047 !RL! 2.24! .67! 14.13 7.23 .09 .16 .03! !RS! 4.07! .80! 28.27 14.46 .07 .14 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.07! -.81! 28.27 14.46 .07 .14 .03! ILL! 2.23! -.68! 11.00 7.23 .09 .20 .05! 5!FM! -2.08! .00! 12.80 7.23 .00 .16 .00! 950 !RL! 1.94! .65! 14.13 7.23 .09 .14 .03! !RS! 3.73! .79! 28.27 14.46 .07 .13 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 3.73! -.76! 28.27 14.46 .07 .13 .02! !LL! 2.01! -.63! 11.03 7.23 .09 .18 .04! 6!FM! -1.65! .00! 12.80 7.23 .00 .13 .00! 1604 !RL! 3.04! .71! 14.13 7.23 .10 .22 .06! !RS! 4.96! .84! 31.52 20.92 .05 .16 .03! • *** PURLIN DESIGN *** JOB NAME: 208013C PAGE 5 LOADING COMBINATION -- DL+WL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.96! -.96! 31.52 20.92 ! .06 .16 .03! !LL! 2.73! -.83! 13.87 13.69 .06 .20 .04! 7!FM! -3.76! .00! 15.80 13.69 .00 .24 .00! 506 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .63! 17.31 13.69 .05 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .04! 16.61 13.69 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 8!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** JOB NUMBER : SEACONC2 ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BLDG. C 3-r)(0 W EST or- PLArFoAfrt L, N 6- 2.5 To 4-, o 5 -h -a3 BAY SPACING (FEET) :14.0,28.0 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.): 4.25000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 5.00 FEET ,BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z14 .0000 -1.0000 -.0502 .1380 2 13.9900 .0000 10Z14 2.4791 -1.0000 -.0502 .1380 3 27.9900 2.4791 10Z12 .0000 -1.0000 -.0502 .1380 4 .0100 .0000 10Z12 .0000 -1.0000 -.0502 .1380 * * * FLANGE BRACE INFORMATION * * * SEA colt C SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 .010 1@.0100 1@.0100 2 13.990 7.0 7.0 3 27.990 6.5,3@5.0 6.5,3@5.0 4 .010 1@.0100 1@.0100 *** PURLIN DESIGN *** JOB NAME: SEACONC2 PAGE 2 LOADING COMBINATION -- DL+LL 7-11 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .05! 7.73 3.02 .02 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Q !RL! .00! .00! .00 .00 .00 .00 .00! H Z !RS! .00! .05! 8.13 3.02 .02 .00 .00!QQWCe w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL J V 1 #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U) p CO W !LS! .00! .31! 8.13 3.02 .10 .00 .01! J H !LL! .00! .00! .00 .00 .00 .00 .00! N W 2!FM! .35! .00! 8.13 3.02 .00 .04 .04! 1029 W O !RL! -5.59! -1.28! 8.13 3.02 ! .42 .69 .65! 2 !RS! -9.19! -1.62! 21.17 13.28 .12 .43 .20! g Q SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL CO C1 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1=- _ 2:1 -- !LS! -9.19! 2.26! 21.17 13.28 .17 .43 .22! H O !LL! -4.01! 1.92! 13.04 10.27 .19 .31 .13! 2:11- 3!FM! 9.31! .00! 11.8510.27 .00 .79 .79! 204 !RL! .00! .00! .00 .00 .00 .00 .00! 0 0 U !RS! -.01! -1.60! 12.98 10.27 .16 .00 .02! O N al- - SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- a. ~. O !LS! -.01! .47! 12.46 10.27 .05 .00 .00!Z !LL! .00! .00! .00 .00 .00 .00 .00! .0 N. 4!FM! .00! .00! .00 .00 .00 .00 .00! 0 1= H !RL! .00! .00! .00 .00 .00 .00 .00! Z !RS! .00! .00! .00 .00 .00 .00 .00! *** PURLIN DESIGN *** JOB NAME: SEACONC2 PAGE 3 LOADING COMBINATION -- DL+WL SP!LO!MOMENT! SHEAR! . ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- -)8 !LS! .00! -.02! 10.31 4.03 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! ..00! .00! .00 .00 .00 .00 .00! 0 Q �. !RL! .00! .00! .00 .00 .00 .00 .00! ;= Z !RS! .00! -.02! .10.84 4.03 ! .01 .00 .00! re g SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL _it..) ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N 0 !LS! .00! -.11! 10.84 4.03 .03 .00 .00! -J H !LL! .00! .00! .00 .00 .00 .00 .00! 2 u_ 2!FM! -.13! .00! 10.84 4.03 .00 .01 .00! 2829 u10 !RL! 2.03! .47! 10.84 4.03 .12 . .19 .05! 2 !RS! 3.34! .59! 28.23 17.71 .04 .12 .02! g Q SP!LO!MOMENT! SHEAR! . ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = d ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- F- _ Z1.- !LS! 3.34! -.82! 28.23 17.71 .06 .12 .02! F--0 !LL! 1.46! -.70!. 16.13 . 13.69 .05 .09 .01! W ~ 3!FM! -3.39! .00! 15.80 13.69 .00 .21 .00! 562 2 D !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .58! 15.80 13.69 .04 .00 .00! 0 N 01-. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- I-,..- ti0. !LS! .00! -.11! 16.61 13.69 .01 .00 .00!Z !LL! .00! .00! .00 .00 .00 .00 .00! U N 4!FM! .00! .00! .00 .00 .00 .00 .00! 0 ~O H. !RL! .00! .00! .00 .00 .00 .00 .00! Z !RS! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 PURLIN DESIGN *** *** *** GEOMETRIC DATA *** BAY SPACING (FEET) INSET LEFT (FEET) PURLIN EXTN LEFT (FT. ROOF SLOPE PURLIN DEPTH (INCH) JOB NUMBER : SEACONC ( ANALYSIS ONLY ) BLDG. C g,6 6/0 P 4TFo'k/1, LINE G ro P :2@30.0 . .010 INSET RIGHT (FEET) .010 ): .00000 PURLIN EXTN RIGHT (FT.) .00000 : .500/12 HORIZONTAL SPACING (FT.): 4.50000 :10.00 s -is -a3 TOP FLANGE BRACED AT 5.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LENGTH 1 .0100 2 29.9900 3 29.9900 4 .0100 LAP SIZE OF LAP WIND DL + WL DL + LL LEFT SECTION RIGHT COEF (KLF) (KLF) .0000 10Z12 .0000 -1.0000 -.0532 .1461 .0000 10Z12 2.4791 -1.0000 -.0532 .1461 2.4791 10Z12 .0000 -1.0000 -.0532 .1461 .0000 10Z12 .0000 -1.0000 -.0532 .1461 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH SPAN NO (FT.) 1 .010 2 29.990 3 29.990 4 .010 OUTSIDE BRACES 1@.0100 7.5,3@5.0 7.5,3@5.0 1@.0100 6 C -A C crJ C INSIDE BRACES 1@.0100 7.5,3@5.0 7.5,3@5.0 1@.0100 `') *** PURLIN DESIGN *** JOB NAME: SEACONC PAGE 2 LOADING COMBINATION -- DL+LL -2P SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.02! 12.46 10.27 .10 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 ` Q • !RL! .00! .00! .00 .00 .00 .00 .00! H Z' !RS! .02! 1.02! 13.04 10.27 .10 .00 .01!Q 2. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0) 0 U) LLI !LS! .02! 1.64! 13.04 10.27 .16 .00 .03! -J H !LL! .00! .00! .00 .00 .00 .00 .00! WILL 2!FM! 9.25! .00! 11.85 10.27 .00 .78 .78! 232 W O.. !RL! -10.09! -2.38! 13.04 10.27 .23 .77 .65! 2I-. !RS! -16.43! -2.74! 26.09 20.53 .13 .63 .41! g Q SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = Ci ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-- In Z= F - !LS! -16.43! 2.74! 26.09 20.53 .13 .63 .41! !LL! -10.09! 2.38! 11.09 10.27 .23 .91 .88! IliZ W 3!FM! 9.24! .00! 11.85 10.27 .00 .78 .78! 232 2 n !RL! .00! .00! .00 .00 .00 .00 .00! 0 !RS! -.01! -1.64! 12.98 10.27 .16 .00 .03! O N. 0 I-• SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H �' O !LS! -.01! .47! 12.46 10.27 .05 .00 .00! LLjZ !LL! .00! .00! .00 .00 .00 .00 .00! 0 = 4!FM! .00! .00! .00 .00 .00 .00 .00! 0 1- 0 I - !RL! .00! .00! .00 .00 .00 .00 .00! Z !RS! .00! .00! .00 .00 .00 .00 .00! *** PURLIN DESIGN *** JOB NAME: SEACONC PAGE 3 LOADING COMBINATION -- DL+WL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.21! 16.61 13.69 .02 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 It. !RL! .00! .00! .00 .00 .00 .00 .00! ;F- dr- !RS! !RS! -.01! -.21! 17.39 13.69 .02 .00 .00! re W D. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W 0 U) W ul !LS! -.01! -.60! 17.39 13.69 .04 .00 .00! -JF=- !LL! .00! .00! .00 .00 .00 .00 .00! N W 2!FM! -3.36! .00! 15.80 13.69 .00 .21 .00! 637 W O !RL! 3.67! .87! 17.39 13.69 .06 .21 .05! g Zi !RS! 5.98! 1.00! 34.78 27.38 .05 .17 .03! W < SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ~ _ Z F-' !LS! 5.98! -1.00! 34.78 27.38 .05 .17 .03! Z O !LL! 3.67! -.87! 11.39 13.69 .06 .32 .11! W W 3!FM! -3.36! .00! 15.80 13.69 .00 .21 .00! 638 2 0. !RL! .00! .00! .00 .00 .00 .00 .00! 0 co !RS! .00! .60! 15.80 13.69 .04 .00 .00! 0 -0i - III H SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z U. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/ 0 !LS! .00! -.01! 16.61 13.69 .00 .00 .00! Wu) !LL! .00! .00! .00 .00 .00 .00 .00! U = 4!FM! .00! .00! .00 .00 .00 .00 .00! 0 01-: !RL! .00! .00! .00 .00 .00 .00 .00! Z !RS! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** *** GEOMETRIC DATA *** JOB NUMBER : SEACONC1 ( ANALYSIS ONLY ) 13 LDC, C 8' cAnloeY LiAicF 2,� 7o 5 s -i5 -o3 BAY SPACING (FEET) :14.01,28.0,30.01 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.): 4.75000 - PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 5.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -2.3000E-- MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z14 .0000 -2.3000 -.1445 .1542 2 14.0000 .0000 10Z14 1.2291 -2.3000 -.1445 .1542 3 28.0000 1.2291 10Z12 2.4791 -2.3000 -.1445 .1542 4 30.0000 2.4791 10Z12 .0000 -2.3000 -.1445 .1542 5 .0100 .0000 10Z12 .0000 -2.3000 -.1445 .1542 ***. FLANGE BRACE INFORMATION SPAN NOLENGTH OUTSIDE SPAN NO (FT.) BRACES 1 .010 1@.0100 2 14.000 7.0 3 28.000 6.5,3@5.0 4 30.000 7.5,3@5.0 5 .010 1@.0100 *** sE-AcoN c) INSIDE BRACES 1@.0100 7.0 6.5,3@5.0 7.5,3@5.0 1@.0100 *** PURLIN DESIGN *** JOB NAME: SEACONC1 PAGE 2 LOADING COMBINATION -- DL+LL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.04! 7.73 3.02 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.04! 8.13 3.02 .01 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .65! 8.13 3.02 .21 .00 .05! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 1.37! .00! 5.72 3.02 .00 .24 .24! 9999 !RL! -4.29! -1.32! 8.13 3.02 .44 .53 .47! !RS! -6.03! -1.51! 21.17 13.28 .11 .28 .09! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -6.03! 1.85! 21.17 13.28 .14 .28 .10! !LL! -3.88! 1.66! 13.04 10.27 .16 .30 .11! 3!FM! 5.01! .00! 11.85 10.27 ! .00 .42 .42! 627 !RL! -9.16! -2.09! 13.04 10.27 .20 .70 .53! !RS! -14.81! -2.47! 26.09 20.53 .12 .57 .34! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-14.81! 2.81! 26.09 20.53 .14 .57 .34! !LL! -8.33! 2.42! 12.01 10.27 .24 .69 .54! 4!FM! 10.74! .00! 11.85 10.27 .00 .91 .91! 180 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .01! -1.82! 11.85 10.27 .18 .00 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .01! -.38! 12.46 10.27 .04 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 5!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! >.C."I..�,uii44:WU�4i[�y:�2�i1:.a.b.1u'.i.Y✓iJCW�wVWn4�i1kYMui'1'Lc�:irLL:l �"Y *** PURLIN DESIGN *** JOB NAME: SEACONC1 PAGE 3 LOADING COMBINATION -- DL+WL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .04! 10.31 4.03 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z • 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 11- !RL! .00! .00! .00 .00 .00 .00 .00! `- 6 !RS! .00! .04! 10.84 4.03 .01 .00 .00! 6 _. JU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- J DuiH !LS! .00! -.61! 10.84 4.03 .15 .00 .02! NU. !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -1.28! .00! 7.59 4.03 .00 .17 .00! 9999 2 !RL! 4.02! 1.24! 10.84 4.03 .31 .37 .23! !RS! 5.65! 1.42! 28.23 17.71 .11 .20 .05! u- 6' a SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL H W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z H !LS! 5.65! -1.73! 28.23 17.71 .13 .20 .06! Z �, !LL! 3.63! -1.55! 17.17 13.69 .11 .21 .06! W u) D 3!FM! -4.69! .00! 15.80 13.69 .00 .30 .00! 669 0 !RL! 8.58! 1.96! 17.39 13.69 .14 .49 .26! 0 0 !RS! 13.88! 2.32! 34.78 27.38 .11 .40 .17! 01 - WW SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = U. H H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u.0 -Z !LS! 13.88! -2.63! 34.78 27.38 .13 .40 .18! Uc !LL! 7.81! -2.27! 13.54 13.69 .17 .58 .36! F.= 4!FM!-10.06! .00! 15.80 13.69 .00 .64 .00! 192 Z ~. !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.01! 1.70! 17.31 13.69 .12 .00 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.01! .19! 16.61 13.69 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 5!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** JOB NUMBER : 208013F ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** Li,v E 8 To /0 BAY SPACING (FEET) :30.01,30.01 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.): 5.00000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 5.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z12 .0000 -1.0000 -.0591 .1624 2 30.0000 .0000 10Z12 2.4791 -1.0000 -.0591 .1624 3 30.0000 2.4791 10Z12 .0000 -1.0000 -.0591 .1624 4 .0100 .0000 10Z12 .0000 -1.0000 -.0591 .1624 * * * FLANGE BRACE SPAN NOLENGTH SPAN NO (FT.) 1 .010 2 30.000 3 30.000 4 .010 INFORMATION *** OUTSIDE BRACES 1@.0100 5@5.0 5@5.0 1@.0100 INSIDE BRACES 1@.0100 5@5.0 5@5.0 10.0100 • i a....r:F..:t4.rsd:i.�:rsa.:.1.�+�:LutSr. �.4'..i:.',i:�l..wsu.W i.:1:'l. *** PURLIN DESIGN *** JOB NAME: 208013F PAGE 2 LOADING COMBINATION -- DL-�LL -Z� SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.09! 12.46 10.27 .11 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Z !RL! .00! .00! .00 .00 .00 .00 .00! Q • ii -!RS! .02! 1.09! 13.04 10.27 .11 .00 .01! 1~ W' 0e W2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Q ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 00 !LS! .02! 1.83! 13.04 10.27 .18 .00 .03! u) o !LL! .00! .00! .00 .00 .00 .00 .00! CO = 2!FM! 10.28! .00! 11.85 10.27 .00 .87 .87! 208 N � !RL! -11.22! -2.64! 13.04 10.27 .26 .86 .81! !RS! -18.28! -3.05! 26.09 20.53 .15 .70 .51! W O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL g ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- _co d !LS! -18.28! 3.05! 26.09 20.53 .15 .70 .51! H W !LL! -11.23! 2.64! 12.98 10.27 .26 .86 .81! Z H 3!FM! 10.27! .00! 11.85 10.27 .00 .87 .87! 208 F,,,O !RL! .00! .00! .00 .00 .00 .00 .00! Z F- RS! .00! -1.83! 11.85. 10.27 .18 .00 .03! LO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 N ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0 • !LS! .00! -.03! 12.46 10.27 .00 .00 .00! = W. !LL! .00! .00! .00 .00 .00 .00 .00! 1.-. U 4!FM! .00! .00! .00 .00 .00 .00 .00! 0 u- 0 !RL! .00! .00! .00 .00 .00 .00 .00! ..Z !RS! .00! .00! .00 .00 .00 .00 .00! U to �S 0' Z *** PURLIN DESIGN *** JOB NAME: 208013F LOADING COMBINATION -- DL+WL PAGE 3 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! !LL! 1!FM! !RL! !RS! .00! -.28! 16.61 13.69 .02 .00 .00! .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! 0 .00! .00! .00 .00 .00 .00 .00! -.01! -.28! 17.39 13.69 .02 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.01! -.66! 17.39 13.69 .05 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -3.74! .00! 15.80 13.69 .00 .24 .00! 573 !RL! 4.08! .96! 17.39 13.69 .07 .23 .06! !RS! 6.65! 1.11! 34.78 27.38 .05 .19 .04! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 6.65! -1.11! 34.78 27.38 .05 .19 .04! !LL! 4.08! -.96! 15.80 13.69 .07 .26 .07! 3!FM! -3.74! .00! 15.80 13.69 .00 .24 .00! 574 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .66! 17.31 13.69 .05 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT!. KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! !LL! 4!FM! !RL! !RS! .00! -.07! 16.61 13.69 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! 0 .00! .00! .00 .00 .00 .00 .00! .00! .00! .00 .00 .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 3-:25) EAVE STRUT DESIGN *** * * * *** GEOMETRIC DATA *** BAY SPACING (FEET) BAY SPACING (FEET) INSET LEFT (FEET) EAVE EXTN LEFT (FT.) ROOF SLOPE EAVE STRUT DEPTH (INCH) JOB NUMBER : 208013A ( ANALYSIS ONLY ) 8LD . A 6AV5 -7-#C173- :29.68,5030.0,29.68 I7 -s :29.68,5030.0,29.68 .0100 INSET RIGHT (FEET ) : 1.5700 EAVE EXTN RIGHT (FT.) :1.900/12 HORIZONTAL SPACING (FT.) :10.00 TOP FLANGE BRACED AT 5.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** . .0100 : 1.5700 : 2.5000 DEAD LOAD (PSF) : 2.500 LIVE LOAD (PSF):28.000 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.:-1.000 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/100. SPAN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 1.58 10ES14 1.396 21.67 -1.0000 -.0300 .0753 2 29.67 10ES14 1.396 21.67 -1.0000 -.0300 .0753 3 30.00 10ES14 1.396 21.67 -1.0000 -.0300 .0753 4 30.00 10ES14 1.396 21.67 -1.0000 -.0300 .0753 5 30.00 10ES14 1.396 21.67 -1.0000 -.0300 .0753 6 30.00 10ES14 1.396 21.67 -1.0000 -.0300 .0753 7 30.00 10ES14 1.396 21.67 -1.0000 -.0300 .0753 8 29.67 10ES14 1.396 21.67 -1.0000 -.0300 .0753 9 1.58 10ES14 1.396 21.67 -1.0000 -.0300 .0753 *** EAVE STRUT DESIGN *** JOB NAME: 208013A **** DEAD + LIVE LOAD **** PAGE 2 3. --?0 _1!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! 1!FM! RS! .00! .00! -.09! .00! . 00! . 12! .00 .00 8.96 . 00 . 00 2.86 .00 . 00 .04 .00 . 00 . 01 .00! .00! -54 . 04! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES '. #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! -.09! 1.12! 2!FM! 8.24! .00! RS! .00! -1.11! 8.51 8.58 8.07 2.86 2.86 2.86 .39 .00 .39 .01 . 96 .00 .39! .96! -174 .39! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #I K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! 1.13! 3!FM! 8.47! .00! RS! .00! -1.13! 8.07 8.58 8.07 2.86 2.86 2.86 .39 .00 .39 .00 . 99 . 00 . 39! . 99! -167 . 39! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! 1.13! FM! 8.47! .00! -'RS! .00! -1.13! 8.07 8.58 8.07 2.86 2.86 2.86 . 39 .00 .39 .00 . 99 .00 . 39! . 99! -167 . 39! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! 1.13! 5!FM! 8.47! .00! RS! .00! -1.13! 8.07 8.58 8.07 2.86 2.86 2.86 . 39 . 00 .39 . 00 .99 .00 . 39! . 99! -167 .39! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! 1.13! 6!FM! 8.47! .00! RS! .00! -1.13! 8.07 8.58 8.07 2.86 2.86 2.86 . 39 .00 . 39 .00 . 99 .00 .39! . 99! -167 . 39! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! 1.13! 7!FM! 8.47! .00! RS! .00! -1.13! 8.07 8.58 8.07 2.86 2.86 2.86 . ;i:;�.�;if:,11hiiG • J`{c jf�i'taa, oo�w•%,:a,'d::.a:Gl�'.: .39 . 00 .39 .00 .99 .00 . 39! . 99! -167 . 39! *** EAVE STRUT DESIGN *** JOB NAME: 208013A **** DEAD + LIVE LOAD **** 3"-3) PAGE 3 P -M LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.11! 8.11 2.86 ! .39 .00 .39! 8!FM! 8.24! .00! 8.58 2.86 ! .00 .96 .96! -174 ZZ RS! -.09! -1.12! 8.49 2.86 ! .39 .01 .39! i Z: t SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL w a ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- J U' o o !LS! -.09! -.12! 8.96 2.86 ! .04 .01 .04! u) 0 cnw 9!FM! .00! .00! .00 .00 ! .00 .00 .00! -54 wl H RS! .00! .00! .00 .00 ! .00 .00 .00! cn LL w O ag5 u. a. w° ►wI._z. z1._ 1- o. z1-- ta ii, ?Q 0- w w. F. U ..Z w H 2: OH Z *** EAVE STRUT DESIGN *** JOB NAME: 208013A **** DEAD + WIND LOAD **** 3-31 PAGE 4 LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 137 Z RS! .04! -.05! 11.95 3.82 ! .02 .00 .02! ,1 w CC SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 6 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O (1)o !LS! .04! -.45! 10.87 3.82 ! .16 .00 .16! w = 2!FM! -3.28! .00! 11.44 3.82 ! .00 .29 .29! 437 1 RS! .00! .44! 10.76 3.82 ! .16 .00 .16! w O 2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u.< con a !LS! .00! -.45! 10.76 3.82 ! .16 .00 .16! H w 3!FM! -3.38! .00! 11.44 3.82 ! .00 .30 .30! 4202: H RS! .00! .45! 10.76 3.82 ! .16 .00 .16! 1-0 2:1- w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL D ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U N O- LS! .00! -.45! 10.76 3.82 ! .16 .00 .16! o H .n!FM! -3.38! .00! 11.44 3.82 ! .00 .30 .30! 420 a:,, RS! .00! .45! 10.76 3.82 ! .16 .00 .16! L •• Z SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL Utn ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- jI O Z !LS! .00! -.45! 10.76 3.82 ! .16 .00 .16! 5!FM! -3.38! .00! 11.44 3.82 ! .00 .30 .30! 420 RS! .00! .45! 10.76 3.82 ! .16 .00 .16! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.45! 10.76 3.82 ! .16 .00 .16! 6!FM! -3.38! .00! 11.44 3.82 ! .00 .30 .30! 420 RS! .00! .45! 10.76 3.82 ! .16 .00 .16! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.45! 10.76 3.82 ! .16 .00 .16! 7!FM! -3.38! .00! 11.44 3.82 ! .00 .30 .30! 420 RS! .00! .45! 10.76 3.82 ! .16 .00 .16! *** EAVE STRUT DESIGN *** JOB NAME: 208013A **** DEAD + WIND LOAD **** 3 PAGE 5 ThLO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL . #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.44! 8!FM! -3.28! .00! RS! .04! .45! 10.81 3.82 ! .16 .00 .16! 11.44 3.82 ! .00 .29 .29! 437 10.81 3.82 ! .16 .00 .16! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 9!FM! RS! .04! .05! 11.95 3.82 ! .02 .00 .02! .00! .00! .00 .00 ! .00 .00 .00! 137 .00! .00! .00 .00 ! .00 .00 .00! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** EAVE STRUT DESIGN *** 3-34- JOB NUMBER : 208013B ( FULL OPTIMIZATION ) 6L06. & ESV E STRu7-S *** GEOMETRIC DATA *** Z BAY SPACING (FEET) :28.75,30.,30.01 =1-' BAY SPACING (FEET) w INSET LEFT (FEET) : .0100 INSET RIGHT (FEET ) : .0100 0,e) EAVE EXTN LEFT (FT.) .0000 EAVE EXTN RIGHT (FT.) .0000 ' ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.) : 2.5000 0 0 EAVE STRUT DEPTH (INCH) :10.00 W = - H • u_ TOP FLANGE BRACED AT 1.00 FEET W 0 g5 LL Q *** DESIGN CRITERIA *** co D DEAD LOAD (PSF) : 7.500 LIVE LOAD (PSF):25.000 Z H. WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.:-1.000 H O MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 ZI- MAX. SHEAR OR BENDING UNITY CHECK :1.000• W MAX. DEFLECTION LIMIT PER SPAN : L/100. U 0 O52 CI I - W W' H H. ....AN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) U Z F- 1 .01 10ES14 1.396 21.67 -1.0000 -.0170 .0812 p 2 28.74 10ES14 1.396 21.67 -1.0000 -.0170 .0812 Z 3 30.00 10ES12 2.093 32.19 -1.0000 -.0170 .0812 4 30.00 10ES12 2.093 32.19 -1.0000 -.0170 .0812 5 .01 10ES12 2.093 32.19 -1.0000 -.0170 .0812 *** EAVE STRUT DESIGN *** JOB NAME: 208013B **** DEAD + LIVE LOAD **** 35 PAGE 2 `LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -55 Z RS! .00! .00! 8.99 2.86 ! .00 .00 .00!it-Z, �w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 6= ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O 0 0 !LS! .00! 1.17! 8.98 2.86 ! .41 .00 .41! w w 2!FM! 8.38! .00! 8.97 2.86 ! .00 .93 .93! -176 -J F. RS! .00! -1.17! 8.97 2.86 ! .41 .00 .41! O w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u- N d !LS! .00! 1.22! 15.50 9.67 ! .13 .00 .13! F. w 3!FM! 9.13! .00! 15.50 9.67 ! .00 .59 .59! -231Z F- RS RS! .00! -1.22! 15.50 9.67 ! .13 .00 .13! 1-0 Z I- W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ? Q ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U 0. O !LS! .00! 1.22! 15.50 9.67 ! .13 .00 .13! 0�= .1,1,,FM! 9.13! .00! 15.50 9.67 ! .00 .59 .59! -231 10 S! .00! -1.22! 15.51 9.67 ! .13 .00 .13! u.H -0 Z SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 N ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- F. I O Z !LS! .00! .00! 15.52 9.67 ! .00 .00 .00! 5!FM! .00! .00! .00 .00 ! .00 .00 .00! -72 RS! .00! .00! .00 .00 ! .00 .00 .00! *** EAVE STRUT DESIGN *** JOB NAME: 208013B PAGE 3 DEAD + WIND LOAD 'LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 263 Z RS! .00! .00! 11.99 3.82 ! .00 .00 .00! 11- '~ w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 6¢¢ = ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O O !LS! .00! -.24! 11.97 3.82 ! .09 .00 .09! u W 2!FM! -1.76! .00! 4.80 3.82 ! .00 .37 .37! 842111H RS! .00! .24! 11.97 3.82 ! .09 .00 .09! u) u, w}} SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 2. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- g1- Q coo !LS! .00! -.26! 20.66 12.89 ! .03 .00 .03! z w 3!FM! -1.92! .00! 8.28 12.89 ! .00 .23 .23! 1100 Z H RS! .00! .26! 20.66 12.89 ! .03 .00 .03! I-0 Zf-- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL W W 2D ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U 0 O -u2 !LS! .00! -.26! 20.66 12.89 ! .03 .00 .03! 01- " ---FM! H" -FM! -1.92! .00! 8.28 12.89 ! .00 .23 .23! 1100 WW RS! .00! .26! 20.66 12.89 ! .03 .00 .03! H U u.{.5"- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ciiZ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0 O H. !LS! .00! .00! 20.70 12.89 ! .00 .00 .00! Z 5!FM! .00! .00! .00 .00 ! .00 .00 .00! 343 RS! .00! .00! .00 .00 ! .00 .00 .00! ;:isl:. n::3b:,f.+i:.:�.u�,.:::i:,:+z.iy„.tia.:y.t::.is_t::u:.:a::.:::.iti.• Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** EAVE STRUT DESIGN *** L3 c c . F LAVE- Srk irs *** GEOMETRIC DATA * * * JOB NUMBER : 208013F ( FULL OPTIMIZATION ) BAY SPACING (FEET) :30.01,30.01 Q BAY SPACING (FEET) .17.:Z '. INSET LEFT (FEET) : .0100 INSET RIGHT (FEET ) : .0100 ILI EAVE EXTN LEFT (FT.) : 1.2500 EAVE EXTN RIGHT (FT.) : 1.2500 6 U ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.) : 2.0000 UQ EAVE STRUT DEPTH (INCH) :10.00 N WI J '- TOP FLANGE BRACED AT 5.00 FEET Wu, W O: BOTTOM FLANGE BRACED AT 5.00 FEET }} g~ LL Q' *** DESIGN CRITERIA *** = d W DEAD LOAD (PSF) : 2.500 LIVE LOAD (PSF):30.000 Zi=- WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.:-1.000 Z I- MAX MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 ILI MAX. SHEAR OR BENDING UNITY CHECK :1.000 2 D MAX. DEFLECTION LIMIT PER SPAN : L/100. 0 0 ON 0 H' WW U 12) SPAN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL ll. - O' -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) Z lLl U(13 1 1.26 10ES14 1.396 21.67 -1.0000 -.0236 .0649 17: 0 H 2 30.00 10E514 1.396 21.67 -1.0000 -.0236 .0649 Z 3 30.00 10E514 1.396 21.67 -1.0000 -.0236 .0649 4 1.26 10ES14 1.396 21.67 -1.0000 -.0236 .0649 Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 "j *** EAVE STRUT DESIGN *** J .) C EAV& .57 AarS. *** GEOMETRIC DATA * * * BAY SPACING (FEET) BAY SPACING (FEET) INSET LEFT (FEET) EAVE EXTN LEFT (FT.) ROOF SLOPE EAVE STRUT DEPTH (INCH) JOB NUMBER : 208013C ( FULL OPTIMIZATION ) :14,28,4@30. .0100 .0000 .500/12 :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** INSET RIGHT (FEET ) EAVE EXTN RIGHT (FT.) HORIZONTAL SPACING (FT.) .0100 .0000 : 2.5000 DEAD LOAD (PSF) : 7.500 LIVE LOAD (PSF):25.000 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.:-1.000 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/100. 5..... A LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 .01 10E514 1.396 21.67 -1.0000 -.0170 .0812 2 13.99 10ES14 1.396 21.67 -1.0000 -.0170 .0812 3 28.00 10E514 1.396 21.67 -1.0000 -.0170 .0812 4 30.00 10ES12 2.093 32.19 -1.0000 -.0170 .0812 5 30.00 10ES12 2.093 32.19 -1.0000 -.0170 .0812 6 30.00 10ES12 2.093 32.19 -1.0000 -.0170 .0812 7 29.99 10ES12 2.093 32.19 -1.0000 -.0170 .0812 8 .01 10ES12 2.093 32.19 -1.0000 -.0170 .0812 Z 6U UOcoQ WH co u. W }O} u_ =• a F- _ ZF I- O ZF- W uj np O -. Q W W O LiiZ U t H • 1- Z *** EAVE STRUT DESIGN *** JOB NAME: 208013C **** DEAD + LIVE LOAD **** -36 PAGE 2 .\0!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -479 Z Q • RS! .00! .00! 8.99 2.86 ! .00 .00 .00! } W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 6 reD ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O N O !LS! .00! .57! 8.98 2.86 ! .20 .00 .20! N W 2!FM! 1.99! .00! 8.97 2.86 ! .00 .22 .22!-1533 -JF=- RS! .00! -.57! 8.97 2.86 ! .20 .00 .20! N W 0 O. 2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL � ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- tui j !LS! .00! 1.14! 8.97 2.86 ! .40 .00 .40! H W 3!FM! 7.96! .00! 8.97 2.86 ! .00 .89 .89! -1912: H RS! .00! -1.14! 8.97 2.86 ! .40 .00 .40! 1- 0 2! 1 -- LO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ? Q ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U ON !LS! .00! 1.22! 15.50 9.67 ! .13 .00 .13! al H ".'M! 9.13! .00! 15.50 9.67 ! .00 .59 .59! -231 1 0 �.S! .00! -1.22! 15.50 9.67 ! .13 .00 .13! u.1- --0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u.lZ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H H O !LS! .00! 1.22! 15.50 9.67 ! .13 .00 .13! Z 5!FM! 9.13! .00! 15.50 9.67 ! .00 .59 .59! -231 RS! .00! -1.22! 15.50 9.67 ! .13 .00 .13! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.22! 15.50 9.67 ! .13 .00 .13! 6!FM! 9.13! .00! 15.50 9.67 ! .00 .59 .59! -231 RS! .00! -1.22! 15.50 9.67 ! .13 .00 .13! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.22! 15.50 9.67 ! .13 .00 .13! 7!FM! 9.13! .00! 15.50 9.67 ! .00 .59 .59! -231 RS! .00! -1.22! 15.51 9.67 ! .13 .00 .13! *** EAVE STRUT DESIGN *** JOB NAME: 208013C **** DEAD + LIVE LOAD **** PAGE 3 `-%0!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 15.52 9.67 ! .00 .00 .00! 8!FM! .00! .00! .00 .00 ! .00 .00 .00! -72 RS! .00! .00! .00 .00 ! .00 .00 .00! *** EAVE STRUT DESIGN *** JOB NAME: 208013C PAGE 4 **** DEAD + WIND LOAD **** `.,.JO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 2282 1 RS! .00! .00! 11.99 3.82 ! .00 .00 .00! t~ w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 6 reD ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- V 0 (J) !LS! .00! -.12! 11.97 3.82 ! .04 .00 .04! WW 2!FM! -.42! .00! 7.78 3.82 ! .00 .05 .05! 7304 co F. RS! .00! .12! 11.97 3.82 ! .04 .00 .04! W O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL }} g is- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u_j Nd !LS! .00! -.24! 11.97 3.82 ! .08 .00 .08! H W 3!FM! -1.67! .00! 4.80 3.82 ! .00 .35 .35! 911 Z I- RS! .00! .24! 11.97 3.82 ! .08 .00 .08! 1-O Z I- W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ME D ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- .7) • N O - O 1 - !LS! .00! -.26! 20.66 12.89 ! .03 .00 .03! W W ^'M! -1.92! .00! 8.28 12.89 ! .00 .23 .23! 1100 = V ��,.5! .00! .26! 20.66 12.89 ! .03 .00 .03! u.O Z SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL U u) ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H H O !LS! .00! -.26! 20.66 12.89 ! .03 .00 .03! 5!FM! -1.92! .00! 8.28 12.89 ! .00 .23 .23! 1100 RS! .00! .26! 20.66 12.89 ! .03 .00 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.26! 20.66 12.89 ! .03 .00 .03! 6!FM! -1.92! .00! 8.28 12.89 ! .00 .23 .23! 1100 RS! .00! .26! 20.66 12.89 ! .03 .00 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.26! 20.66 12.89 ! .03 .00 .03! 7!FM! -1.92! .00! 8.28 12.89 ! .00 .23 .23! 1101 RS! .00! .26! 20.66 12.89 ! .03 .00 .03! . Si.Ki.'r:,li v.� Z *** EAVE STRUT DESIGN *** JOB NAME: 208013C **** DEAD + WIND LOAD **** PAGE 5 "'MO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 20.70 12.89 ! .00 .00 .00! 8!FM! .00! .00! .00 .00 ! .00 .00 .00! 344 RS! .00! .00! .00 .00 ! .00 .00 .00! *** EAVE STRUT DESIGN *** _)-- 113 JOB NAME: 208013F PAGE 2 **** DEAD + LIVE LOAD **** SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -61 RS! -.05! .08! 8.97 2.86 ! .03 .01 .03! SP!LOUMOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.05! .98! 8.76 2.86 ! .34 .01 .34! 2!FM! 7.28! .00! 8.58 2.86 ! .00. .85 .85! -195 RS! .00! -.97! 8.58 2.86 ! .34 .00 .34! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .97! 8.58 2.86 ! .34 .00 .34! 3!FM! 7.28! .00! 8.58 2.86 ! .00 .85 .85! -195 RS! -.05! -.98! 8.76 2.86 ! .34 .01 .34! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.05! -.08! 8.97 2.86 ! .03 .01 .03! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! -61 RS! .00! .00! .00 .00 ! .00 .00 .00! • *** EAVE STRUT DESIGN *** JOB NAME: 208013F **** DEAD + WIND LOAD **** PAGE 3 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! Z 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 168 RS! .02! -.03! 11.96 3.82 ! .01 .00 .01! ;1=- W'. re SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL D ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O NO !LS! .02! -.36! 11.44 3.82 ! .12 .00 .12! Mal 2!FM! -2.65! .00! 11.44 3.82 ! .00 .23 .23! 536 -i I- RS RS! .00! .35! 11.44 3.82 ! .12 .00 .12! N u.O. W}} SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 21- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- g a !LS! .00! -.35! 11.44 3.82 ! .12 .00 .12! = d 3!FM! -2.65! .00! 11.44 3.82 1 .00 .23 .23! 536 I- W RS! .02! .36! 11.44 3.82 ! .12 .00 .12! Z 1- O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL LL1 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ? D. U !LS! .02! .03! 11.96 3.82 ! .01 .00 .01! 0 - 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 168 RS! .00! .00! .00 .00 ! .00 .00 .00! U I / IL ~O 1.1..1 Z. U Z. 0 ~: Z •t�./..1u:4:i+ Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= MIDWEST METALLIC *** GIRT DESIGN JOB NUMBER : 208013B ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) 0.070, 13 ga= 0.085, 12 ga= 0.10 PAGE 1 *** GLDc, Al Lire 8 ALL c trr. 102"14 LL :30.01,30.00,30.01 . .0100 INSET RIGHT (FEET) : 1.90/12 MAX. TRIBUTARY SPACING (FT.) :10.00 GIRT CONDITION OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** . .0100 : 4.7000 :BY -FRAME WIND VELOCITY PRESSURE (q): -14.30 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.00 MAX. SHEAR OR BENDING UNITY CHECK : 1.00 MAX. DEFLECTION LIMIT PER SPAN :L/180. SPAN BAY NO. SPACING 1 30.0100 2 30.0000 3 30.0100 MAX TRIB SPA 4.7000 4.7000 4.7000 PRESSURE COEF SUCTION PRESSURE SUCTION COEF (KLF) (KLF) .9000 -.9000 .0605 -.0605 .9000 -.9000 .0605 -.0605 .9000 -.9000 .0605 -.0605 *** LOADING COMBINATION *** 1. WLP 2. WLS *** CRITICAL ROW SUMMARY *** SPAN 1 2 3 ANALYSIS LENGTH 30.0100 30.0000 30.0100 LAP SIZE OF LAP LEFT SECTION RIGHT .0000 10Z14 1.2291 1.2291 10Z14 1.2291 1.2291 10Z14 .0000 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 30.010 30@1.0000 1@30.0000 2 30.000 30@1.0000 1@30.0000 3.' 30.010 30@1.0000 1@30.0000 J -(1-6 * * * JOB NAME: 208013B LOADING COMBINATION -- WLP GIRT DESIGN 61 PAGE 2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .73! 10.84 4.03 .18 .00 .03! ILL! .00! .00! .00 .00 .00 .00 .00! 1!FM! 4.36! .00! 10.84 4.03 .00 .40 .40! 289 !RL! -4.15! -1.01! 10.20 4.03 .25 .41 .23! !RS! -5.45! -1.09! 21.68 8.05 .18 .25 .10! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -5.45! .91! !LL! -4.38! .83! 2!FM! 1.36! .00! !RL! -4.38! -.83! !RS! -5.45! -.91! 21.68 8.05 .15 .25 .09! 8.50 4.03 .21 .52 .31! 10.84 4.03 .00 .13 .13! 3799 8.50 4.03 .21 .52 .31! 21.68 8.05 .15 .25 .09! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -5.45! 1.09! 21.68 8.05 .18 .25 .10! !LL! -4.15! 1.01! 10.19 4.03 .25 .41 .23! 3!FM! 4.36! .00! 10.84 4.03 .00 .40 .40! 289 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.73! 10.84 4.03 .18 .00 .03! *** GIRT DESIGN * * * JOB NAME: 208013B PAGE J-4/2. LOADING COMBINATION -- WLS SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.73! 10.84 4.03 .18 .00 .03! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! -4.36! .00! 5.42 4.03 .00 .80 .00! 289 !RL! 4.15! 1.01! 10.84 4.03 .25 .38 .21! !RS! 5.45! 1.09! 21.68 8.05 .18 .25 .10! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 5.45! -.91! 21.68 8.05 .15 .25 .09! !LL! 4.38! -.83! 10.84 4.03 ! .21 .40 .21! 2!FM! -1.36! .00! 5.42 4.03 .00 .25 .00! 3799 !RL! 4.38! .83! 10.84 4.03 .21 .40 .21! !RS! 5.45! .91! 21.68 8.05 .15 .25 .09! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 5.45! -1.09! 21.68 8.05 .18 .25 .10! ILL! 4.15! -1.01! 10.84 4.03 .25 .38 .21! 3!FM! -4.36! .00! 5.42 4.03 .00 .80 .00! 289 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .73! 1.22 4.03 .18 .00 .03! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC *** GIRT DESIGN *** JOB NUMBER : 208013H OLD6. AL /,V *** GEOMETRIC DATA *** BAY SPACING (FEET) :30.02 5//0/(5 SPAN BA y 10--/1 INSET LEFT (FEET) .0100 INSET RIGHT (FEET) .0100 ROOF SLOPE : 1.90/12 MAX. TRIBUTARY SPACING (FT.) : 6.0000 GIRT DEPTH (INCH) :10.00 GIRT CONDITION :FLUSH PAGE 1 Z OUTSIDE FLANGE BRACED AT 1.00 FEET .= W, CQQ 2 * * * DESIGN CRITERIA *** _10 O WIND VELOCITY PRESSURE (q): -14.30 PSF N W WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 J H MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.00 to W MAX. SHEAR OR BENDING UNITY CHECK : 1.00 W O MAX. DEFLECTION LIMIT PER SPAN :L/180. 2 g J: lL a la 1._w SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION Z H NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) Z O 1 30.0200 6.0000 .9000 -.9000 .0772 -.0772 2 Q 0 -. * * * LOADING COMBINATION *** 01- W W Ho LL'O ..2Z Lu co H H O 1. WLP 2. WLS GIRTS ARE CONNECTED USING SHORT CLIP. *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP # LENGTH LEFT SECTION RIGHT 1 29.1450 .0000 10Z12 .0000 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 29.145 30@1.0000 1@30.0000 • < • • 1- Z re W2 6 O : co• w' LLI 1.- (f) uj 0: g u. a, co nc z 0, z LU uj 2 D. 0 0 — p uj •I r - U.. u) — 0 - /- z *** GIRT DESIGN *** JOB NAME: 208013H PAGE 2 LOADING COMBINATION -- WLP SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.13! 17.39 13.69 .08 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! 8.20! .00! 17.39 13.69 .00 .47 .47! 191 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -1.13! 17.39 13.69 .08 .00 .01! * * * JOB NAME:. 208013H LOADING COMBINATION -- WLS GIRT DESIGN * * * PAGE 3 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -1.13! 17.39 13.69 .08 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! -8.20! .00! 8.70 13.69 .00 .94 .00! 191 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! 1.13! 17.39 13.69 .08 .00 .01! Design Thk.: 16 g ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** GIRT DESIGN *** JOB` NUMBER : ANALYSIS ONLY 1)H2 BLDG. ' /hue )4 *** GEOMETRIC DATA *** 2- 8Ay C'on pir)ox0 Aiiovc` BLDG, F 77E -hu BAY SPACING (FEET) :30.01,30.01 INSET LEFT (FEET) .0100 INSET RIGHT (FEET) .0100 ROOF SLOPE : 1.90/12 MAX. TRIBUTARY SPACING (FT.) : 2.6700 GIRT DEPTH (INCH) :10.00 GIRT CONDITION :BY -FRAME OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** WIND VELOCITY PRESSURE (q): -14.30 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.00 MAX. SHEAR OR BENDING UNITY CHECK : 1.00 MAX. DEFLECTION LIMIT PER SPAN :L/180. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 30.0100 2.6700 .9000 -.9000 .0344 -.0344 2 30.0100 2.6700 .9000 -.9000 .0344 -.0344 *** LOADING COMBINATION *** 1. WLP 2. WLS *** CRITICAL ROW SUMMARY *** • SPAN ANALYSIS LAP SIZE OF LAP # LENGTH LEFT SECTION RIGHT 1 30.0100 .0000 10Z14 1.2291 2 • 30.0100 1.2291 10Z14 .0000 .......................................... *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES ----- 1 30.010 30@1.0000 1@30.0000 2 30.010 30@1.0000 1030.0000 • ii•••••••• • • a • z D 0 : 00 0 • W W ._i • u_ w g co n I a z 0• z LLJ 0 13 ILI a I - 0. — z * * * GIRT DESIGN * * * a -5c JOB NAME: 208013H2 PAGE 2 LOADING COMBINATION -- WLP SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .39! 10.84 4.03 .10 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! 2.17! .00! 10.84 4.03 .00 .20 .20! 661 !RL! -3.11! -.60! 9.15 4.03 .15 .34 .14! !RS! -3.87! -.65! 21.68 8.05 .11 .18 .04! SP!LO1MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -3.87! .65! 21.68 8.05 ! .11 .18 .04! !LL! -3.11! .60! 9.14 4.03 .15 .34 .14! 2!FM! 2.17! .00! 10.84 4.03 .00 .20 .20! 661 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.39! 1.39 4.03 .10 .00 .01! * * * JOB NAME: 208013H2 LOADING COMBINATION -- WLS GIRT DESIGN * * * PAGE 3 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! •MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.39! 10.84 4.03 .10 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! l!FM! -2.17! .00! 5.42 4.03 .00 .40 .00! 661 !RL! 3.11! .60! 10.84 4.03 .15 .29 .10! !RS! 3.87! .65! 21.68 8.05 .11 .18 .04! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 3.87! -.65! 21.68 8.05 .11 .18 .04! !LL! 3.11! -.60! 10.84 4.03 .15 .29 .10! 2!FM! -2.17! .00! 5.42 4.03 .00 .40 .00! 661 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .39! 10.84 4.03 .10 .00 .01! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** GIRT DESIGN JOB NUMBER : 208013F * * * GEOMETRIC DATA BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) * * * :30.02 .0100 INSET RIGHT (FEET) .0100 .50/12 MAX. TRIBUTARY SPACING (FT.) : 6.0000 :12.00 GIRT CONDITION :FLUSH g LDG. F S r.J SP/oJDR(.9 . 12x3!2.)2 GA.Ftuff1 OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** WIND VELOCITY PRESSURE (q): -14.30 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.00 MAX. SHEAR OR BENDING UNITY CHECK : 1.00 MAX. DEFLECTION LIMIT PER SPAN :L/180. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 30.0200 6.0000 .9000 -.9000 .0772 -.0772 *** LOADING COMBINATION *** 1. WLP 2. WLS GIRTS ARE CONNECTED USING SHORT CLIP. *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP # LENGTH LEFT SECTION RIGHT 1 29.1450 .0000 12Z32 .0000 .,rL.t:.�.i,'.n•{;i>:tui4y'ae-�fitr Cx�,it^;�?• �.'.,, *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 29.145 30@1.0000 1@30.0000 1:44.4.I4 �W ICi J U` U O` co 0 W J � W W O: (12 = d. Z �.. O Z E- Lu U 0 O N O H W W LL• Fr -O LLi z.. o 0 z * * * JOB NAME: 208013F LOADING COMBINATION -- WLP GIRT DESIGN * * * PAGE 2 SP!LO!MOMENT! SHEAR! ALLOWABLE ! #! K -FT! KIP ! MOMENT(Ma) FORCES SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! !LL! 1!FM! !RL! !RS! .00! 1.13! .00! .00! 8.20! .00! .00! .00! .00! -1.13! 24.17 11.29 .10 .00 .01! .00 .00 .00 .00 .00! 24.17 11.29 .00 .34 .34! 359 .00 .00 .00 .00 .00! 24.17 11.29 .10 .00 .01! *** JOB NAME: 208013F LOADING COMBINATION -- WLS GIRT DESIGN * * * PAGE 3 SP!LO!MOMENT! SHEAR! ALLOWABLE ! #! K -FT! KIP ! MOMENT(Ma) FORCES SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! !LL! 1!FM! !RL! !RS! • • • • . 00! -1.13! .00! .00! -8.20! .00! .00! .00! . 00! 1.13! 24.17 11.29 .10 .00 .01! .00 .00 .00 .00 .00! 12.09 11.29 .00 .68 .00! 359 .00 .00 .00 .00 .00! 24.17 11.29 .10 .00 .01! JOB TITLE SLM (ONJ Cc nlST /Sr AF -/R15 SPa1t7 ' DESCRIPTION 5 C o iJ DA / / / atm 136-&5 C ll = JOB NO 0805 - 20601 3 QUOTE NO DESIGNED BYCWk' 4 CHK'D BY5— �) DATE ' os-- 03 SHEET NO. /N 8-07-03 REv. &I AYS (-lam% 6/27- •Q C-/-0 MAX. AT L -c , 2. ' AND ABOVE A l0 22 12 ALL 1N glut, gAys /o x 2'/Z 1L LL aN Ja7'4i2/o 234V-5- Lout/EA Ays. Lout/EA PE -AOC -4d EL. 20i -- J3)3 siMPL sP4U C._.3 Cc' J7 /J1/ /0 x 3 Z C )3 Ar 20' iij 150i/ ��cln �4ys L o avg< SILL @ CL . 14' SAM 6. AS 1-1E-4,46:425 xcE=PT C-'-3 LoavL TABS - /o x3%2 E )3 o t, L.- OP Doe2 T a - 8 )(3& C 14- F -Ram S' To 14`tL. ROLL -uP sEcoND (r06') D 64 — c9x3iz )l4 L-2,/22" iJ ROLL -10 L "IL l�r�-A.4a . s- 8 x 3z E12. 1- `1 CoN-fNklE B x 32 L /4 AT /0' i,J &J1 IMPS • 6'2r FAST-NED AT To/'/cma - gx 24_ C )4 GA. C_..� JOB TITLE S Ef4 CON Cc't T. `.STMFI M, SPCA T-3 DESCRIPTION LouVLM SaPPonr FAArtliAia 5/1.1.. @ EL. 14-x. L = 30,67' 72/3. M64 w"= 0.0)43 x = 0.0 45. k//, P17- '4)1:28 L/8 7.5 7 k -Fr. )Ox 3%2C /3 GA. 5x= 3,87 IN3 b 757x14,87 23,5x_pr USC lox 3k.C' 13 SILLS JOB NO. 0805 2 O 0/3 QUOTE NO DESIGNED BY et°/(a`1 CHK'D BY DATE SHEET NO.J'6 2- 30.G7x(2 4:-/53 50 F7, Fy : t5 Fb -?3,c2 HEADEy2 @ EL. 20' L ^ 30,471 Gv- = 0.0143 : 0,9 x 2 -/-9 = o 077 XiFr. 9,09 K -PT. -F6= 9, 0 8 x ) 24 g7 2 B. 2 AST < Ph ©‹ 2J S 1 t o 3 %2, C ) 3 )14D5 --TAm6S1 L:7 Go- O.O143 x ,,2CXZ1 + 331 O, 183 / = 64' 14 - 0,83 i<-fr. 4,83 xl2 -fib - /,B 7 2,6 KS,z UE ) 0 x 314 )s 141'1.65 AT Lou ✓�=i2.5 '..LLi`...:'...vra....�ewr�::li:,+6.'�:�iJ:(�1....[rA}fixtia3+.iCu•I�J-:�.:.::i:tti:i¢1:eti JOB NO O805-2oco)3 JOB TITLE S c -A Co/J Conjsl /SrAl2p1/2.6 SPog2T3 QUOTE NO DESCRIPTION DESIGNED BYCGot/6y CHK'D BY DATE 5-.5^ 03 SHEET NO J--63 C -F DooA 1HL,406/0 @1l ,WIND L0AP L =30,6 r,Q/B. A2FA = 30. 67x¢': 122 s6t fr. = 0, 0/43 x D. 9 052 i</FT. 0,052. x 30. ^ d 5 8 x3%2_E )2 A. 5x - 3,7j3 ry = sso 20.4 kir F6 1./5E 0x3".L 126A. $ C-CDt.)LL Doors Pe 1Oe S @ F,s=33,0 TA/8. q/264 = x W'1JD Low ao 4-S /, 2 x gi - o. 033 iS/F7-. L - / 6 ' V:: (2.28A` w Lj = 1.10 k -Fr. 3% r, 14 G,q. SX = /,10 (/z) =.! z-5. _s-.9 ksr USE 8x3 C )4aA, JAMS ExT6A1 Sio/ Fy_0 L. FE, vK F:6= 33, 0 cv- = 0,0143 x 1.2 7c(1-2--/ 2,20 L = 4' V= 0,4A Gh - 0,4 ,k -F7. i 0, 40 ( 12� g x 3 i ��}- sA . -fl = ! 2s = 2.2 xsr Fb lokj l,US6- 9x3fr2CJ4-.Doo _...., n . 414.?, '1:4.4.4444...4. pr. Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 GIRT DESIGN JOB NUMBER : 20801311 ( FULL OPTIMIZATION ) *** *** GEOMETRIC DATA *** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) * * * G//Z3 Ai 6141 L,A/c /I :31.5,4@30.67,31.5 .0100 INSET RIGHT (FEET) .0100 : 1.90/12 MAX. TRIBUTARY SPACING (FT.) : 6.0000 :10.00 GIRT CONDITION :BY -FRAME OUTSIDE FLANGE BRACED AT *** DESIGN CRITERIA *** 1.00 FEET WIND VELOCITY PRESSURE (q): -14.30 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/180. SPAN NO. } 1 2 3 4 5 6 BAY SPACING 31.5000 30.6700 30.6700 30.6700 30.6700 31.5000 MAX TRIB SPA 6.0000 6.0000 6.0000 6.0000 6.0000 6.0000 PRESSURE COEF . 9000 . 9000 . 9000 .9000 . 9000 . 9000 *** LOADING COMBINATION *** 1. WLP 2. WLS *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LENGTH 1 31.5000 2 30.6700 3 30.6700 4 30.6700 5 30.6700 6 31.5000 SUCTION COEF -.9000 -.9000 -.9000 -.9000 -.9000 -.9000 LAP SIZE OF LAP LEFT SECTION RIGHT .0000 10Z13 1.2291 1.2291 10Z14 1.2291 1.2291 10Z14 1.2291 1.2291 10Z14 1.2291 1.2291 10Z14 1.2291 1.2291 10Z13 .0000 PRESSURE (KLF) . 0772 . 0772 .0772 . 0772 . 0772 . 0772 SUCTION (KLF) -.0772 -.0772 -.0772 -.0772 -.0772 -.0772 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE ,'"`�"AN NO (FT.) BRACES BRACES 1L 31.500 32@1.0000 1@31.4900 2 30.670 31@1.0000 1@30.6700 3 30.670 31@1.0000 1@30.6700 4 30.670 3101.0000 1030.6700 5 30.670 3101.0000 1@30.6700 6 31.500 3201.0000 1031.4900 * * * GIRT DESIGN * * * JOB NAME: 20801311 PAGE 2 LOADING COMBINATION -- WLP Th LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .97! 14.13 7.23 .13 .00 .02! !LL! .00! .00! .00 .00 .00 .00 .00! ZZ 1!FM! 6.07! .00! 14.13 7.23 .00 .43 .43! 241 = w !RL! -6.07! -1.37! 12.98 7.23 .19 .47 .25! 6 !RS! -7.80! -1.46! 24.97 11.26 .17 .31 .13! JU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 0 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J H !LS! -7.80! 1.26! 24.97 11.26 .15 .31 .12! N u_ !LL! -6.32! 1.16! 8.46 4.03 .29 .75 .64! W O 2 2!FM! 2.44! .00! 10.84 4.03 .00 .22 .22! 942 Q .73 !RL! -4.25! -1.02! 9.91 4.03 .25 .43 .25! to !RS! -5.55! -1.11! 21.68 8.05 .18 .26 .10! �Ci =W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFLZ H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H 0. 2:1--- W F - W !LS! -5.55! 1.16! 21.68 8.05 .19 .26 .10! ZED !LL! -4.18! 1.06! 10.21 4.03 .26 .41 .24! U 0 3!FM! 3.16! .00! 10.84 4.03 .00 .29 .29! 510 0 N !RL! -4.88! -1.11! 9.80 4.03 .28 .50 .33! Ill o H 'RS' -6.30! -1.21! 21.68 8.05 .20 .29 .12! 2 0 �,--:LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL Z ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- LLIN U= !LS! -6.30! 1.21! 21.68 8.05 .20 .29 .12! 01- !LL! -4.88! 1.11! 9.80 4.03 .28 .50 .32! Z 4!FM! 3.16! .00! 10.84 4.03 .00 .29 .29! 510 !RL! -4.19! -1.07! 10.21 4.03 .26 .41 .24! !RS! -5.55! -1.16! 21.68 8.05 .19 .26 .10! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -5.55! 1.11! 21.68 8.05 .18 .26 .10! !LL! -4.24! 1.02! 9.91 4.03 .25 .43 .25! 5!FM! 2.44! .00! 10.84 4.03 .00 .22 .22! 942 !RL! -6.33! -1.16! 8.46 4.03 .29 .75 .64! !RS! -7.80! -1.26! 24.97 11.26 .15 .31 .12! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -7.80! 1.46! 24.97 11.26 .17 .31 .13! !LL! -6.06! 1.37! 12.97 7.23 .19 .47 .25! 6!FM! 6.07! .00! 14.13 7.23 .00 .43 .43! 241 'RL! .00! .00! .00 .00 .00 .00 .00! S! .00! -.97! 1.48 7.23 .13 .00 .02! * * * JOB NAME: 20801311 LOADING COMBINATION -- WLS GIRT DESIGN * * * PAGE 3 :LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.97! 14.13 7.23 .13 .00 .02! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! -6.07! .00! 7.07 7.23 .00 .86 .00! 241 = • Z !RL! 6.07! 1.37! 14.13 7.23 .19 .43 .22! ' re 11.12 !RS! 7.80! 1.46! 24.97 11.26 .17 .31 .13! JU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = _ii.... !LS! I - !LS! 7.80! -1.26! 24.97 11.26 .15 .31 .12! c0 u_ !LL! 6.32! -1.16! 10.84 4.03 .29 .58 .42! w 0 2!FM! -2.44! .00! 5.42 4.03 .00 .45 .00! 942 2 !RL! 4.25! 1.02! 10.84 4.03 .25 .39 .22! LL < !RS! 5.55! 1.11! 21.68 8.05 .18 .26 .10! N d =w SP!LOLMOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFLZ H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 2:11- LU Ili !LS! I- LS! 5.55! -1.16! 21.68 8.05 .19 .26 .10! j !LL! 4.18! -1.06! 10.84 4.03 .26 .39 .22! U0 3!FM! -3.16! .00! 5.42 4.03 .00 .58 .00! 510 0 H !RL! 4.88! 1.11! 10.84 4.03 .28 .45 .28! -'RS! 6.30! 1.21! 21.68 8.05 .20 .29 .12! CU0 LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL - Z ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- V W !LS! 6.30! -1.21! 21.68 8.05 .20 .29 .12! 0I"' !LL! 4.88! -1.11! 10.84 4.03 .28 .45 .28! 4!FM! -3.16! .00! 5.42 4.03 .00 .58 .00! 510 !RL! 4.19! 1.07! 10.84 4.03 .26 .39 .22! !RS! 5.55! 1.16! 21.68 8.05 .19 .26 .10! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 5.55! -1.11! 21.68 8.05 .18 .26 .10! !LL! 4.24! -1.02! 10.84 4.03 .25 .39 .22! 5!FM! -2.44! .00! 5.42 4.03 .00 .45 .00! 942 !RL! 6.33! 1.16! 10.84 4.03 .29 .58 .42! !RS! 7.80! 1.26! 24.97 11.26 .15 .31 .12! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 7.80! -1.46! 24.97 11.26 .17 .31 .13! !LL! 6.06! -1.37! 14.13 7.23 .19 .43 .22! 6!FM! -6.07! .00! 7.07 7.23 .00 .86 .00! 241 'IL! .00! .00! .00 .00 .00 .00 .00! S! .00! .97! 14.13 7.23 .13 .00 .02! Y NOTES: levlslon Date: August 12, 1098 FIIe: c:lenOrlorm%seclIon properties of zee1.doc ?:!'1;31:.-5,r:".:`e'4,'e�t •.!r., z re W JU 00 ND W = H W0 gj =W H-= z1._ ZI- WW O ▪ - O I -- WW O wz U= O~ z Section properties and allowabies are computed in accordance with Iho 1986'edilion of the AISI speci4callons with 1989 addendum. x ern 11» n x• • Ir and Iyare for deflection determination • S. and Sy are for bending sr . Fy=57.0KSI .� et , Fu = 70.0 KSI • GENERAL. PATA SECTION PROPERTIES Section Name DIMENSIONAL PROPERTIES ALLOWABLES AXIS X -X AXIS Y -Y D x 81 x 82 jin) Gage Thick (in) Weight Ib / If Area (int) Lip (in) . M. (fl - k) V. (kips) (In4) (n&) R, (in) Ir (1n4) Sr. (in') Rr (In) 8 x 2Z16 8 x 2.125 x 2.375 16 0.059 2,790 0.822 • 0.911 "4.970 2.332 7.759 1.747 3.072 1.081 0.338 1.146 B x 2.125 x 2.375 15 0.065 3,080 0.906 0.922 5.599 3.124 8.534 1.969 3.069 1.194 0.388 1.148 8 x 2214 8 x 2.125 x 2.375 14 0.070 3.317 0.976 0.930 - 6.078 3.907 9.177 2.137 3.067 1.289 0.429 1.150 8 x 2213 8 x 2.125 x 2.375 13 0,085 • 4.028 1.185 0.956 7.749 7.023 11.095 2.724 3.060 1.577 0.544 1.154 8 x 2Z12 8 x 2.125 x 2.375 12 0.105 4.976 1.463 0.990 9.519 12.661 13.624 3.347 3.051 1.967 0.678 1.160 10 x 2Z16 10 x 2.125 x 2.375 16 0.059 3.197 0.940 • 0.911 • 6,154 1.842 13.215 2.164 3.749 1.081 0.338 1.072 10 x 2215 10 x 2.125 x 2.375 15 0.065 3.522 1.036 .0.922. 7.214 2.466 14.541 2.536 3.747 1.195 0.388 1.074 10 x 2Z14 10 x 2.125 x 2.375 14 0.070 3,793 1.116 0.930 8.130 3.083 15.642 2.858 3.745 1.290 0.428 1.075 10 x 2Z13 10 x 2.125 x 2.375 13 0.085 4.606 1.355 0,956 10.600 5.538 18.933 3.727 3338 1.578 0.544 • 1.079 10 x 2Z12 10 x 2.125 x 2.375 12 0.105 5.690 1.673 0.990 13.043 10,483 23.285 • 4.586 3.730 1,968 ' ' 0,676 1.085 • • • levlslon Date: August 12, 1098 FIIe: c:lenOrlorm%seclIon properties of zee1.doc ?:!'1;31:.-5,r:".:`e'4,'e�t •.!r., z re W JU 00 ND W = H W0 gj =W H-= z1._ ZI- WW O ▪ - O I -- WW O wz U= O~ z Islan Dale: AUOusl 12, 100 File; c:\engrlormtsecllon properties of cave slruls•doe Y e1 -i NN 12 . • GENERAI. DATA NOTES: Section properties and allowabies are 1986 edition of Ihe AISI specifications • Ir and lyare for deflection determination • S, and Sy are for bending • Fy = 57.0 KSI • Fu = 70.0 KSI SECTION PR0PRRTIE6 : •• . computed In accordance wilh Ihe • with 1989 addendum. ,1 at 117 u x --- = cellon Name DIMENSIONAL PROPERTIES ALLOWABLES AXIS X•X AXIS Y•Y D x 81 x 82 (in) Gage Thick (in) Weight Ib 1 If Area (1n2) Lip (in) • M, (fl - k) V, (kips) I, (int) S:, (In') . R, (in) 3.215 ly (In4) 2.902 Sy. (in3) 0.717 Rr (in) 1.656 8E516 8 x 3.375 x 5 16 0.059 ' 3.598 1.058 1.088 5.377 2.350 10.936 1.890 8E514 8x 3.375 x5 14 0.070 4.269 1.256 1.114 7.109 3.937 12.924 2.499 3.208 3.440 0.876 1.655 8E512 8x 3.375 x5 12 0.105 6.404 1.883 1.200 11.379 12.754 19.143 4.001 • 3.188 5.142 1.408 1.653 10E518 10x 3.375 x5 16 0.059 4.000 1.176 1.088 6.803 1.853 • 18.319 2.392 3.946 3.117 0.719 1.628 10E514 10 x 3.375 x 5 14 0.070 4.745 1.396 1.114 8.991 3.102 21.670 3.161 3.941 3.697 0.880 •1.628 10E512 10x 3.375 x5 12 0.105 7.118 2.093 1.200 15.523 10.546 32.195 5.458 3.922 5.537 1.422 1.626 12E516 12 x 3.375 x 5 16 0.059 4.401 1.294 . 1.088 8.233 1.529 28.050 2.895 4.655 3.294 0.721 1.595 12E514 12x 3.375 x5 14 0.070 5.221 1.536 1.114 10.852 2.559 33.201 3.815 4.650 3,907 0.883 1.595 12E512 12x 3.375 x5 12 0.105 7.832 2.303 1.200 20.305 8.689 49.422 .7.067 4.632 5.855 1.430 1.594 14E516 14x 3.375 x5 16 0.059 4.802 1.412. ' 1.088 9.666 1.302 40.364 3.398 5.346 3.441 ' 0.722 1.561 14E514 14x 3.375 x 5 14 0.070 • 5.697 1.676 1.114 12.719 2.178 47.793 4.472 5.341 4.082 0.886 1.561 • • 14E512 14 x 3.375 x5 12 0.105 8.546 2.513 1.200 23.887 7.308 71,250 8.398 • 5.324 6.120 1.436 1.560 Islan Dale: AUOusl 12, 100 File; c:\engrlormtsecllon properties of cave slruls•doe Y f I 9 • ,.. •. NOTES: Section properlles and allowables are computed In accordance with the' 1986 edition of the AISI specilicalions with 1989 addendum. • h and I are for deflection determination • r • 5, and Sr are for bending • • Fy=57.0KSI , •1 • • Fu = 70.0 KSI f 0 , • 1 1 i x - x R■.1075 I •Y Seclfon Name GENERA!. DIMENSIONAL. PROPERTIES RATA ALLOWABLES SECTION P AXIS X•X ' oPERTIEs AXIS Y•Y ' D x B (In) Ga a g Thick (In) Weight Ib / If . Area (in2) • Lip ' (Inj 0.773 M, • (fl - k) 4,870 V. (kips) 2.332 (in+) 9.652 (n3) 1.712 R, (in) 3.204 lr (in+) 1.523 Sr, (in') 0.548 R, (in) 1,273 8x 3.5 C16 8 x 3.5 16 0.059' 3.197 • 0.940. 8 x 3,5 C15 6 x 3.5 15 0.065 • 3.522 • 1.036 ' 0.787 5.714 3.124 10.612 2.009 3.201 1.678 0.614 1,273 8 x 3.5 C14 B x 3,5 14 0.070 3,193 1.116 0.800 6.402 3.907 11.411 2.251 3.198 1.808 0.670 1.273 B x 3.5 C13 8 x 3,5 13 0.085 4.606 1.355 '0.836 ' 8.092 7,023 13.789 2.845 3.190 2.196 0.841 1.273 B x 3.5 C12 8 x 3.5 12 0,105 5,690 1.673 0.885 • 10.164 12.661 16.921 3.574 3.180 2.712 1.074 1.273 10 x 15 C16 10 x 3.5 ' 16 0,059 3.598 1',058 0.773 6.071 1.842 16.171 2.134 3.909 1.633 0.550 1.242 10 x 3.5 C15 10 x 3.5 15 0.065 3.964 1.166 0.787 7.102 2.466 17.790 2.497 3.906 1.800 0.617 1.243 10 x 3.5 C14 10 x 3,5 14 0.070 4,269 1.256 0.800 8.033 3,083 19.136 2,824 3.904 1.939 0.673 • 1.243 10 x 3.5 C13 10 x 3,5 13 0.085 5.184 1.525 0.836 11.022 5.538 23.151 3.875 3.897 2.356 r 0.845 1.243 10 x 3.5 C12 10 x 3.5 12 0.105 6.404 1.883 0.885 13.827 10.483 28.456 4,861 •3.887 2.912 ' '1.082 .. 1,243 12 x 3.5 C16 12 x 3.5 16 0.059 • 4.000 1.176 0.773 7.279 • 1.522 24.808 . 2.559 4.592 1.721 0.552 1.210 "12 x 3.5 C15 12 x 3.5 ' 15 0.065 4.406 1.296 ' 0,787 8.494 2.037 27.299 2.086 ' 4,590 1.897 0.618 1.210 12 x 3.5 C14 12 x 3.5 14 0.070 4.745 1,396 0,800 9,586 2.546 29.372 •3.370 4.588 2.044 0.675 1.210 12 x 3.5 C13 12 x 3.5 13 0.085 5,762 ' 1.695 0.836 13,294. 4.571 35.563 4.674 4.581 2.484 0.849 1.211 12 x 3,5 C12 12 x 3.5 12 ' 0.105 7.118 2.093 . 0.885 17,900 8,646 43.758 6.293 4.572 3.071 1.088 1.211 evlslon pale: August 12, 1990 • Flle: c:1engrform1secllon properties of cees3.doo • metallic building company z DESIGN CALCULATIONS z W VOLUME 5, BOOK 2 OF 2 o Cl) WI -J Section K w o. J, Decking and Cladding to d �W Floor Decking Page K-1 z Roof Panels Page K-2 H O Wall Panels Page K-3 w U� O -' METALLIC md.ilh hiding ..p.ny corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 !� . •F. "�'!`la.w�iv; 5�. ice. iwe:... . :i%.wcJ,:a..a.Li;...� .. . " J,y.•."!.'L'M,{j• ,:r x44:617 +:C61W::1reCu:ti:i;�lid13i1W�e!s4"4, .41.. 4,:414didli1M111VfulNlinns:.itllr'+ti.a.kl+u3,wtih1i7ni,••" ••�:..•w�Et •, 1-1/2" 145 pcf Normal Weight Concrete Section Properties (per ft. of width) Wheeling Composite Deck K4. Gage t in Wd psf Sp in3 Sn 1n3 Ip in4 In in4 As int Fy ksi 22 0.0295 1.7 0.172 0.180 0.146 0.182 0.478 50 20 0.0358 2.0 0.218 0.229 0.190 0.221 0.581 50 18 0.0474 2.7 0.301 0.311 0.284 0.294 0.769 40 16 0.0600 3.4 0.388 .0.394 0.374 0.373 0.973 40 Total Slab Depth D Gage Maximum Unshored Clear Spans Composite Properties Superimposed Live Loads - psf: No Studs Wt. Conc. Single Span Double Span Triple Span Iavg in4/ft Sc in3/ft Span - Feet and Inches Area Conc. 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10-6" 11'-0" 11'-6" 4" 36.3 psf 20.6 in2 22 5'-10" 7'-9" 7'-11" 3.573 0.887 400 343 292 251 217 189 166 146 129 114 101 90 20 6'-9" 9'-0" 9'-2" 3.854 1.052 400 400 352 303 262 229 201 178 158 140 125 111 18 7'-2" 9'-5" 9'-8" 4.333 1.345 400 400 360 310 269 235 206 182 161 142 128 115 16 8'-4" 10'-6" 10.-11" 4.782 1.638 400 400 360 310 269 235 206 182 161 142 128 115 4-1/2" 42.4 psf 24.8 int 22 5'-6" 7'-5" 7'-6" 5.107 1.087 400 400 360 309 268 233 205 180 160 142 126 113 20 6-4" 8'-7" 8'-8" 5.496 1.291 400 400 400 373 324 283 249 220 195 174 156 140 18 6'-9" 8.-11" 9'-3" 6.160 1.653 400 400 400 383 332 290 255 226 200 179 160 143 16 7'-10" 10'-0" 10'-4" 6.789 2.018 400 400 400 383 332 290 255 226 200 179 160 143 5" 48.4 psf 29.3 int 22 5'-3" 7'-1" 7'-2" 7.022 1.293 400 400 400 370 320. 279 245 216 191 170 152 136 20 6'-1" 8'-2" 8'-4" 7.544 1.538 400 400 400 400 388 339 298 264 235 209 187 168 18 6'-5" 8'-6" 8'-9" 8.431 1.972 400 400 400 400 398 348 307 271 241 215 193 173 16 7'-6" 9'-6" 9'-10" 9.280 2.415 400 400 400 400 398 348 307 271 241 215 193 173 5-1/2" 54.4 psf 34.1 in2 22 5'-0" 6'-9" 6'-10" 9.360 1.503 400 400 400 400 374 326 287 253 224 199 178 159 20 5'-10" 7'-10" 7'-11" 10.036 1.791 400 400 400 400 400 397 349 309 275 245 220 197 18 6'-2" 8'-2" 8'-5" 11.187 2.301 400 400 400 400 400 400 360 318 283 253 227 204 16 7'-2" 9'-2" 9'-5" 12.298 2.824 400 400 400 400 400 400 360 318 283 253 227 204 6" 60.5 psf 39.4 in2 22 4'-10" 6'-6" 6'-7" 12.157 1.717 400 400 400 400 400 374 329 290 258 229 205 183 20 5'-7" 7'-6" 7'-8" 13.012 2.048 400 400 400 400 400 400 400 355 316 282 253 227 18 5'-11" 7'-10" 8'-1" 14.468 2.636 400 400 400 400 400 400 400 366 326 291 261 235 , 16 6'-10" 8'-9" 9'-1" 15.883 3.242 400 400 400 400 400 400 400 366 326. 291 261 235 a ,;.pi�•u •` , -.". :1 -Wi- �i�{119 ". - J �-.i,.e'"11Yi r'g i` %. ,a4'qC�cielf .-t- . +. Superimposed Live Loads - psf: Studs © 1'-0" O.C.r,. D, Wc, Ac Gage Single Span Double Span Triple Span Stud Factors Span - Feet and Inches • 2' o.c. 3' o.c. 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10-6 11'-0" 11'-6" 4" 36.3 psf 20.6 in2 22 5'-10" 7'-9" 7'-11" 0.91 0.84 400 400 400 371 305 255 215 182 156 135 118 103 20 6'-9" 9.-1" 9'-2" 0.88 0.82 400 400 400 400 329 275 231 197 169 146 127 111 18 7'-2" 9'-5" 9'-5" 0.86 0.80 400 400 400 400 370 309 260 221 190 164 142 125 16 8'-4" 10'-6" 10.-11" 0.83 0.78 400 400 400 400 400 341 287 244 209 181 157 138 4-1/2" 42.4 psf 24.8 in2 22 5'-6" 7'-5" 7'-6" 0.92 0.85 400 400 400 400 387 339 299 261 224 193 • 168 147 20 6'-4" 8'-7" 8'-8" 0.89 0.83 400 400 400 400 400 392 330 281 241 208 181 158 18 6'-9" 8'-11" 9'-3" 0.87 0.81 400 400 400 400 400 400 370 314 270 233 203 177 16 7'-10" 10'-0" 10'-4" 0.84 0.79 400 400 400 400 400 400 400 347 297 257 223 195 5" 48.4 psf 29.3 in2 22 5'-3" 7'-1" . 7'-2" 0.93 0.86 400 400 400 400 400 393 347 307 274 245 220 198 20 6'-1" 8'-2" 8'-4" 0.89 0.84 400 400 400 400 400 400 400 371 330 285 248 217 18 6-5" 8'-6" 8'-9" 0.88 0.82 400 400 400 400 400 400 400 392 350 314 277 243 16 7'-6" 9'-6" 9'-10" 0.85 0.81 400 400 400 400 400 400 400 400 400 351 305 267 5-1/2" 54.4 psf 34.1 in2 22 5'-0" 6-9" 6'-10" 0.93 0.87 400 400 400 400 400 400 395 350 312 279 250 225 20 5'-10" 7'-10" 7'-11" 0.90 0.85 400 400 400 400 400 400 400 400 378 339 305 276 18 6'-2" 8'-2" 8'-5" 0.88 0.83 400 400 400 400 400 400 400 400 400 359 323 292 16 7'-2" 9'-2" 9'-5" 0.85 0.82 400 400 400 400 400 400 400 400 400 400 400 354 6" 60.5 psf 39.4 int 22 4'-10" 6'-6" 6'-7" 0.94 0.88 400 400 400 400 400 400 400 392 349 313 281 253 20 5'-7" 7'-6" 7'-8" 0.91 0.86 400 400 400 400 400 400 400 400 400 381 343 310 18 5'-11" 7'-10" 8'-1" 0.89 0.84 400 400 400 400 400 400 400 400 400 400 363 328 16 6'-10" 8'-9" 9'-1" 0.86 0.83 400 400 400 400 400 400 400 400 400 400 400 400 1 1) Refer to the Design Notes, Note 7 for intormat'on on live load limits for fire -rated construction. See Page CD -3. 2) If stud spacing exceeds 1'-0" o.c., reduce live load by applicable stud factor listed above for actual stud spacing. ifJ... ,.."i a. fSN?i?`• h3N1' "wf'TC ?,.it iiWl� ;keYor:�"V1,2S'cn--l1"rx,f a7x.,•. •:.».n•:,., ••.rs +lw: •.r^...tituar�iS r:�w!tC'N.3,"47, r1#:S'a t 13/16' 24' NET COVERAGE • 25116' ' 19318' 25116' • 118' ,4(-6 3116' ' 1' 6 3116' to 18' 24"Ultra-Dek & Double -Lok Panels NOTES: The panel section properties have been calculated in accordance with the 1986 edition of the AISI specificalions with 1989 addendum. • Ir Is for deflection determination • SA is for bending • Ma Is allowable bending moment • The panel weight has been deducted from the allowable Toads . • Values shown for wind Toad deflection are limited by a maximum deflection rallo of U120 .� • Allowable Toad values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span conditions Load table values do not Include web crippling requirements PANEL. FROKRTIES GA. Design Thickness (In) Weight (psi) Fy (ksi) . PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) la Ino / ft• Ma In -kip / ti IA 10/ f1 S. Ina/ ft 24 0.0223 1.16 50.0 0,2129 0.0814 2.44 0.1014 0.0547 Ma In -kip /11 1.64 22 0.0286 1.49 50.0 0.2749 0.1075 3.22 0.1406 0.0733 2.20 Revision Dale: June 16, 1998 File: c:lengrforrnlseclion properties of panels - 24-ud&dI. c� !zY W �QQ JU UO CO J= H w0 2 LQ =a I— W z= z1- W U0 O I - WW H1:: O W z U= O~ z ALLQWAULR UNIFORM LOADS IN POUNDS PER SQUARE FOOT , . : Span In Feet 24 GAUGE 22 GAUGE Live Load Stress Live Load Deflection Live Load Stress Live Load Deflection 4.079 405 105 535 5.0 50 207 67 274 6.0 34 120 46 . 159 7.0 25 76 33 . 100 • Revision Dale: June 16, 1998 File: c:lengrforrnlseclion properties of panels - 24-ud&dI. c� !zY W �QQ JU UO CO J= H w0 2 LQ =a I— W z= z1- W U0 O I - WW H1:: O W z U= O~ z 36' HET COVERAGE 12' • 12' • 12' • • . ' 1' :311' J3'J • 1 j131B' "PBR" Panel • NOTES: The panel secllon properlles have been•calculaled In accordance wilh the 1986 edition of the AISI specifications IIIb• •1989 addendum. • Ia Is for deflecllon delerminallon • S. is for bending • • M. Is allowable bending moment • . The panel weight has been deducted from the 'allowable Toads • The.wind Toad stress values have been Increased by 33 113% • • Values shown for wind load daflarllnn ora limited by a maximum deflecllon ratio of 11120 .d I1llowaane load values shown are based on panel covering a equal continuous spans., Muiiipty allowable stress values shown by 0.8 for.2 soan conditions • Load- table values cro nol Include web crippling requirements • evislon Dale: June 18, 1998 File: c;lenarformksecllon properties o( panels - pbr,doc Z W re O O 0 U)o W= I-- � LL W0 gQ =a �W Z= ZI- W • W U� O — O H WW -O WZ = 0 Z PANELPROPERTIES. . GA.(in) Design Thickness Weight (psi) Fy (ksl)• PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) 1. Ino / 11 S. In 1 ft M, In -kip 1 It I. In 1 ft Sr In' / ft h1, In -kip / ft 26 0.0181 0.92 80.0. : 0.0425 • 0.0379 1.36 0.0414 0.0502 1.80 24 • 0.0223 1.14 50.0 0.0596 0.0571 .1.71 r 0.0644 1.93 • • ALLOWABLE UNIFORM LOADS IN POUNDS PM SQUARE POT. ::. ::. ....:• . ,. Span In Feel 26 GAUGE 24 GAUGE Wind Load Uplill Live Load Stress Live Load Deflection Wind Load Uplift . Live Load Stress Live Load Deflection 4.0 89 87 108 112 93 151 5.0 57 55 . • S5 72 59 • 77 6.0 40 38' 32 50 41• 45 7.0 30 28 20 • 37 30 28 8.0 23 21 14 29 , 22 19 i• evislon Dale: June 18, 1998 File: c;lenarformksecllon properties o( panels - pbr,doc Z W re O O 0 U)o W= I-- � LL W0 gQ =a �W Z= ZI- W • W U� O — O H WW -O WZ = 0 Z metallic building company DESIGN CALCULATIONS VOLUME 6, BOOK 1 OF 2 FILE COPY 1 'hat the " ;•10 Check ap, rcvals are STARFIRE SPORTS ATHLETIC :CRITTER Architects: TUKWILA, WASHINGTON po;-rio CIT`( OF TUIWflLA APPROVED Carlson Architects Seattle, Washington MAR 1 8 VA Structural Engineers: Engineers Northwest, Inc. (S Seattle, Washington __-..__ _..�...1- BiJ1LD!' O DiV'iSION General Contractor: S.D. Deacon Corp. of Washington Bellevue, Washington Metallic Builder: Seacon Construction Management 1997 UBC SECTION ,sNh, Washington -Vt-irC t rU. r... �t t r7 ti,{ sni p -aNi .t:: c_ti?At `d11 N THE Of- ME- r:Ul,OiNG • CAiW.---511-91-211-�� gda/ a ,0 metallic Joh `ocoe\Ssofluy °\GeWbes 0 No.0805-20803:\z\ be\ao°a�es`c�Caas\\\a`ot\scc�r�oeQtao c\ � `n . co c V000\0100. Q���ca. .�be:1:6 � r0U\e c�9 °\eao�bJ owh�srdaoso\s\I°ed4\4� . it, ‘1\oc..;,. m Revised October 28, 2003 METALLIC• metallic building company corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-033 _L • (7 NOV - 4 13)466-7788• 2003 • FAX wrisw.A 6!,rt3 (91 121 metallic building company STARFIRE SPORTS COMPLEX Metallic Job No. 0805-208013 DESIGN CALCULATION INDEX z _1.- VOLUME 6, BOOK 1 OF 2 re JU 00 Design Calculations Index Page X-1 to o Layout Plan Page A-3 w = H uj 0 2 J u - =d F.w Z= I— 0 Z I— LL!North / South Framing -- Line 0 to Line 4 0 Main Frame at Grid Line 0 Page M-1 0 Main Frame at Grid Line 2 Page M-25 0 N a 1 - Combined Main Framing on Grid Line 2 Page M-57 w Main Frame at Grid Line 3 Page M-86 H r- I Combined Main Framing on Grid Line 3 Page M-123 u- ~O. Main Frame at Grid Line 4 Page M-155 LLI Z 0-± Section A Design Calculations Data Design Code and Loads Page A-5 Design Loading Combinations Page A-6 Seismic Base Shear Load Calculations Page A-7 Seismic Vertical Load Distribution Page A-14 Seismic Redundancy Rho Calculations Page A-15 Rigid Diaphragm Analysis Page A-29 ection M ection N ection P North / South Portal Frames -- Line 1 to Line 4 Portal Frame at Line 1, Bay D.2 to E Page N-1 Portal Frame at Line 2, Bays D.2 to E to F Page N-35 Portal Frame at Line 3, Bays E to F to G Page N-71 Portal Frame at Line 4, Bay F to G Page N-109 East / West Framing -- Line B.1 to Line D.2 Portal Frame at Grid Line B.1 Page P-1 Main Frame at Grid Line B.2 Page P-24 Main Frame at Grid Line C.3 Page P-62 Main Frame at Grid Line D.2 Page P-121 METALLI[ msbllk balding company corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 t�.•..........w�/..::+•..^A':rw•.ir.v. � ..I:a1il:-1S.wt.ria.. Tn�'.vYN..FP .LLY+'�lv:tN z File: D03-0170 35mm Drawing lit 1(3 metallic building company STARFIRE SPORTS ATHLETIC CENTER z DESIGN CALCULATIONS x ret. VOLUME 6, BOOK 1 OF 2 U O N D J I. - CO N LL Section A w o Design Calculations Data a CD Design Code and Loads Page A-5 w Design Loading Combinations Page A-6 z !— Seismic Seismic Base Shear Load Calculations Page A-7 F- O, Seismic Vertical Load Distribution Page A-14 W u• i Seismic Redundancy Rho Calculations Page A-15 Rigid Diaphragm Analysis Page A-29 v co O • F— W• W O W Z O z METALLIC nst&Ik MIIILy a.Mny corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 metallic building company Pa3e 4-5 Seacon Construction Mgt. / Starfire Sports Complex June 18, 2003 Basic Design Loads used for Building Structural Design Loads and application of loads shall be in accordance with the 1997 Edition of The Uniform Building Code. Elevated floors at 9'-6" and 21'-6" above soccer field level: Floor dead load: Base 4" concrete = 48 psf Steel framing = 7 psf base Collateral dead Toad = 5 psf Added conc. and steel load at 8' exterior balcony (lines 2.5 to 5) = 25 psf Added average conc. Toad at 10' exterior porch (lines 9 to 11) = 15 psf Added concrete load at exterior deck 109 (lines 0 to 2) = 27 psf Added concrete load at rest room areas (lines 5 to 8) = 24 psf Added conc. and steel load at inset entry area (lines C.3 to D.2) = 64 psf Added concrete load at exterior deck 206 (lines 2.5 to 4) = 52 psf Total dead plus collateral load = Varies due to concrete weight Floor live load = 100 psf (Floor framing design includes tributary reduction of live load in accordance with UBC 1607.5, except no reduction at cantilevered balconies) Roof snow load: Roof snow (without reduction) Snow drift loads excluded = 25 psf Roof dead loads: Structural dead Toads = material weights only = approx. 4 psf Collateral dead Toad in Bldg. A = 3 psf Collateral dead Toad in other Bldgs. = 5 psf 13 RTU loads per data from Bellevue Mechanical Wind load per building code: Basic Wind Speed = 80 mph Exposure B Importance Factor = Iw = 1.0 per Table 16-K Wind Stagnation Pressure qs = 16.38 psf per Table 16-F Bldg A Mean Roof Ht. = 47.4', Coefficient Ce = 0.873 per Table 16-G Use one design wind pressure for all buildings: P = Ce Cq qs Iw = 0.873 x Cq x 16.38 x 1.0 = 14.30 x qs Apply wind loads with pressure coefficients "qs" from Table 16-H Seismic loads per building code: (See Design Calculations Section 7) Seismic Zone 3, Soil type Sd METALLI[ metallic building company .corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 Per metallic building company Pa9e A -6' Seacon Construction Mgt. / Starfire Sports Complex June 18, 2003 Basic Design Load Combinations used for Building Structural Design The following designations have been used in the design to abbreviate the design loads: The eight basic loads are: 1. RDL = Roof structural dead load plus roof collateral load 2. RLL = Roof snow load 3. AR1 = WLL = Wind load from left to right 4. AR2 = WLR = Wind load from right to left 5. FDL = Floor dead load 6. FLL = Floor live load 7. EQL/1.4 = (Seismic loads / 1.4) from left to right 8. EQR/1.4 = (Seismic Toads / 1.4) from right to left The following design load combinations have been applied to the building structural steel design in accordance with the 1997 Edition of The Uniform Building Code: 9. Total Dead Load = DL = RDL + FDL 10. Total Roof Live Load = LL = RLL + FLL 11. DL + LL 12. DL + WLL 13. DL + WLR 14. DL + 25% FLL + (EQL / 1.4) 15. DL + 25% FLL + (EQR / 1.4) 16. 0.9 DL + (EQL / 1.4) 17. 0.9 DL + (EQR / 1.4) 18. DL + 0.75 LL + 0.75 WLL 19. DL + 0.75 LL + 0.75 WLR 20. DL + 0.75 LL + 0.75 (EQL / 1.4) 21. DL + 0.75 LL + 0.75 (EQR / 1.4) METALLIc moa. bu d1Ag csalI.M corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 µ;fm A'lu i•1:::.i�:`.:w'';;� JOB NO 080S-2084/3 JOB TITLE SEA co,'J • CoN 5 T /S rAg,p/2 3PeArs QUOTE NO ^OSCRIPTION -SE/S/1/ C DEslcn% DESIGNED BY CG oU e CHK'D BY DATE .4-e20.3 SHEET NO A-7 AlyzeV03 &u IL.D/,JLlAl/Fol'/t1 .621/1.D//MI6 Cone, /997 41.), SC/sM f c Zc,J6 3 So/1- T//: 5v ss t/610 Ala = /, O �TA& /6' s) PEf2 TAaLE /4-1: E z 0,30 TA8c.E- »-Q = Ca = 0.36 PEI( T1acE- /6 -R: CV = 0,E4 ORDINwy 4Io E Jr Res/s7-»jG SflL F,'Ann S2o - S Amt) _ :5 CrAacc /6-N) PEA, TA8L6 l6-,': -= JOB NO Dgac - 2 4 8 0/ 3 JOB TITLE SL:A COAD C01Js' I , / .5rAAF/AS Jriovg.r s QUOTE NO. DESCRIPTION DESIGNED BY/`1 TG CHK'D BY DATE el C" 3 SHEET NO - 8 5Thucrues Pe-AiaD T Ct (hn)4 T - (0.035) fr 845E S1/47-4/2 R w O, S4 x 0, 4,5-x0,63 vv D. /90.5" 1n/ (30-4) SASE 51-/C4A NE.En Nor EXCct.D U 2,5- Ca W- 2.5 (o, 36) /, o) tv D. 20 l nl (3o-5) )Sq-, 5 8,45E sJ1Ei1R shol t e- ivar 6E Less 71/AO: v = O.// Ca 11A) = D,/1(0,36)/,0 w - (204 k% 00-0 Use Ea. (3 0 - 9) 1/ = o. /905 4/ z z W QQ2 JU 00 W WI J F. LL W0 ga cn d =W z I- 0 Z I— . Lu o, 0 0- 0 I-, WW H0 u. O -_, 01- z JOB TITLE S EA Coq,/ CONST. / STARF)R.E SPD,73 ,-- . 7ESCRIPTION JOB NO (9806-- 6,80/3 QUOTE NO DESIGNED BY -ITC CHK'D BY DATE 8/03 SHEET NO A-5 84 3 e 5NE112 `L oADS 11. / oaFs z z. rew m SLDG. , Roof : 0L=5P5F., CoLL.PL. = 3/f 6o.. 0 W= (o. 00 8)(/e4, 6.x 212.5 = 5/7, / "< w w J I.., u. V 0.1905. x e/7,/ - 60 4 A N O W m u.< CaLoa. 8 RooF: DL - 4 Psl=� cote_ DG= SPSF A/C- ?,Ok II --W Z E- l-- O 1ni = (9.to09) (3o, 0 x q0..0) f 2,0 = 24..31< z I- 11.1 ui 0,/90.5X 26.3 e 5.Q'� oo ca V .- o N 0 I- wW I•- � ROOF: 5 LDG. C OOF: DL - 4 PS> CoLL, ,DL = S /",s1:u.z A/c = 7.0 /< o w HF- ln/r - (o. ao9)(30'x /2 2,5 5')< 3 c.3)1 -7,O4-2.,3'< z \BIZ --z-Co,.009)(37 x42T:" ) /4,0 VI .Z.' 8.06 '` \/ = 2.67 " BZ.DG. D RooF : PL. = 4- Psr; GoLL. DL = ,6' psF /y�wy A/cL = 1¢,0 "' I W = (0,005)(70'x ' V rte/C) 14-,D = 69./ i< \/ 0.1‘706- x a9,/ = 13.17k. Roar- pL = psF DOLL bL = 5/' rP %=2.ok 1,Al = 69 , ooq) (66'x 62.5•') 4-2,0 . 33,5"< = o, ,qo5 \nJ = 6,3514 BLDG. F Roar". DL= 4 Psr coL.L 1)4. _ 5 P.SF A/c = 2,0k _ (o. a o ff►) (4 8 x 2.5) -1- 2, 0 = 2 9, 0,‹ V = x,19 05 W 5, 52 < JOB TITLE SEACON CONI ST. /s7-p,,a SP -02r$ JOB NO ogc - 208013 QUOTE NO .-� ')ESCRIPTION DESIGNED BY J �G CHK'D BY DATE 6/o3 SHEET NO A_l ,QA SE SHEAR LoA1)s , AT ELEVi4r FL ooks S TC�=G FRIG /!'l l,JG •PAD LOAD = 7 P5F COG cArEZ114-L DE111 LoA-J = SPsr- 57'5EL 4.i'J C-oNG', DE -AD L oADS PE-/. CAGc s, Al cz A LI& PSF b/ Fa C'XT. WAS -1-5, BLDG, £ AT 9-4" L&V�L ;D L t Co L G A TE4A L 8A5[= LoAo _ (0,060) (4_1' x 90') , ADD&I cONC, A% (0,0)5)0o'x 6o') ExT RI o -g. WA•L-L5 = (0.006) ( /5 1)(240') V = 0,19c.5 v/ = 4.8.0k. 8L16. C AT 9 .6" LEv6G - L/NE ¢ ro 8 BASE LOAD = (o.060) (.4/'x 1.2 0) ADDS --I' CoNC. _ (o, 024-- -1-0, 0 03C 30' x 909" =- 61(7 -6 -Ria -12 C1CrCRIan W GGs = (0,o06)(/5' x 240) V _ 0;1906 \,t1 = 74.2'1` vJ C AT 21-/‘" L5vE-L. - Li,J6 4- To 8: t&,4s& LoAD (o,.060) (4-/'x 120 ) ADDE-P GALCcN7 = (0.46 0\4-0,.025)69'x 31,3#) ADD &yBRok/ CA1.1oPy = (O. o l o)(ii 'X I2e') EXT&R/oP, WALL 5 = (O, o(761)(I 2' x 240') 1/ = 0,/905 VJ 221.4..r< g aK 2/,6K ?52.014 389.7' 295 ,C" Z 1..3g / 3,41( 17.3'` 347.21` JOB TITLE 5 &A C 0) C offsr /TAR//RS .SP0Ar DESCRIPTION t3A5G SI-reAR LoADs AT SLEv6r610 FGoo6is JOB NO. 080.5. 20 g0/ 3 QUOTE NO DESIGNED BY , TC CHK'D BY DATE /0 3SHEET NO 4-11 C�LDG_ C 926" LEVEL o 7-0 4, A ro 8.2: BA 56, FLoo,2 LoA- = 69,o go) (85' x'"37') 195,7 k AADCD Co►J c, = (o. 027)(29'x 37') EXTeltlo2 1n/Ai-" = (0, oo6)(/5'x /07') v 0,1905 1A1 — 4-3.3k _ 9G" WI - 227.3k -131-DG. C AT 2/-1.6" LEVEL — 14N& 2.. To 4, A To '8, 2 13Ascc. FLoo-4. LoAp _ (0,06 ,0) (57' x. 37'9 9 263.6 A DD&a Conte. (o, 05 2) (2 91 X 37 ) - 55',e" ExT: 8ALcoNY = (o.060+o.Q.z.5)(8')< 43') = 29,34 EX7E-Pl. lo)t i11,L5 = (o, o06)(12' x 95') = 6,91t V 0,19 05 vi 41,711 1r.1 = 218.6k j3LDG, D AT 9'6" LEVEL — L1,46 I To 4, 8, To c.3: BAS& FFLooi Lo/Ap (0..o60)(57/x72')= ,aALCo/Y co,N6-2 = (o,o6.o)(Is.5zx o,5) = 5 xT`ERi on. WALLS . (91006)65'x 370 \/ = 0, l 9 o 5 \A) — 32.5' 59.9 7.2!< 3, 3 A ni = 1 70.44 JOB TITLE SCpti CO% i57, /S7'AAFJ/ZE Spo2Ts ')ESCRIPTION ASLi SNEA2 LoApS AT LCL&V, TLD f2,00A5= JOB NO 08c05-2 2E30i.3 QUOTE NO DESIGNED BY --/TC CHK'D BY DATE ` /c SHEET NO A-12 BLDG, 0 A7 2!-'6" LEVEL - LJti6 / To 4, 8,2 70 C.3 BASE F(.00/Z. Low = ('0.060) (37' X 72) 8ALCoNY Co2tJ6A, (0.060)(15,57-)(0.5) EXTL=A/o(7- .WA c. = (0,006)(/z'x 14U' v l 9 0 5 'Lt/ 3 3.e g 9" 724 /o.1K. /77.2" 6LD6. & AT 9-'6' LEVEL - Linc / 70 4, c,3 To Q A5t5 F/. o 'y. LOAa = 62,060) x 24 + 71 x 24- N D E0 + 57x42.5 f qx 87') CoN C. = (0.064) (2.2/x /2') IF-X7"M/oyZ wA t,c..5 = (o, 004)(15'rc 78 0 ) V z o, t 905 Ini = 90.6 /C 442,2K 16.9'( l6.2k NAI -• 4 75, 3k 134,P6. E AT 2/i6" -TO 4-, 6,3 To G 6,4 se Fc.oao'L LoA-0 = (0,060)(4-3x24- 24x 424x 7o 4. 62,5 x 57') EX7Th ../02 wALLs = (0.000(/2' X 290') 3 76.5` 20.9 k w= ,tJOB NO 20SO/3 JOB TITLE S '�t c 0 evas % /S rARFIA4e 5'614-73. QUOTE NO DESCRIPTION DESIGNED BY *17-- CHK'D BY DATE 1/03 SHEET NO A -)3. 3,456 S f bY-1,Q LOADS ,4 j &L,pc-, taA-G G s LNDw4c.L AT L/,e 4A. L wALL = o, oo4- x686 / x 8-14-311,(341,r_ 10,2x Z 2, G 4-0** 7-0 7744, V / 4� 2 28 LIVDWALL DL WALL = 0,004- x i86' x40/ = 29,153x 9, 3x M6ctf = ©,0/O x G''x 12' x 4• • = DooRs : 0,0)0 x 16/x 'IZ'x 7,7K TvTL = 40.4-k 2 5/06-1,J/LL / T LlivE 11 DL WALL = 0.004 x 32'x2/= 27,2K 7'0-4 �, 2 7, 2 a 24 -'646 -it DrkEk LOADS Acs /NGi u060 FLocrYt 2.41/1- ,8456 cAc.c aeArlolos, ToT4r, MA -5S W (PEs A-9 TD A-13) 7"ar,1 ,ASE SNe-IR - 0,1905 X Z tl -- 6 22.4 ,� JOB NO 0 20 " /3 JOB TITLE S C / G a n1 Co t\157 /Sr,1 A Floc' SPOATS QUOTE NO. 1ESCRIPTION DESIGNED BY -' T� CHK'D BY DATE 9/ 03 SHEET NO. A-14• VE27-I C A L DI STA.I61.1 TI onl or- Fa7Rc 5 S .< 0,7 sec., F = VERTICAL LOAD DISTRIBUTION Mass Location Bldg A Roof Bldg B Roof Bldg C Roof, Line 4 to 8 Bldg C Roof, Line 2.5 to 4 Bldg D Roof Bldg E Roof Bldg F Roof Total shear at roof level = 21'-6" Level, 4 to 8, A to B 21'-6" Level, 2 to 4, A to B.2 21'-6" Level, 1 to 4, B.2 to C.3 21'-6" Level, 1 to 4, C.3 to G Bldg A Endwall at Line 4 Bldg A Endwall at Line 11 Bldg A Sidewail at Line H W Load Ht. (Wx )( hx) 7, Of Fx Sum V above (hx) Sum Wx hA (ki/) e�aL•h level 317.1 47.4 15, 030.5 0.255 158.9 " 26.3 23.3 612.8 0.010 6.5 42.3 32.7 1,383.2 0.023 14.6 14.0 32.7 457.8 0.008 4.8 69.1 35.5 2,453.1 0.042 25.9 33.5 36.5 1,222.8 0.021 12.9 29.0 11.0 319.0 0.005 3.4 347.2 20.2 7,003.0 0.119 74.1'` 218.6 20.2 4,409.2 0.075 46.6 177.2 20.2 3,574.1 0.061 37.8 397.4 20.2 8,015.6 0.136 84.8 14.2 28.0 397.6 0.007 4.2 40.4 24.0 969.6 0.016 10.3 27.2 24.0 652.8 0.011 6.9 Total shear at 21'-6" Level and Above = 491.7" 227.1x 9'-6" Level, 8 to 11, A to B 252.0 9'-6" Level, 4 to 8, A to 6 389.7 9'-6" Level, 0 to 4, A to B.2 227.3 9'-6" Level, 1 to 4, B.2 to C.3 170.4 9'-6" Level, 1 to 4, C.3 to G 475.3 Total shear at 9'-6" Level and Above = • TOTALS 8.2 8.2 8.2 8.2 8.2 2,058.8 3,183.8 1,857.0 1,392.2 3,883.2 3268.2 lops 58,876.1 Base Shear Total = W x 0.1905 = 622.6 kips • 0.035 21.8'< 0.054 33.7 0.032 19.6 0.024 14.7 0.066 41.1 100% 622.6' 622.6" JOB TITLE EA c 0 AI .Coms / Si-AAFM6 Po(<.Ts ')ESCRIPTION SEIS/411e. LOADWG o,.1 M -5 FAAm&s JOB NO 0080/3 QUOTE NO DESIGNED BY -ITC CHK'D BY g DATE /0-?- SHEET NO A -I.5 11 z. /IS 6117 7 0A1 toP 5jii:BY 7Y JAT0A I3L46. geAs • - ! ; . No/.m' - So Iji7-21/. .1)1P.kct/ON::. LEvet.: COLui01 ! ; D 15 PI ! Al r• 4 ,51 r /1-13 ... • &4 7 ..s. - .7 ,5 4- a° ?c•Er6:;.9:(1. j, • • t • • . .!... „ ; 10 •11 !!iti V1T . ';•• 4 44-- • • ÷i0,3) 411 . g . -I- -1- ; trxi • r- I '•,, I .1 . •[. --L. 1. .; /,'_, 5 .../.5 7,c1 iv •-,..c.: i • MT. --.-- (2 x i 5. -1-- 2 x 4 .5) ic;,.. 1 - ' ' . • ' " - -.1 • -i • I ; I1 4'1 i • i 1 . . , ' F1r= 1 .3 -42k 1 , . .. ..,,,„,,, ADD i'-' F:, -i-- tc 2 A q. -ro. i 5YEAA":14)7 • ......1.--,---!..-H -!---i----1.--1,- !.- 1 • ;• -.1 ' -.1., E,0 ;c. A.. I, .z.q.. A77.).Q.di ..A./ s i P 1-0.10$ APPi.1&7:,0 To OM Rf ..i.. ei;16" ,4 ....;t J. ; 1 • C 1- 6/11) PVF...24 4.451..r..:1C" P. A . , D isP'Lact:/qc._c-frn =; xi I 20 = 6 0 ' ! • x'/4.6. 4- 5(!1,5-28- + 74,1) 6,0 83,5) z, )1c11 ,"1:‘••- t • .. v 09 . • ! • 1 rx (2 X 3 0 4- x Fjc ) Q., A11 Fx L otAoTt 51/64p.. Rit)o, C4 C.: C 1..FL,47•101\1 *ID . ! • I . 7 /7, FOA LoADS APPL.)ED To OMAF Co NO Zc Z©) 3JOB TITLE 5 C a 1\)C. o M5 T 5 rAP•fike SP-Azs' QUOTE NO 'DESCRIPTION 51 ? 5M)C LoADI Nc ori 1,J-5 ,RAMeg DESIGNED BY -- TG CHK'D BY DATE 8 -/' 3 SHEET NO A-16 40R12. 157 -- 1JO12T1-1- 5ou7/ DJAECT/o1`1 Ar 21-'6"LeVL L Z _ F. Co L uM►ki Z..//06.. O To 4 A,eZ-4 - bLD r C 1J re t DrsPLAcc-,446-NT = 5�bx 84'= 4,2` 00 00 ( W w/�-t ' 4, 2 4, 8 + 4 �. + 3 7.6.) - 3 75 . FT,. N IL 0 2 3 4 w Mt 2 u -Q a A/T = (2 x 42' -I- z x 14 /) Fx I- i. 375/)) 2 = ' f1 Z 0 Fx=,. S i -o wW ADD Fx L oA D To S//CA AT 21Z6." L & 1/6.4. I v o O(11 Rho GALC11LAT'1oN AND LOADS /3PPLre-0 ro D/v)/f 01-- W W U. o z Po R r"A L s Ar Lio 65: / 7-0 4- #i,e , BLDG: E: W N o OIS PG ACEMCN 7 = 5620, . 70' = 308' z = 3.5 ( 25,9. --72,9 -t- /84.8=t- ..,2) _ 4-47 K-fr. Mt = (.36 + ) ÷ 35) fx Fx - 44198 = ADD rx oAD Tr) 5116AA. ,iT 2y 6" 6✓r"•2- fo/, Rho CALCU4A7'1 a, /) Afp LoA,05 A PPLic:^.p 7a O!'') P