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HomeMy WebLinkAboutPermit D03-170 - SEGMENT 5 - STARFIRE SPORTS - NEW ATHLETIC FACILITYD03-170 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 This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D03-170 Starfire Sports 14800 Starfire Way DIGITAL RECORDS (DR) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # Code Exemption Brief Explanatory Description Statute/Rule DR1 Personal Information — Social Security Numbers Generally — 5 U.S.C. sec. 552(a); RCW 42.56.070(1) The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security numbers are redacted to protect those individuals' privacy pursuant to 5 U.S.C. sec. 552(a), and are also exempt from disclosure under section 42.56.070(1) of the Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. 5 U.S.C. sec. 552(a); RCW 42.56.070(1) 411 DR2 Personal Information — Financial Information — RCW 42.56.230(4 5) Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit expiration dates, or bank or other financial account numbers, which are exempt from disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. RCW 42.56.230(5) DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#I30c3rho - Frame Line C.3 with Omegao MEMBER 13-14 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB aru. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12,00 55, 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 36.26 139.82 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.08 31.22 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.87 26.32 -26.32 0.12 0.84 0.80 PAGE NO. - 15 DATE 10/22/2003 g 7 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0,960 12.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 21.16 30.45 MEMBER 14-15 LENGTH 17.02 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17.02 55. 50, 9 1,89 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 13.23 -90.14 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 12.22 33.00 26.17 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.41 -16.97 16.97 0.12 0.51 0.65 0 WEIGHT 543. LB MAX COMB AT LOAD UNITY CK DIST COND 0.764 17.0 FT 7 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 6.24 30,45 MEMBER 15-16 LENGTH 7.64 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 7.64 55. 50. 4 1.91 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 0.00 -242.74 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 20.45 33.00 31.22 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0,00 -45.69 45.69 0.00 1.38 1.46 0 WEIGHT 244. LB MAX COMB AT LOAD UNITY CK DIST COND 1.464* 0.0 FT 16 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 16 31.77 30.45 f..•.ftrl,.;ix?!�.;.usF{•P +. 4i:+: �, .` +',? �si..:-a.�fr�'»;��v.:..i� ru�.J»:s.iBY..t,isa.a'waDY.J, Z W DCS. 00 OD C3 Lui WI H Wo La �W Z= F.- I-- I- 0 Z I- W 73 ON C3 WW Hr- UL.O Z W U2 0 I - Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130c3rho - Frame Line C,3 with Omega() PAGE NO. - 16 DATE 10/22/2003 MEMBER 7-11 LENGTH 28.03 FT MEMBER ANGLE 2.70 DEG TEMP DIFF 0. DEG.F RELEASES N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB it1. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.03 55. 50. 15 1.87 FT 18.62 IN 18.62 IN 8,000 x 0.3125 0,1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1 26.30 -117.13 22.36 33.00 28.93 3.14 -25.65 25.65 0.14 0.78 0.89 0 WEIGHT 799. LB MAX COMB AT LOAD UNITY CK DIST COND 1.027 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 -10.56 30.45 MEMBER 11-15 LENGTH 28.60 FT MEMBER ANGLE 6.71 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.60 55. 50. 15 1.91 FT 18.62 IN 18.62 IN 8.000 x 0.3125 0.1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 37.96 152.61 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.89 28,93 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4,53 33.42 -33.42 0.14 1.16 1.01 0 WEIGHT 815. LB MAX COMB AT LOAD UNITY CK DIST COND 1.293* 28.6 FT 8 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -11.61 30.45 MEMBER 3- 6 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N^ (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 13.83 55. 50. 7 1.98 FT 21.00 IN 21.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -22.68 -254.95 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 1.74 -31.89 31.89 0.06 0.97 0.97 0 WEIGHT 612. LB MAX COMB AT LOAD UNITY CK DIST COND 1.025 13.8 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -45.44 64.96 DESIGN SUMMARY REPORT NCI Building Systems, L,P. JOB#130c3rho - Frame Line C.3 with Omega° PAGE NO. - 17 DATE 10/22/2003 S MEMBER 6-10 LENGTH 28.00 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 1429. LB N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD int. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 28.00 55. 50. 15 1.87 FT 21.25 IN 21.25 IN 8.000 x 0,6250 0.2500 8.000 x 0,6250 1.346* 0.0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 37,29 -300.01 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.19 33.00 24.46 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.49 -31.09 31.09 0.08 0.94 1.27 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 48.25 64.96 MEMBER 10-14 LENGTH 28.40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55. 50. 15 1.89 FT 21.00 IN 21.00 IN 8,000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 -17.54 -204.73 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 24.03 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 1.35 -25.61 25.61 0.04 0.78 1.07 0 WEIGHT 1256. LB MAX COMB AT LOAD UNITY CK DIST COND 1.066* 0.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 20.81 64.96 MEMBER 2- 5 LENGTH 13.83 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 13.83 55. 50. 7 1.98 FT 24.00 IN 24.00 IN 8.000 x 0.5000 0.2500 8,000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 1.34 -392.98 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 24.54 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.10 -41.67 41.67 0.00 1.26 1.26 0 WEIGHT 647. LB MAX COMB AT LOAD UNITY CK DIST COND 1.267* 13.8 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -72.77` 56.49 DESIGN SUMMARY REPORT NCI Building.SYstems, L.P. PAGE NO. - 18 JOB#130c3rho - Frame Line C.3 with Omega° DATE 10/22/2003 MEMBER 5- 9 LENGTH 28.00 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0, DEG,F RELEASES N LENGTH YIELD A. (FT) FLG WEB 1 28.00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -0.02 -310.69 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 15 1.87 FT 24,00 IN 24,00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 23.70 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.00 -32.94 32.94 0,00 1.00 1.39 0 WEIGHT 1310, LB MAX COMB AT LOAD UNITY CK DIST COND 1.390* 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -48.94 56.49 MEMBER 9-13 LENGTH 28,40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28,40 55. 50. 15 1.89 FT 24.00 IN 24.00 IN 8.000 x 0.6250 0.2500 8.000 x 0.6250 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -6.67 -389.79 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 24.22 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.43 -34.83 34.83 0.01 1.06 1.44 0 WEIGHT 1516. LB MAX COMB AT LOAD UNITY CK DIST COND 1.438" 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 45.88 57.11 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 13194. LB P 90 JOB TITLE S£ A C o rJ Ca 1J ST. ATARFIR6 SPo2TS DESCRIPTION M M liJ FAA -m6 AT L JN2_ D.2. r N E E E A G 7 G ogoS-- 20 8013 JOB NO QUOTE NO CLa DESIGNED BY CHK'D BY DATE 6- 1i -o3 SHEET NO P-121 .bio -o7-03 A. /0-v8- 03 .1/ /0. A /4 8 2 G .5 G 13 6 E D 1 4 ID g D 12 Line D.2: A -- Rafters -- 8 B -- Floor Beams C -- Floor Beams D -- Floor Beams E -- Columns -- G -- Columns -- H -- Columns -- " x 5/16" flanges, 3/16" x 18" web -- 8" x 1/2" flanges, 1/4" x 20" web -- 8" x 5/8" flanges, 1/4" x 20" web -- 8" x 1/2" flanges, 1/4" x 23" web 8" x 3/8" flanges, 3/16" x 18" web 8" x 3/8" flanges, 1/4" x 18" web 8" x 1/2" flanges, 1/4" x 18" web ";.11; H 5JOB NO X805 - 2o 8 0 ) 3 JOB TITLE CA C O4 CnNsT• /S7'A,�F/ SpoR73 QUOTE NO Cco uG pi DESCRIPTION DESIGNED BY CHK'D BY DATE 6-P-03SHEET NO P4_ //141,J 12,4/41&- A T Z. /0Q5 D.2 CoPurc Near Ln . DATA. 12 .E L Roof DL -/- CozL. Loi • 24.0 0,21:k�i=r:. ,m >e A/C LOAD : 24/se 'c; 0, 5x013.21, 3.0A@ 0, $ke 40. 6 • BLDa. A Roof DL - 4oao X /6.25'x 24.0,= 2,73k .-1 L..L l .o0F Loilo o o �. 24. c ® 6k/FT. ;BLDG. /4 Rove LL. o0o x 16.25 � X.24.'0 = ,7SK JNp. _ 4-oADs': In%14Ph%ARD: _. LEw,g2 1 i ! UPLIFT 3o L�oye41.., , o.o4i3x0.5x • O.;013 x 01,7 x' 24-, 0' 0,17 0, 2.4 FDL' FL o o!Z DC>AD La e . (411--)(: 24,0)= I a44''r/p ; (BA s 2I '6"LEVc-<<., L/NC 3 `} FDL : 0,00 x /3,25 U F 0 k/F . 9-6„ LEVEL, L) 1- 2 FDL%(/Oq4JQ�(, )4-0.000Y121= 2,21 9 -'( L6-1)45 LINE ?, -4- FPL", 0,06o 2- = , 98 AV7-7, Z.X 2.4- O,ofUx 12.42X - .52k. At, coo`/ FDL \/ �'1 r FL L FL 004.. L / vLC &',w • X00 ,'sF 13Asc : O, to v 24,0' = 2,110 kif� 21=6'1LCvtFc., NF 3-4- = /,3 , 'k,F7, LANE 3.4 = 1, 6 4- K %�Fv • 13n4 <oikri \/ - 1 o, 7A< /'1= 4-P. -j . (rvy u,0) k z w .J 00 cn p w= J CO V_ w0 u-¢ a I--III Z= I- O W U p. N ww Lii co OF - z JOB TITLE S t A C of.) Cons -r. /STAR F,R E 5P6,275 DESCRIPTION MA1N I=RA -ME AT L1NL5 D.2 Cor>purC-,2 TOJJT .NuM81 .s: .7 6 12 2O So 1 3 JOB NO. QUOTE NO. CLO icy DESIGNED BY CHK'D BY DATE 6r 11-03 SHEET NO /-)a3 io.v7-o3 Qr0-0p"°3 • 1/ /g 10 14 1 9 13 /Z. SEISMIC Lao lA)Par LoADs F4011 -I U°2ti-z. Dis7,VBLT/oJ, PAGE h PEh .S2. Eh g oor A _ ` � X ��C /5, S 9 k )7.32 K 44, .,SK Zo ors D k Ggov'` S•� k (14,6-t- 12.1) x/6- 5,5-0 21-'(,i LEVEL; v= 84.8x +/0.4'6 = Q(n q= " L 61/FL. = V = 41,1 ) , B 1.; ,-7-7t- • ' Auto/Steel Design ' ' A Synercom Technology, Inc. Development * for NCI Building Systems ' Release 7, MOD 1 ' ' 2000.9.7.1 ' Run Start Date 10/22/2003 Time 16:48:05 TITLE - JOB#130d2rho - Frame Line D,2 with Rho PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS FLANGE BRACE REPORT DESIGN SUMMARY REPORT WITH DEFLECTIONS EXECUTION OPTIONS EXECUTION MODE s ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS = 1 UNITY CHECK RANGE - 0.950 TO 1.050 MAXIMUM SEGMENT SIZE - 2.000 FT COEF. OF LINEAR EXPANSION - 0,0000065000/DEG.F MOD. OF ELASTICITY,E a 29000000. PSI LOCATE FLANGE BRACING o NO P )a. . • DESIGN INPUT ECHO NCI Building Systems, L.P. JOR" 30d2rho - Frame Line D.2 with Rho JOB#I30d2rho - Frame Line D,2 with Rho JTC,10/08/03 FB„ DF,,,, 3,1 N JOINTS JOINT,1,1.42,0.,110 JOINT,2,1.42,9.0 JOINT,3,1.42,21,0 JOINT,4,15.25,0 „ ll0 JOINT,5,15.25,9.0 JOINT,6,15.25,21.0 JOINT, 7,15.25,33.36 JOINT,8,43,25,0.0,ll0 JOINT,9,43.25,9.0 JOINT,10,43,25,21.0 JOINT,11,43,25,35.68 JOINT,12,71.65,0.,110 JOINT,13,71.65,9.0 JOINT,14,71.65,21.0 JOINT,15,71.65,38.02 JOINT,16,71.65,49.5 MEMBERS MEMBER,1,2„ 18.75,,,,18.75,1„ SECTTON,1,8D,,,WA,,,8D,,,55.,1.5„50.,, N 1,2,3„18.75,,,,18.75,1„ S,...JN,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,4,5„19.,,,,19.,1„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„ 50.,, MEMBER,5,6„18.75,,,,18.75,1„ SECTION,I,8D,,,WB,,,8D,,,55.,1.5„50.,, MEMBER,6,7„18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,8,9„ 19.,,,,19.,1„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„50.,, MEMBER,9,10„ 18.75,,,,18,75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,10,ll„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,12,13„ 19.,,,,19.,1„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„ 50.,, MEMBER,13,14„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„50.,, MEMBER,14,15„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,15,16„ 18.75,,,,18.75,1„ B BRACE,10.,20 SECTION,1,8D,,,WA,,,8D,,,55.,1.5„50.,, MEMBER,7,ll„18.625,,,,18.625,1„ B BRACE,5.,10.,15 ., 20., SECTTON,I,BC,,,WA,,,8C,,,55•,,,50.,, MF \ll,15„18.625,,,,18.625,1„B Bk __d3.,10.,15.,20., PAGE 1 10/22/2003 • Z oc ~ w tQ Qy JU 00 OD C3 W = V) LL, W}O J: u_ < =a I -W I— O Z I— U0 022 0UU I— nc HF: LI O tidZ U =`. OI— Z DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 2 JOR0130d2rho - Frame Line D.2 with Rho 10/22/2003 ION,1,8C,,,WA,,,8C,,,55.,,,50.,, MEMBER,3,6„21.,,,,21.,1„ B BRACE,7., SECTION,1,8E,,,WB,,,8E,,..55.,,,50.,, MEMBER,6,10„21.25,,,,21.25,1„ B BRACE 7.,14.,21., SECTION,1,8F,,,WB,,,8F,,,55,,,,50.,, MEMBER,10,14„21.,,,,21.,1„ B BRACE 7.,14.,21., SECTION,1,8E,,,WB,,,8E,,,55.,,,50.,, MEMBER,2,5„ 24.,,,,24.,1„ B BRACE, 7., SECTION,1,8E,,,WB,,,8E,,,55.,,,50,„ MEMBER,5,9„ 24.,,,,24.,1„ B BRACE 7.,14.,21., SECTION,I,8E,,,WB,,,8E,,,55.,,,50,,, MEMBER,9,13„ 24.,,,,24.,1„ B BRACE 7.,14.,21., SECTION,L8E,,,WB,,,BE,,,55,,1,50.,, LOADCOND LDCN,1,100.,RDL ROOF DEAD LOAD PLUS COLL LDCN,2,100.,RLL ROOF SNOW LOAD LDCN,3,100 „AR1 WIND LOAD FROM LEFT LDCN.4,100.,AR2 WIND LOAD FROM RIGHT ,100.,FDL FLOOR DEAD LOAD L ,6,100.,FLL FLOOR LIVE LOAD LDCN,7,71.4,EQL SEISMIC LOADS/1.4 FROM LEFT LDCN,8,71.4,EQR SEISMIC LOADS/1.4 FROM RIGHT LDCN,9,100.,DL,100.,FDL RDL + FDL a TOTAL DEAD LOAD LDCN,10,100.,RLL,100.,FLL RLL + FLL e TOTAL LIVE LOAD LDCN,ll,100.,RDL,100.,RLL,100,RLL,100.,FLL,TOTAL DL + LL LDCN,12,100.,RDL,100.,FDL,100 „AR1,,,DL + WLL LDCN,13,100.,RDL,100.,FDL,100.,AR2,,,DL + WLR LDCN,14,100.,RDL,100.,FDL,25 „ FLL,71.4,EQL,DL + 0.25FLL + EOL/1.4 LDCN,15,100.,RDL,100.,FDL,25.,FLL,71.4,E0R,DL + 0.25FLL + EQR/1.4 LDCN,16,90.,RDL,90.,FDL,71.4,EQL,,,0.9DL + EOL/I.4 LDCN,17,90.,RDL,90.,FDL,71.4,E0R,,,0.9DL + EQR/1.4 LDCN,18,100.,RDL,100.,FDL,75 „WLV,75.,AR1,DL + 0.75LL + 0.75WLL LDCN,19,100.,RDL,100.,FDL,75.,WLV,75 „AR2,DL + 0.75LL + 0.75WLR LDCN,20,100.,RDL,100.,FDL,75.,ELV,53.55,E0L,DL + 0.75(0.25LL) + 0.75(EQL/1.4) LDCN,21,100.,RDL,100 „ FDL,75.,ELV,53,55,E0R,DL + 0.75(0.25LL) + 0.75(EQR/1,4) LOADS LOAD,3,2,RDL,GLOB,Y,CONC,O.,-1.73 LOAD,7,6,RDL,GLOB,Y,CONC,O.,-1.51 LOAD,7,11,RDL,GLOB,Y,UNIF,O.,-0.216 LOAD,11,15,RDL,GLOB,Y,UNIF,O.,-0.216 LOAD,3,2,RDL,GLOB,Y,CONC,O.,-2.0 LOAD,7,6,RDL,GLOB,Y,CONC,O.,-0.5 LOAn 7,11,RDL,GLOB,Y,CONC,30.5,-3.0 LI a11,RDL,GLOB,Y,CONC,39.3,-0.8 LL ___J.,15,RDL,GLOB,Y,CONC,O „ -2.73 s v.4r'Ni•ht+n.Y ,W4Q14,4,1 DESIGN INPUT ECHO NCI Building Systems, L.P. JOR1 30d2rho - Frame Line D.2 with Rho LOAD,3,2,RLL,GLOB,Y,CONC,O.,-4,80 LOAD,7,6,RLL,GLOB,Y,CONC,O.,-4.20 LOAD,7,11,RLL,GLOB,Y,UNIF,O.,-0,60 LOAD,11,15,RLL,GLOB,Y,UNIF,O.,-0.60 LOAD,15,14,RLL,GLOB,Y,CONC,O.,-9.75 LOAD,1,2,AR1,GLOB,X,UNIF,O „ 0.28 LOAD,2,3,ARI,GLOB,X,UNIF,0.10.28 LOAD,3,2,AR1,GLOB,X,CONC,0.,2.0 LOAD,7,6,AR1,GLOB,X,CONC,0.,2.0 LOAD,7,11,AR1,MEMB,Y,UNIF,O „0.24 LOAD,11,15,AR1,MEMB,Y,UNIF,0.,0.24 LOAD,15,14,AR1,GLOB,Y,CONC,0.,4.5 L0AD,1,2,AR2,GL0B,X,UNIF,O.,-0,17 LOAD,2,3,AR2,GLOB,X,UNIF,O.,-0.17 LOAD,3,2,AR2,GLOB,X,CONC,O.,-1.2 LOAD,7,6,AR2,GLOB,X,CONC,O.,-1.2 LOAD,7,11,AR2,MEMB,Y,UNIF,0.,0.24 LOAD,11,15,AR2,MEMB,Y,UNIF,0.,0,24 LOAD,15,14,AR2,GLOB,Y,CONC,0.,4.45 LOAD,2,5,FDL,GLOB,Y,UNIF,O.,-2.21 LOA71•5,9,FDL,GLOB,Y,UNIF,O.,-1.44 ,13,FDL,GLOB,Y,UNIF,O.,-0.98 S,6,FDL,GLOB,Y,UNIF,O.,-1.44 LOAD,6,10,FDL,GLOB,Y,UNIF,0.,-1.44 LOAD,10,14,FDL,GLOB,Y,UNIF,0.,-0.80 LOAD,13,12,FDL,GLOB,Y,CONC,O.,-6,52 LOAD,13,12,FDL,GLOB,Z,MOMT,0.,-28.5 LOAD,2,5,FLL,GLOB,Y,UNIF,O „ -2.40 LOAD,5,9,FLL,GLOB,Y,UNIF,O.,-2.40 LOAD,9,13,FLL,GLOB,Y,UNIF,O.,-1,64 LOAD,3,6,FLL,GLOB,Y,UNIF,O.,-2.40 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-2.40 L0AD,10,14,FLL,GLOB,Y,UNIF,O.,-1.33 L0AD,13,12,FLL,GLOB,Y,CONC,O.,-10.9 LOAD,13,12,FLL,GLOB,Z,MOMT,O.,-47.6 LOAD,16,15,EQL,GLOB,X,CONC,0.,17,32 LOAD,7,11,EQL,GLOB,X,CONC,14.,6.00 LOAD,6,10,EQL,GLOB,X,CONC,14 „28,6 LOAD,5,9,E0L,GLOB,X,CONC,14.111,77 LOAD,16,15,EQR,GLOB,X,CONC,O.,-17.32 LOAD, 7, 11,EQR,GLOB,X,CONC,14.,-6.00 LOAD,6,10,EQR,GLOB,X,CONC,14 „ -28.6 LOAD,5,9,EQR,GLOB,X,CONC,14 „ -11.77 Lf .2,WLV,GLOB,Y,CONC,O „ -4.80 LL.,�,A,WLV,GLOB,Y,CONC,0.,-4.20 PAGE 3 10/22/2003 DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE .4 JOR 30d2rho - Frame Line D.2 with Rho 10/22/2003 i,7,11,WLV,GLOB,Y,UNIF,O.,-0.60 LOAD,ll,15,WLV,GLOB,Y,UNIF,O.,-0.60 L0AD,15,14,WLV,GLOB,Y,CONC,O.,-9.75 LOAD,2,5,WLV,GLOB,Y,UNIF,0.,-2.40 LOAD,5,9,WLV,GLOB,Y,UNIF,0.,-2.40 LOAD,9,13,WLV,GLOB,Y,UNIF,O „ -1.64 LOAD,3,6,WLV,GLOB,Y,UNIF,O.,-2.40 L0AD,6,10,WLV,GLOB,Y,UNIF,O „ -2.40 LOAD,10,14,WLV,GLOB,Y,UNIF,O.,-1.33 LOAD,13,12,WLV,GLOB,Y,CONC,0.,-10.9 LOAD,13,12,WLV,GLOB,Z,MOMT,O.,-47.6 LOAD,2,5,ELV,GLOB,Y,UNIF,O.,-0,60 LOAD,5,9,ELV,GLOB,Y,UNIF,O „ -0,60 LOAD,9,13,ELV,GLOB,Y,UNIF,O „ -0.41 LOAD,3,6,ELV,GLOB,Y,UNIF,O.,-0.60 LOAD,6,10,ELV,GLOB,Y,UNIF,O.,-0.60 LOAD,10,14,ELV,GLOB,Y,UNIF,O.,-0.33 LOAD,13,12,ELV,GLOB,Y,CONC,O.,-2.73 LOAD,13,12,ELV,GLOB,Z,MOMT,O.,-11,9 END P - a8 *" DETAIL INPUT ECHO *" JOINT 1 1.42 0.00 110 0.000 0.000 0,000 JOINT 2 1,42 9.00 0 0.000 0,000 0.000 JOT"'T 3 1,42 21.00 0 0.000 0.000 0.000 N, 4 15.25 0.00 110 0.000 0.000 0.000 iT 5 15.25 9.00 0 0.000 0.000 0,000 JOINT 6 15.25 21.00 0 0.000 0,000 0.000 JOINT 7 15.25 33.36 0 0,000 0,000 0.000 JOINT 8 43.25 0.00 110 0.000 0.000 0.000 JOINT 9 43,25 9.00 0 0.000 0.000 0.000 JOINT 10 43.25 21.00 0 0,000 0.000 0.000 JOINT 11 43.25 35.68 0 0.000 0.000 0.000 JOINT 12 71.65 0.00 110 0.000 0.000 0.000 JOINT 13 71.65 9.00 0 0.000 0,000 0.000 JOINT 14 71.65 21.00 0 0.000 0.000 0,000 JOINT 15 71.65 38.02 0 0.000 0.000 0.000 JOINT 16 71,65 49.50 0 0.000 0.000 0.000 MEMBERS MEMBER 1 2 0. 18.750 0.000 0.000 0.000 18,750 1 0.000 SECTION 1 8D WA 8D 55,000 1.500 0.000 50.000 MEMBER 2 3 0, 18.750 0.000 0,000 0.000 18,750 1 0.000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50,000 MEMBER 4 5 0. 19,000 0.000 0.000 0.000 19,000 1 0.000 SECTION 1 8E WB 8E 55,000 1,500 0.000 50,000 MEMBER 5 6 0. 18,750 0.000 0,000 0.000 18.750 1 0.000 SECTION 1 8D WB 8D 55.000 1.500 0.000 50.000 MEMBER 6 7 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WB 8D 55.000 1.500 0.000 50.000 MEMBER 8 9 0. 19.000 0.000 0,000 0.000 19.000 1 0.000 SErTTON 1 8E WB 8E 55.000 1.500 0.000 50.000 9 10 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 .ON 1 8D WB 8D 55.000 1.500 0.000 50.000 MEMBER 10 11 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WB 8D 55.000 1.500 0.000 50,000 MEMBER 12 13 0. 19.000 0,000 0.000 0.000 19.000 1 0.000 SECTION 1 8E WB 8E 55.000 1,500 0.000 50.000 MEMBER 13 14 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50.000 MEMBER 14 15 0. 18.750 0.000 0.000 0,000 18.750 1 0.000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50.000 MEMBER 15 16 0. 18.750 0.000 0,000 0.000 18.750 1 0.000 B BRACE 10.00020,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50.000 MEMBER 7 11 0. 18.625 0,000 0.000 0,000 18,625 1 0,000 B BRACE 5.00010.00015.00020.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8C WA 8C 55.000 0.000 0.000 50,000 MEMBER 11 15 0. 18.625 0,000 0,000 0.000 18.625 1 0.000 B BRACE 5,00010.00015.00020.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8C WA 8C 55.000 0.000 0.000 50,000 MEMBER 3 6 0. 21.000 0,000 0.000 0.000 21.000 1 0.000 B BRACE 7,000 0,000 0,000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 SECTION 1 8E WB 8E 55.000 0.000 0.000 50.000 MEMBER 6 10 0. 21.250 0.000 0.000 0.000 21.250 1 0.000 B BRACE 7.14.00021.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0,000 SECTION 1 8F WB 8F 55.000 0.000 0.000 50.000 MEM°9 10 14 0. 21,000 0.000 0,000 0,000 21.000 1 0,000 B Bf 7.14.00021.000 0,000 0.000 0.000 0,000 0.000 0,000 0.000 0,000 5. 1 8E WB 8E 55.000 0,000 0,000 50.000 MEMBER 2 5 0. 24,000 0.000 0.000 0.000 24,000 1 0.000 B BRACE 7.000 0,000 0.000 0.000 0,000 0,000 0.000 0,000 0,000 0,000 SECTION 1 8E WB 8E 55.000 0.000 0,000 50.000 P -h 9 MEMBER 5 9 0. 24,000 0.000 0.000 0.000 24.000 1 0,000 B BRACE 7,14.00021.000 0.000 0.000 0.000 0,000 0.000 0.000 0,000 0.000 SECTION 1 8E WB 8E 55,000 0,000 0.000 50.000 MEMBER 9 13 0. 24.000 0.000 0.000 0.000 24.000 1 0.000 B BRACE 7.14.00021.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SErTTON 1 8E WB 8E 55.000 0,000 0.000 50.000 1 100. RDL 0. 0. 0. ROOF DEAD LOAD PLUS COLL 2 100. RLL 0. 0. 0. ROOF SNOW LOAD LDCN 3 100. AR1 0. 0. 0. WIND LOAD FROM LEFT LDCN 4 100. AR2 0. 0. 0. WIND LOAD FROM RIGHT LDCN 5 100. FDL 0, 0. 0. FLOOR DEAD LOAD LDCN 6 100, FLL 0. 0, 0. FLOOR LIVE LOAD LDCN 7 71, EQL 0. 0. 0. SEISMIC LOADS/1.4 FR OM LEFT LDCN 8 71. EQR 0. 0. 0. SEISMIC LOADS/1.4 FR OM RIGHT LDCN 9 100. DL 100. FDL 0. 0, RDL + FDL = TOTAL DE AD LOAD LDCN 10 100. RLL 100. FLL 0. 0. RLL + FLL = TOTAL LI VE LOAD LDCN 11 100. RDL 100. RLL 100, RLL 100. FLL TOTAL DL + LL LDCN 12 100. RDL 100. FDL 100, AR1 0. DL + WLL LDCN 13 100. RDL 100. FDL 100. AR2 0. DL + WLR LDCN 14 100. RDL 100. FDL 25. FLL 71. EOL DL + 0.25FLL + EOL/1 .4 LDCN 15 100. RDL 100. FDL 25. FLL 71. EQR DL + 0.25FLL + EOR/1 .4 LDCN 16 90, RDL 90. FDL 71. EQL 0. 0.9DL + EOL/1.4 LDCN 17 90, RDL 90. FDL 71. EQR 0. 0.9DL + EOR/1.4 LDCN 18 100. RDL 100. FDL 75. WLV 75. AR1 DL + 0,75LL + 0.75WL L LDCN 19 100. RDL 100. FDL 75. WLV 75. AR2 DL + 0.75LL + 0.75WL R LDCN 20 100. RDL 100. FDL 75. ELV 54. EQL DL + 0.75(0.25LL) + 0.75(EQL LDCN 21 100. RDL 100. FDL 75. ELV 54. EQR DL + 0.75(0,25LL) + 0.75(EQR LOAD 3 2 RDL GLOB Y CONC 0.000 -1.730 0.000 0.000 LOAD 7 6 RDL GLOB Y CONC 0.000 -1.510 0.000 0.000 LOAD 7 11 RDL GLOB Y UNIF 0.000 -0.216 0.000 0,000 LOAD 11 15 RDL GLOB Y UNIF 0.000 -0,216 0.000 0,000 LOP 3 2 RDL GLOB Y CONC 0.000 -2.000 0.000 0,000 7 6 RDL GLOB Y CONC 0.000 -0.500 0.000 0.000 L. 7 11 RDL GLOB Y CONC 30.500 -3.000 0,000 0.000 LOAD 7 11 RDL GLOB Y CONC 39.300 -0.800 0.000 0.000 LOAD 11 15 RDL GLOB Y CONC 0.000 -2.730 0.000 0.000 LOAD 3 2 RLL GLOB Y CONC 0.000 -4.800 0.000 0.000 LOAD 7 6 RLL GLOB Y CONC 0.000 -4.200 0.000 0.000 LOAD 7 11 RLL GLOB Y UNIF 0.000 -0.600 0.000 0.000 LOAD 11 15 RLL GLOB Y UNIF 0.000 -0.600 0,000 0.000 LOAD 15 14 RLL GLOB Y CONC 0.000 -9.750 0.000 0.000 LOAD 1 2 AR1 GLOB X UNIF 0.000 0.280 0.000 0.000 LOAD 2 3 AR1 GLOB X UNIF 0.000 0.280 0.000 0.000 LOAD 3 2 AR1 GLOB X CONC 0.000 2.000 0.000 0.000 LOAD 7 6 AR1 GLOB X CONC 0.000 2,000 0.000 0.000 LOAD 7 11 AR1 MEMB Y UNIF 0.000 0.240 0.000 0.000 LOAD 11 15 AR1 MEMB Y UNIF 0.000 0,240 0.000 0.000 LOAD 15 14 AR1 GLOB Y CONC 0.000 4.500 0.000 0.000 LOAD 1 2 AR2 GLOB X UNIF 0.000 -0.170 0,000 0.000 LOAD 2 3 AR2 GLOB X UNIF 0.000 -0.170 0,000 0.000 LOAD 3 2 AR2 GLOB X CONC 0.000 -1.200 0.000 0.000 LOAD 7 6 AR2 GLOB X CONC 0.000 -1.200 0.000 0.000 LOAD 7 11 AR2 MEMB Y UNIF 0.000 0.240 0.000 0,000 LOAD 11 15 AR2 MEMB Y UNIF 0.000 0,240 0.000 0.000 LOAD 15 14 AR2 GLOB Y CONC 0.000 4.450 0.000 0,000 LOAD 2 5 FDL GLOB Y UNIF 0.000 -2.210 0.000 0.000 LOAD 5 9 FDL GLOB Y UNIF 0.000 -1.440 0.000 0.000 LOP 9 13 FDL GLOB Y UNIF 0.000 -0.980 0,000 0.000 LI 3 6 FDL GLOB Y UNIF 0.000 -1,440 0.000 0.000 Ll.. 6 10 FDL GLOB Y UNIF 0.000 -1,440 0.000 0.000 LOAD 10 14 FDL GLOB Y UNIF 0.000 -0.800 0,000 0.000 LOAD 13 12 FDL GLOB Y CONC 0.000 -6.520 0.000 0.000 LOAD 13 12 FDL GLOB Z MOMT 0.000 -28.500 0.000 0.000 ' ..,.. i . a,'v4Jrrn;M' JrU n .-7 tq s. ti i; 1+ +i J.., X. cdJ ?--/30 LOAD 2 5 FLL GLOB Y UNIF 0.000 -2.400 0,000 0.000 LOAD 5 9 FLL GLOB Y UNIF 0.000 -2.400 0,000 0,000 LOAD 9 13 FLL GLOB Y UNIF 0.000 -1,640 0,000 0.000 LOAD 3 6 FLL GLOB Y UNIF 0.000 -2.400 0.000 0,000 LOAD 6 10 FLL GLOB Y UNIF 0.000 -2.400 0.000 0.000 LOA" 10 14 FLL GLOB Y UNIF 0.000 -1.330 0.000 0.000 13 12 FLL GLOB Y CONC 0.000 -10.900 0.000 0.000 13 12 FLL GLOB Z MOMT 0.000 -47.600 0.000 0.000 LOAD 16 15 EOL GLOB X CONC 0.000 17.320 0,000 0.000 LOAD 7 11 EOL GLOB X CONC 14.000 6.000 0.000 0.000 LOAD 6 10 EOL GLOB X CONC 14,000 28.600 0.000 0.000 LOAD 5 9 EOL GLOB X CONC 14.000 11.770 0.000 0.000 LOAD 16 15 EQR GLOB X CONC 0,000 -17.320 0.000 0.000 LOAD 7 11 EOR GLOB X CONC 14.000 -6.000 0.000 0.000 LOAD 6 10 EOR GLOB X CONC 14.000 -28.600 0.000 0,000 LOAD 5 9 EQR GLOB X CONC 14.000 -11.770 0.000 0,000 LOAD 3 2 WLV GLOB Y CONC 0.000 -4.800 0.000 0,000 LOAD 7 6 WLV GLOB Y CONC 0.000 -4,200 0,000 0.000 LOAD 7 11 WLV GLOB Y UNIF 0.000 -0.600 0.000 0.000 LOAD 11 15 WLV GLOB Y UNIF 0.000 -0,600 0.000 0.000 LOAD 15 14 WLV GLOB Y CONC 0.000 -9.750 0,000 0,000 LOAD 2 5 WLV GLOB Y UNIF 0.000 -2.400 0,000 0,000 LOAD 5 9 WLV GLOB Y UNIF 0.000 -2.400 0,000 0.000 LOAD 9 13 WLV GLOB Y UNIF 0.000 -1.640 0.000 0.000 LOAD 3 6 WLV GLOB Y UNIF 0.000 -2.400 0.000 0.000 LOAD 6 10 WLV GLOB Y UNIF 0.000 -2.400 0.000 0.000 LOAD 10 14 WLV GLOB Y UNIF 0.000 -1.330 0,000 0.000 LOAD 13 12 WLV GLOB Y CONC 0.000 -10.900 0,000 0.000 LOAD 13 12 WLV GLOB Z MOMT 0,000 -47.600 0,000 0.000 LOAD 2 5 ELV GLOB Y UNIF 0.000 -0.600 0,000 0.000 LOAD 5 9 ELV GLOB Y UNIF 0.000 -0,600 0.000 0.000 LOP" 9 13 ELV GLOB Y UNIF 0.000 -0.410 0.000 0.000 1 3 6 ELV GLOB Y UNIF 0.000 -0,600 0.000 0.000 L..._. ' 6 10 ELV GLOB Y UNIF 0,000 -0,600 0.000 0.000 LOAD 10 14 ELV GLOB Y UNIF 0,000 -0,330 0.000 0,000 LOAD 13 12 ELV GLOB Y CONC 0,000 -2.730 0.000 0.000 LOAD 13 12 ELV GLOB Z MOMT 0.000 -11.900 0.000 0,000 END DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 1 DATE 10/22/2003 FRS REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 3.551 0.011 0.000 0.000 0.000 2 2 -0.001 0.000 3 3 -0.003 0.002 4 4 5.086 0.002 0.000 0.000 0,000 5 5 -0.002 0.000 6 6 -0.004 0.002 7 7 -0.006 0.034 8 8 12.435 0,043 0.000 0.000 0.000 9 9 -0.004 0.000 10 10 -0.010 0.003 11 11 -0.017 0.033 12 12 3.422 -0.056 0.000 0.000 0.000 13 13 -0.001 0.000 14 14 -0.003 0.004 15 15 -0,005 0.031 16 16 -0.005 -0.019 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION t NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 4.996 -0.008 0.000 0.000 0.000 2 2 -0.002 0.001 3 3 -0.005 0.004 4 4 11.877 0.034 0.000 0,000 0.000 5 5 -0.004 0.001 6 6 -0,009 0,004 7 7 -0.015 0.031 8 8 17.986 0.030 0.000 0.000 0.000 9 9 -0.005 0.001 10 10 -0,014 0.007 11 11 -0.024 0.029 12 12 17.847 -0.055 0.000 0.000 0.000 13 13 -0.005 0.000 14 14 -0.015 0.009 15 15 -0.028 0,026 16 16 -0.028 -0.105 Zz �W QI: JU UO 00O W=• J COW Wo ULQ 00 =W F- _ F- O Z F- W uj ON• 0 I- W W, 7:-- --O w Z UN F- _ 0 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 2 DATE 10/22/2003 FRA"w REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND LOAD FROM LEFT ..__,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -3.989 -2,614 0.000 0,000 0.000 2 2 0.002 0,063 3 3 0.002 0.101 4 4 -0.411 -2.505 0.000 0.000 0.000 5 5 0,000 0,062 6 6 0,001 0.100 7 7 0.003 0.112 8 8 -7.359 -2.137 0.000 0,000 0.000 9 9 0.002 0.060 10 10 0.006 0.098 11 11 0,010 0.111 12 12 -6.278 -1.506 0,000 0.000 0.000 13 13 0.002 0.060 14 14 0.006 0.096 15 15 0.011 0.112 16 16 0.011 0.173 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - WIND LOAD FROM RIGHT SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 3.787 1.947 0.000 0,000 0.000 2 2 -0.002 -0.055 3 3 -0.002 -0.096 4 4 -5.383 2.084 0.000 0.000 0.000 5 5 0.002 -0,054 6 6 0.003 -0.095 7 7 0.005 -0.154 8 8 -7.094 1.771 0.000 0.000 0.000 9 9 0.002 -0.053 10 10 0.006 -0.096 11 11 0,010 -0.152 12 12 -9.297 1.286 0,000 0.000 0.000 13 13 0.003 -0.052 14 14 0.007 -0.097 15 15 0,013 -0.151 16 16 0.013 -0.120 P-4433 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#i30d2rho - Frdme Line D.2 with Rho PAGE NO. - 3 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - FLOOR DEAD LOAD ..PION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 20.415 0.900 0.000 0.000 0.000 2 2 -0.008 -0,001 3 3 -0.012 0.002 4 4 70.156 1.520 0.000 0.000 0.000 5 5 -0.021 0,000 6 6 -0.036 0,001 7 7 -0.036 -0.006 8 8 67.398 -1.002 0.000 0.000 0.000 9 9 -0.020 0.002 10 10 -0.035 -0.002 11 11 -0.035 -0.009 12 12 30.224 -1.418 0.000 0.000 0.000 13 13 -0,009 0,004 14 14 -0.014 -0.004 15 15 -0.015 -0.012 16 16 -0.015 0.003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 25.417 0.768 0.000 0.000 0.000 2 2 -0.010 -0.001 3 3 -0.017 0.003 4 4 107.632 3.333 0.000 0.000 0.000 5 5 -0.032 0.000 6 6 -0.058 0.002 7 7 -0.058 -0.011 8 8 112.548 -1.729 0,000 0.000 0.000 9 9 -0.034 0.004 10 10 -0.059 -0.003 11 11 -0.059 -0.015 12 12 50.435 -2.372 0.000 0.000 0.000 13 13 -0.015 0.006 14 14 -0.024 -0.007 15 15 -0.024 -0.020 16 16 -0.024 0.005 f-1-3 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 4 DATE 10/22/2003 FRAMREACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1.4 FR ..i ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) P-1.3 5 1 1 -30.407 -9.449 0.000 0.000 0.000 1 H 2 2 0.012 0.381 '� W 3 3 0.018 0.693 6 4 4 16.782 -14.631 0.000 0.000 0.000 U O 5 5 -0.005 0.381 0 0 6 6 -0.006 0.697 u) W 7 7 -0.004 1.138 _i H 8 8 -2.659 -12.802 0,000 0,000 0.000 N u_ 9 9 0.001 0.379 W O 10 10 0.001 0.699 5 g 11 11 0.003 1.149 u_ Q 12 12 16.284 -8.593 0,000 0.000 0.000 v_) 13 13 -0.005 0.377 =w 14 14 -0.010 0.689 H = Z F. 15 15 -0.014 1.174 F- O 16 16 -0.014 2.518 Z 1- LU D FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR U 0 O N. SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 F_ JOT^JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W R NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) uL.O. 1 1 30.407 9.449 0.000 0.000 0.000 til Z 2 2 -0,012 -0,381 U 3 3 -0.018 -0.693 p 1- 4 4 -16.782 14.631 0,000 0.000 0.000 Z 5 5 0.005 -0.381 6 6 0.006 -0.697 7 7 0,004 -1.138 8 8 2.659 12.802 0.000 0.000 0,000 9 9 -0.001 -0.379 10 10 -0,001 -0.699 11 11 -0.003 -1.149 12 12 -16.284 8.593 0.000 0.000 0.000 13 13 0.005 -0.377 14 14 0.010 -0.689 15 15 0.014 -1.174 16 16 0.014 -2,518 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 5 DATE 10/22/2003 FRANP REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL - TOTAL DE MON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) P-13 Z 1 1 20.415 0.900 0.000 0,000 0.000 Z Z 2 2 -0.008 -0.001ii- OC 2 3 3 -0.012 0.002 Q 4 4 70.156 1.520 0.000 0.000 0.000 J U 5 5 -0.021 0.000 v 0 6 6 -0.036 0.001 CO W 7 7 -0.036 -0.006 J H 8 8 67.398 -1.002 0.000 0.000 0.000 Q u_ 9 9 -0.020 0.002 W O}} 10 10 -0,035 -0.002 11 11 -0.035 -0.009 a. Q 12 12 30.224 -1.418 0.000 0.000 0.000 G) 13 13 -0.009 0.004 Z W 14 14 -0.014 -0.004 Z H 15 15 -0,015 -0.012 H O 16 16 -0.015 0.003 Z F- ill FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL = TOTAL LI n 0: U 0 1- SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION = U NUMBER (KIPS) (KIPS) (KIP -FT) (IN)(IN) �. �O 1 1 30.413 0.760 0.000 0.000 0.000iil coZ 2 2 -0.012 0.000 U 3 3 -0.021 0.007 0 H 4 4 119.508 3.367 0.000 0.000 0.000 5 5 -0.036 0.001 6 6 -0.067 0.006 7 7 -0.073 0.020 8 8 130.534 -1.699 0.000 0,000 0.000 9 9 -0.039 0.005 10 10 -0.073 0,004 11 11 -0.083 0.014 12 12 68,282 -2.428 0.000 0.000 0.000 13 13 -0.020 0.007 14 14 -0.039 0.002 15 15 -0.052 0.006 16 16 -0.052 -0.100 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 6 DATE 10/22/2003 FRAM REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL ,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 33.964 0.771 0.000 0.000 0.000 2 2 -0.013 0.000 3 3 -0.025 0.009 4 4 124.594 3.369 0.000 0.000 0.000 5 5 -0.037 0.001 6 6 -0.071 0.008 7 7 -0.079 0.054 8 8 142.969 -1.656 0.000 0.000 0.000 9 9 -0.043 0.005 10 10 -0,083 0.006 11 11 -0.100 0.047 12 12 71.704 -2.484 0.000 0.000 0.000 13 13 -0.021 0,007 14 14 -0.042 0.006 15 15 -0.057 0.037 16 16 -0.057 -0.119 P-)37 z =H '~ W J0 00 to co w J N W WO 2 LQ =• d Z F. I- O Z I- W uj FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL U � SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL O N ca H JOIN' JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION = W NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) I LIO z 1 1 19.977 -1.702 0.000 0,000 0.000 2 2 -0.008 0.063 3 3 -0.013 0.105 4 4 74.831 -0.983 0.000 0.000 0.000 5 5 -0.022 0,062 6 6 _ -0.039 0.103 7 7 -0.040 0,140 8 8 72.475 -3.096 0.000 0.000 0.000 9 9 -0.022 0.063 10 10 -0.040 0.099 11 11 -0.042 0.136 12 12 27.367 -2.981 0.000 0.000 0.000 13 13 -0.008 0.064 14 14 -0,012 0.096 15 15 -0.008 0.131 16 16 -0.008 0.157 z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 7 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR ,i0N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 27.752 2,858 0.000 0.000 0.000 i 2 2 -0,011 -0,055 W � 3 3 -0.018 -0.092 QQ 2 4 4 69.858 3.606 0.000 0.000 0.000 J U 5 5 -0.021 -0.054 0 0 6 6 -0.037 -0.092 co 0 7 7 -0.038 -0.127 Cl) OE 8 8 72,740 0.813 0,000 0.000 0.000 co W 9 9 -0.022 -0.050 W O 10 10 -0.039 -0.095 2 11 11 -0.042 -0.128 gQ 12 12 24.349 -0.189 0.000 0.000 0.000u. 13 13 -0.007 -0.048 = a 14 14 -0.010 -0.096 1- _ 15 15 -0.007 -0.132 Z H 16 16 -0.007 -0,135 Z O FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL + 0.25FLL + EQL/1 D 0 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL O - JOIN' JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W P _..... NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) I U 1 1 -0.087 -8.346 0.000 0.000 0.000 W .. Z 2 2 0.000 0.381 U W 3 3 -0.002 0.697 O H 4 4 118.932 -12.275 0.000 0.000 0.000 5 5 -0.035 0.381 6 6 -0.061 0.701 7 7 -0.062 1.163 8 8 105.311 -14.192 0.000 0,000 0.000 9 9 -0.031 0.382 10 10 -0.059 0.699 11 11 -0.064 1.170 12. 12 62,538 -10.661 0.000 0.000 0.000 13 13 -0.019 0.382 14 14 -0.033 0.688 15 15 -0.040 1.188 16 16 -0.040 2.504 P-138 Z• Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 8 DATE 10/22/2003 FRAmr REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0.25FLL + EOR/1 �. BION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) P-13? Z 1 1 60.726 10.552 0,000 0.000 0,000 , = I-' 2 2 -0.024 -0,382 '�uu 3 3 -0,037 -0,688 t 4 4 85.367 16.986 0.000 0.000 0.000 U U 5 5 -0.025 -0,381 O C) 6 6 -0.048 -0.694 co W 7 7 -0.053 -1,114 -J H 8 8 110.630 11.411 0.000 0.000 0.000 u) u.. ( 9 9 -0.033 -0,375 tu W O }} 10 10 -0.061 -0.698 h - ll 11 -0,069 -1,128 u_ Q 12 12 29.971 6.525 0.000 0.000 0.000 to d 13 13 -0.009 -0.372 Zw 14 14 -0.014 -0.691 z 1 15 15 -0.012 -1.160 O 16 16 -0.012 -2.532 W I-. FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - 0.9DL + E0L/1,4 Q U ON 0 I -- UJ UJ 1- U IL Z Ili h- _. 0 I - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION \ NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -8.838 -8,629 0.000 0.000 0.000 2 2 0.004 0.381 3 3 0.004 0,696 4 4 84.500 -13.261 0.000 0.000 0.000 5 5 -0.025 0.381 6 6 -0,042 0.700 7 7 -0.043 1.163 8 8 69.191 -13.664 0.000 0.000 0,000 9 9 -0.021 0.381 10 10 -0.039 0,699 11 11 -0,044 1.172 12 12 46.565 -9.920 0.000 0.000 0.000 13 13 -0.014 0.380 14 14 -0,025 0.690 15 15 -0,032 1.191 16 16 -0.032 2.504 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB11130d2rho - Frame Line D,2 with Rho PAGE NO. - 9 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0.9DL + EQR/1.4 .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) P -d/ D Z 1 1 51.975 10.269 0.000 0.000 0.000 ` Q • 2 2 -0.021 -0.381 H Z 3 3 -0,032 -0.689 ce W 4 4 50.935 16.001 0.000 0.000 0.000J U 5 5 -0.015 -0.381 U O 6 6 -0,030 -0,694 co C3 7 7 -0.034 -1.114 co = 8 8 74.509 11.939 0.000 0.000 0.000 � u 9 9 -0.022 -0.377 W 0 10 10 -0.042 -0,698 2 11 11 -0.050 -1.127 g 1. 12 12 13,997 7.266 0.000 0.000 0.000 u- D 13 13 -0,004 -0.374 = d 14 14 -0.006 -0.689 F- _ 15 15 -0.004 -1.157 2E F- 16 16 -0.004 -2.532 Z O 0 LU 2� FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0.75LL + 0.75WL D 0 U SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 '-- JOTNT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W �`":}; NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) U W H: 1 1 43.783 -0.479 0.000 0.000 0,000 iii C) 2 2 -0.017 0,047 U co 3 3 -0.030 0.085 O H 4 4 164.565 2.169 0.000 0.000 0.000 Z 5 5 -0.049 0.047 6 6 -0,089 0.083 7 7 -0,095 0.127 8 8 172.215 -3.836 0.000 0.000 0.000 9 9 -0.051 0.051 10 10 -0.096 0.077 11 11 -0.107 0.119 12 12 80,148 -4.425 0.000 0.000 0.000 13 13 -0,024 0.054 14 14 -0.042 0.074 15 15 -0.050 0.108 16 16 -0.050 0.039 s. DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 10 DATE 10/22/2003 FRAmr REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0,75LL + 0.75WL ._ ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 49,615 2.941 0.000 0.000 0.000 2 2 -0.020 -0.041 3 3 -0.033 -0,062 4 4 160.835 5.610 0.000 0.000 0.000 5 5 -0.048 -0.040 6 6 -0.088 -0.064 7 7 -0.094 -0.073 8 8 172.414 -0.904 0.000 0.000 0.000 j 9 9 -0.051 -0.034 10 10 -0.096 -0.068 11 11 -0.107 -0.079 12 12 77.885 -2.331 0.000 0.000 0.000 13 13 -0.023 -0.030 14 14 -0.041 -0.070 15 15 -0.049 -0.090 16 16 -0.049 -0.181 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) + SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOTMT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 5.925 -6.032 0.000 0.000 0.000 2 2 -0.002 0.285 3 3 -0.005 0.524 4 4 108.011 -8.826 0.000 0.000 0.000 5 5 -0.032 0.285 6 6 -0.056 0.527 7 7 -0.057 0.879 8 8 98.913 -10.883 0.000 0.000 0.000 9 9 -0.029 0,287 10 10 -0,055 0.524 11 11 -0,061 0.884 12 12 55.293 -8.365 0.000 0.000 0.000 13 13 -0.016 0.288 14 14 -0,029 0.516 15 15 -0.035 0,896 16 16 -0.035 1.874 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D,2 with Rho PAGE NO. - 11 DATE 10/22/2003 FRAmr REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - DL + 0,75(0,25LL) + MON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 51.535 8,142 0.000 0,000 0.000 2 2 -0,020 -0.286 3 3 -0.032 -0.515 4 4 82.837 13.120 0.000 0.000 0.000 5 5 -0,025 -0.285 6 6 -0.046 -0.519 7 7 -0.050 -0.829 8 8 102.903 8.320 0.000 0,000 0.000 9 9 -0.031 -0.281 10 10 -0.057 -0,524 11 11 -0.065 -0,840 12 12 30.867 4.524 0.000 0.000 0.000 13 13 -0.009 -0.278 14 14 -0,014 -0.518 15 15 -0.014 -0.865 16 16 -0,014 -1.903 P- 114 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO, - 12 DATE 10/22/2003 MEMBER 1- 2 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES N LENGTH YIELD J. (FT) FLG WEB 1 9,00 55. 50, (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 60.73 -94.97 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 5 1.80 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.90 33.00 31.22 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 6,48 -17.88 17.88 0.34 0.54 0.50 0 WEIGHT 287. LB MAX COMB AT LOAD UNITY CK DIST COND 0.838 9.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 15 -10.55 30.45 MEMBER 2- 3 LENGTH 12.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12,00 55. 50. 7 1.71 FT 18.75 IN 18,75 IN 8.000 x 0.3750 0,1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 21.42 -83.56 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.08 33.00 31.22 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.28 -15.73 15.73 0.13 0.48 0.50 0 WEIGHT 383, LB MAX COMB AT LOAD UNITY CK DIST COND 0,630 12.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -12.85 30,45 MEMBER 4- 5 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 9.00 55. 50. 5 1.80 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 85.37 -152.88 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.50 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 6.83 -21.62 21.62 0.30 0.66 0,57 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0.871 9.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -16.99 67.14 P-)43 .....�...� w..�.--..vii. .Wyl'W.Yi:r� DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 13 DATE 10/22/2003 MEMBER 5- 6 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES °J. 1 N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.00 55. 50. 7 1.71 FT 18,75 IN 18.75 IN 8.000 x 0,3750 0.2500 8.000 x 0,3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 84.45 -60.70 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 17.13 33.00 31.18 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8,04 -10,87 10.87 0.47 0.33 0.31 0 WEIGHT 429, LB MAX COMB AT LOAD UNITY CK DIST COND 0.779 12,0 FT 19 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -16.62 67.14 MEMBER 6- 7 LENGTH 12.36 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.36 55. 50. 7 1.77 FT 18,75 IN 18.75 IN 8.000 x 0,3750 0.2500 8,000 x 0,3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 8.72 101.18 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.89 30,84 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.83 18.12 -18.12 0.05 0.59 0,55 0 WEIGHT 442, LB MAX COMB AT LOAD UNITY CK DIST COND 0.637 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -12.92 67.14 MEMBER 8- 9 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 9.00 55. 50. 5 1.80 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 172.21 34.52 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.67 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 13.78 4.88 -4.88 0,74 0,13 0,15 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0.869 9.0 FT 18 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 14.19 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. .JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 14 DATE 10/22/2003 MEMBER 9-10 LENGTH 12.00 FT MEMBER ANGLE 90.00 N LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT (FT) FLG WEB SEG SIZE START END 1 12,00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 93.69 41.07 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.79 31.18 33.00 DEG TEMP DIFF 0. DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.3750 0.2500 8.000 x 0.3750 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8.92 7.36 -7.36 0.53 0.21 0.22 0 WEIGHT 429. LB MAX COMB AT LOAD UNITY CK DIST COND 0.742 12.0 FT 18 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 12.03 67.14 MEMBER 10-11 LENGTH 14.68 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 14.68 55. 50. 8 1,84 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0,2500 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 14.53 -88,09 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 13.31 33.00 28.45 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.38 -15.78 15.78 0.10 0.48 0.55 0 WEIGHT 525. LB MAX COMB AT LOAD UNITY CK DIST COND 0.659 14.7 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 14 10,69 67.14 MEMBER 12-13 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE ; 9.00 55. 50, 5 1.80 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 53.29 136.35 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.50 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4.26 19.28 -19.28 0.13 0.58 0.58 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0.713 9.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 14 10.66 67.14 P-19-5 Z oc z Di -.I C.) UO UD 1.11 UJ a g 1 uL < WD =a �W Z= I- 0 W Lu~ :Ep U O N, 0 WW H r-- -- O WZ U= O 1- z, Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 15 DATE 10/22/2003 MEMBER 13-14 LENGTH 12.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0, DEG.F RELEASES -` )N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 27.40 78,87 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.08 31.22 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.92 14,85 -14.85 0.16 0.41 0.45 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0.572 12.0 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 10.75 30.45 MEMBER 14-15 LENGTH 17.02 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17.02 55. 50. 9 1.89 FT 18.75 IN 18,75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -2.48 80.43 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 26.17 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 0.26 15.14 -15.14 0.01 0.58 0.46 0 WEIGHT 543. LB MAX COMB AT LOAD UNITY CK DIST COND 0.578 17.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 6.31 30.45 MEMBER 15-16 LENGTH 11.48 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 11.48 55. 50. 6 1.91 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 0.00 -141.97 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 31.22 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.00 -26.72 26.72 0.00 0.81 0.86 0 WEIGHT 366. LB MAX COMB AT LOAD UNITY CK DIST COND 0.856 0.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 16 12.37 30.45 DESIGN SUMMARY REPORT NCI Building Systems, L,P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO, - 16 DATE 10/22/2003 MEMBER 7-11 LENGTH 28.10 FT MEMBER ANGLE 4.74 DEG TEMP DIFF 0. DEG.F RELEASES `. IN LENGTH YIELD .,J. (FT) FLG WEB 1 28,10 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 13.43 -58.55 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 15 1.87 FT 18.62 IN 18.62 IN 8.000 x 0.3125 0.1875 8.000 x 0.3125 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.34 33.00 28.93 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1,60 -12.82 12.82 0.07 0.39 0,44 0 WEIGHT 801. LB MAX COMB AT LOAD UNITY CK DIST COND 0.515 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 -15.97 30,45 MEMBER 11-15 LENGTH 28.50 FT MEMBER ANGLE 4.71 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.50 55. 50. 15 1.90 FT 18,62 IN 18.62 IN 8.000 x 0,3125 0,1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 -14,25 -98.69 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 28.93 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 1.70 -21.61 21.61 0.06 0.65 0.75 0 WEIGHT 812. LB MAX COMB AT LOAD UNITY CK DIST COND 0,747 28,5 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 14,41 30,45 MEMBER 3- 6 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 13.83 55. 50. 7 1.98 FT 21.00 IN 21,00 IN 8,000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -8.23 -140.71 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0,63 -17.60 17.60 0.02 0.53 0.53 0 WEIGHT 612. LB MAX COMB AT LOAD UNITY CK DIST COND 0,554 13.8 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 18 -28.34 64,96 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO, - 17 DATE 10/22/2003 MEMBER 6-10 LENGTH 28,00 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES ,' ,N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT ivU. (FT) FLG WEB SEG SIZE START END 1 28.00 55. 50. 15 1,87 FT 21.25 IN 21,25 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 6.21 -195.06 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 13.38 33.00 24.46 OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.6250 0.2500 8,000 x 0.6250 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.41 -20.21 20.21 0.03 0,61 0.83 0 WEIGHT 1429. LB MAX COMB AT LOAD UNITY CK DIST COND 0.857 0,0 FT 19 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -46,17 64.96 MEMBER 10-14 LENGTH 28.40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55. 50. 15 1.89 FT 21.00 IN 21.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 2.34 -154.11 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.34 33.00 24.03 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.18 -19.28 19.28 0.01 0.58 0.80 0 WEIGHT 1256, LB MAX COMB AT LOAD UNITY CK DIST COND 0,814 0.0 FT 19 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 28.05 64.96 MEMBER 2- 5 LENGTH 13.83 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 13.83 55. 50, 7 1.98 FT 24,00 IN 24.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -0.11 -201.99 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.01 -21,42 21.42 0.00 0.65 0.65 0 WEIGHT 647, LB MAX COMB AT LOAD UNITY CK DIST COND 0,649 13.8 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -42.65 56,49 w"44.44.1f'u55:'w✓: Z =H '~ W OCA aU UO OD CI J = H U. WO uQ 0 1_ W Z= H ZI c) •O OH W uj H� O .. Z W U= O H. Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho PAGE NO. - 18 DATE 10/22/2003 MEMBER 5- 9 LENGTH 28.00 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES N LENGTH YIELD ..U. (FT) FLG WEB 1 28.00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -7.41 -199.29 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 15 1,87 FT 24.00 IN 24.00 IN 8,000 x 0.5000 0.2500 8.000 x 0,5000 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 23.70 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 0,54 -21.13 21.13 0.02 0.64 0.89 0 WEIGHT 1310. LB MAX COMB AT LOAD UNITY CK DIST COND 0,892 0.0 FT 19 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -46.66 56,49 MEMBER 9-13 LENGTH 28.40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55, 50. 15 1.89 FT 24.00 IN 24.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -4.49 -195.56 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 23.70 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 0.33 -20.73 20,73 0.01 0.63 0.87 0 WEIGHT 1329, LB MAX COMB AT LOAD UNITY CK DIST COND 0.875 0.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 33,34 56.49 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 13130. LB P-14 FLANGE BRACE REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Rho Isere Flange Bracing Option: OFF PAGE NO. - 1 DATE 10/22/2003 MEMBER 1 - 2 UNBRACED MEMBER 2 - 3 UNBRACED MEMBER 4 - 5 UNBRACED MEMBER 5 - 6 UNBRACED MEMBER 6 - 7 UNBRACED MEMBER 8 - 9 UNBRACED MEMBER 9 - 10 UNBRACED MEMBER 10 - 11 UNBRACED i....�ii 12 - 13 UNBRACED MEMBER 13 - 14 UNBRACED MEMBER 14 - 15 UNBRACED MEMBER 15 - 16 OUTER FL. BRACED AT 10.00FT 20.00FT INNER FL. BRACED AT X X MEMBER 7 - 11 OUTER FL. BRACED AT 5.00FT 10.00FT 15.00FT 20.00FT INNER FL. BRACED AT X X X X MEMBER 11 - 15 OUTER FL. BRACED AT 5.00FT 10.00FT 15,00FT 20.00FT INNER FL. BRACED AT X X X X MEMBER 3 - 6 OUTER FL. BRACED AT 7.00FT INNER FL, BRACED AT X MEMBER 6 - 10 0" FL. BRACED AT 14.00FT 21,00FT i,,FL, BRACED AT X X MEMBER 10 - 14 OUTER FL. BRACED AT 14.00FT 21,00FT INNER FL. BRACED AT X X p- Aso MEMBER 2- 5 OUTER FL, BRACED AT 7,00FT INNER FL. BRACED AT X P-1-51 • • • • , ,• . . . .••••• N. FLANGE BRACE REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D,2 with Rho I.rwnte Flange Bracing Option: OFF PAGE NO. - 2 DATE 10/22/2003 MEMBER 5 - 9 OUTER FL. BRACED AT 14.00FT 21,00FT INNER FL. BRACED AT X X MEMBER 9 - 13 W It 2 OUTER FL. BRACED AT 14.00FT 21.00FT QQ INNER FL. BRACED AT X X J U UO N 0: W = J I_ u. W0 LL < Z Ci: �W Z ZO W 0— 0 I-- LUW 10'. O ..l..a':23«:S..wi,L,..r.:,u�. i,.......» .....w e4•.{w`..N:i:,,t1l M+rww..»u rr ..: Auto/Steel Design * A Synercom Technology, Inc. Development * for NCI Building Systems Release 7, MOD 1 2000.9.7.1 i M • Run Start Date 10/22/2003 Time 16:47:54 TITLE - JOB#130d2rho - Frame Line D.2 with Omega° PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS DESIGN SUMMARY REPORT WITH DEFLECTIONS EXECUTION OPTIONS EXECUTION MODE MAXIMUM NUMBER OF ITERATIONS i UNITY CHECK RANGE MAXIMUM SEGMENT SIZE COEF. OF LINEAR EXPANSION MOD. OF ELASTICITY,E LOCATE FLANGE BRACING ANALYSIS ONLY 1 0.950 TO 1.050 2.000 FT 0.0000065000/DEG.F 29000000, PSI NO P -J53 DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 1 JORJ130d2rho - Frame Line D.2 with Omega° 10/'22/2003 JOB#130d2rho - Frame Line D.2 with Omegao JTC,10/08/03 DF,,,, 3,1 N JOINTS JOINT,1,1.42,0.,ll0 JOINT,2,1.42,9.0 JOINT,3,1.42,21.0 JOINT,4,15.25,O.,ll0 JOINT,5,15.25,9.0 JOINT,6,15.25,21.0 JOINT,7,15.25,33.36 JOINT,8,43.25,0.0,110 JOINT,9,43.25,9.0 JOINT,10,43,25,21.0 JOINT,11,43.25,35.68 JOINT,12,71.65,0.,110 JOINT,13,71.65,9.0 JOINT,14,71.65,21.0 JOINT,15,71.65,38.02 JOINT,16,71.65,49.5 MEMBERS MEMBER,1,2„18.75,,,,18.75,1„ SErTTON,1,8D,,,WA,,,BD,,,55.,1.5„ 50.,, t' '``,2,3„18.75,,,,18.75,1„ S,__SN,1,8D,,,WA,,,8D,,,55.,1.5„50.,, MEMBER,4,50)19.,,,,19.,1„ SECTION,1,8E,,,WB,,,BE,,,55.,1.5„50.,, MEMBER,5,6„18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,6,7„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,8,9„19.,,,,19.11„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„ 50.,, MEMBER,9,10„18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,10,ll„ 18.75,,,,18.75,1„ SECTION,I,BD,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,12,13„19.,,,,19.,1„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„50.,, MEMBER,13,14„18.75,,,,18.75,1„ SECTION,I,8D,,,WA,,,8D,,,55.,1.5„50.,, MEMBER,14,15„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,15,16„ 18.75,,,,18.75,1„B BRACE,10.,20., SECTION,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,7,ll„ 18.625,,,,18.625,1„B BRACE,5.,10.,15.,20., SErTTON,1,8C,,,WA,,,BC,,,55.,,,50•,, M! :11,15„18.625,,,,18.625,1„B DESIGN INPUT ECHO NCI Building Systems, L.P. JO8#l30d2rho - Frame Line D,2 with Omega° :_110N,1,8C,,,WA,,,BC,,,55.,,,50.,, MEMBER,3,6„21.,,,,21.,1„ B PAGE 2 10/22/2003 /� 15 5 BRACE,7., Z MEMBER,6,10„21.25,,,,21.25,1„ B !=_ BRACE 7.,14.,21.,CC 2. SECTION,I,8F,,,WB,,,8F,,,55.,,,50.,, MEMBER,10,14„21,,,,,21.,1„ B U O BRACE 7.,14.,21., N 0 . CO w 11.1 MEMBER,2,5„24.,,,,24.,1„B BRACE, 7., Ww O MEMBER,5,9„24.,,,,24.,1„B BRACE 7.,14.,21., W 52 a W Z= ▪ O Z F- W O -U2. O H W LL1 Z - U WZ Z co O F - Z SECTION,1,8E,,,WB,,,8E,,,55.,,,50,,, SECTION,1,8E,,,WB,,,8E,,,55.,,..50•,, MEMBER,9,13„ 24.,,,,24.,1„ B BRACE 7.,14.,21., SECTION,1,8E,,,WB,,,8E,,,55.,,,50.,, LOADCOND LDCN,1,100.,RDL ROOF DEAD LOAD PLUS COLL LDCN,2,100.,RLL ROOF SNOW LOAD LDCN,3,100.,AR1 WIND LOAD FROM LEFT LDCN,4,100.,AR2 WIND LOAD FROM RIGHT ;,100 ,FDL FLOOR DEAD LOAD L-46,100 ,FLL FLOOR LIVE LOAD LDCN,7,71.4,EOL,,,,,,,SEISMIC LOADS/1.4 FROM LEFT LDCN,8,71.4,EQR SEISMIC LOADS/1.4 FROM RIGHT LDCN,9,100.,DL,100.,FDL,,,,,RDL + FDL = TOTAL DEAD LOAD LDCN,10,100.,RLL,100.,FLL,,,,,RLL + FLL s TOTAL LIVE LOAD LDCN,11,100.,RDL,100.,RLL,100.,RLL,100.,FLL,TOTAL DL + LL LDCN,12,100.,RDL,100.,FDL,100.,AR1,,,DL + WLL LDCN,13,100.,RDL,100.,FDL,100.,AR2,,,DL + WLR LDCN,14,100.,RDL,100.,FDL,25.,FLL,71.4,EQL,DL + 0.25FLL + EOL/1.4 LDCN,15,100.,RDL,100.,FDL,25.,FLL,71.4,EOR,DL + 0.25FLL + EOR/1.4 LDCN,16,90.,RDL,90.,FDL,71.4,EOL,,,0.9DL + EQL/1.4 LDCN,17,90.,RDL,90.,FDL,71.4,EQR,,,0.9DL + EQR/1.4 LDCN,18,100.,RDL,100.,FDL,75.,WLV,75.,AR1,DL + 0.75LL + 0.75WLL LDCN,19,100.,RDL,100.,FDL,75.,WLV,75.,AR2,DL + 0.75LL + 0.75WLR LDCN,20,100.,RDL,100.,FDL,75.,ELV,53.55,EQL,DL + 0,75(0.25LL) + 0.75(EQL/1.4) LDCN,21,100.,RDL,100.,FDL,75.,ELV,53.55,EQR,DL + 0.75(0.25LL) + 0.75(E0R/1.4) LOADS LOAD,3,2,RDL,GLOB,Y,CONC,O.,-1.73 LOAD,7,6,RDL,GLOB,Y,CONC,O.,-1.51 LOAD, 7,11, RDL,GLOB,Y,UNIF,O.,-0.216 LOAD,11,15,RDL,GLOB,Y,UNIF,O.,-0.216 LOAD,3,2,RDL,GLOB,Y,CONC,O.,-2.0 LOAD, 7,6,RDL,GLOB,Y,CONC,O.,-0.5 LOAn.7,11,RDL,GLOB,Y,CONC,30.5,-3.0 Lf ,11,RDL,GLOB,Y,CONC,39.3,-0.8 LL,_.,,r1,15,RDL,GLOB,Y,CONC,O.,-2.73 • DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 3 JOR130d2rho - Frame Line D.2 with Omega° 10/22/2003 LOAD,3,2,RLL,GLOB,Y,CONC,O.,-4,80 LOAD,7,6,RLL,GLOB,Y,CONC,O.,-4.20 LOAD,7,11,RLL,GLOB,Y,UNIF,O.,-0.60 LOAD,11,15,RLL,GLOB,Y,UNIF,O.,-0.60 LOAD,15,14,RLL,GLOB,Y,CONC,O.,-9.75 LOAD,1,2,AR1,GLOB,X,UNIF,O.,0.28 LOAD,2,3,AR1,GLOB,X,UNIF,O.,0.28 LOAD,3,2,AR1,GLOB,X,CONC,O.,2.0 LOAD, 7,6,ARI,GLOB,X,CONC,O „ 2.0 LOAD,7,11,AR1,MEMB,Y,UNIF,0.,0.24 LOAD,11,15,AR1,MEMB,Y,UNIF,O.,0.24 LOAD,15,14,AR1,GLOB,Y,CONC,O.,4.5 LOAD,1,2,AR2,GLOB,X,UNIF,O.,-0.17 LOAD,2,3,AR2,GLOB,X,UNIF,O.,-0.17 LOAD,3,2,AR2,GLOB,X,CONC,O.,-1.2 LOAD,7,6,AR2,GLOB,X,CONC,O.,-1.2 LOAD,7,11,AR2,MEMB,Y,UNIF,O.,0.24 LOAD,11,15,AR2,MEMB,Y,UNIF,O.,0,24 LOAD,15,14,AR2,GLOB,Y,CONC,O.,4.45 LOAD,2,5,FDL,GLOB,Y,UNIF,O.,-2.21 LOM .5,9,FDL,GLOB,Y,UNIF,O.,-1.44 ''),13,FDL,GLOB,Y,UNIF,O.,-0.98 L. _.;3,6,FDL,GLOB,Y,UNIF,O.,-1.44 LOAD,6,10,FDL,GLOB,Y,UNIF,O.,-1.44 LOAD,10,14,FDL,GLOB,Y,UNIF,O.,-0.80 LOAD,13,12,FDL,GLOB,Y,CONC,O.,-6,52 L0AD,13,12,FDL,GLOB,Z,MOMT,O.,-28.5 LOAD,2,5,FLL,GLOB,Y,UNIF,O.,-2.40 LOAD,5,9,FLL,GLOB,Y,UNIF,0.,-2.40 LOAD,9,13,FLL,GLOB,Y,UNIF,O.,-1.64 LOAD,3,6,FLL,GLOB,Y,UNIF,O.,-2.40 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-2,40 LOAD,10,14,FLL,GLOB,Y,UNIF,O.,-1.33 LOAD,13,12,FLL,GLOB,Y,CONC,O.,-10.9 LOAD,13,12,FLL,GLOB,Z,MOMT,O.,-47.6 LOAD,16,15,EQL,GLOB,X,CONC,0.,44.5 LOAD,7,ll,EQL,GLOB,X,CONC,14.,15.4 LOAD,6,10,EQL,GLOB,X,CONC,14.,73.5 L0AD,5,9,EQL,GLOB,X,CONC,14.,30.24 LOAD,16,15,EQR,GLOB,X,CONC,O.,-44.5 LOAD,7,11,EQR,GLOB,X,CONC,14.,-15.4 LOAD,6,10,EQR,GLOB,X,CONC,14.,-73,5 LOAD,5,9,EQR,GLOB,X,CONC,14.,-30.24 L ,2,WLV,GLOB,Y,CONC,O „ -4.80 L.,.,_ ,,6,WLV,GLOB,Y,C0NC,0.,-4.20 Lot DESIGN INPUT ECHO P /.57 NCI Building Systems, L.P. JORE1 30d2rho - Frame Line D.2 with OmegaO .,1,7,11,WLV,GLOB,Y,UNIF,O.,-0.60 LOAD,ll,15,WLV,GLOB,Y,UNIF,O.,-0,60 LOAD,15,14,WLV,GLOB,Y,CONC,O.,-9.75 LOAD,2,5,WLV,GLOB,Y,UNIF,O.,-2.40 LOAD,5,9,WLV,GLOB,Y,UNIF,O.,-2.40 LOAD,9,13,WLV,GLOB,Y,UNIF,O.,-1.64 LOAD,3,6,WLV,GLOB,Y,UNIF,O.,-2.40 LOAD,6,10,WLV,GLOB,Y,UNIF,O.,-2.40 LOAD,10,14,WLV,GLOB,Y,UNIF,O.,-1.33 LOAD,13,12,WLV,GLOB,Y,CONC,O.,-10.9 LOAD,13,12,WLV,GLOB,Z,MOMT,O.,-47.6 LOAD,2,5,ELV,GLOB,Y,UNIF,O.,-0.60 LOAD,5,9,ELV,GLOB,Y,UNIF,O.,-0.60 LOAD,9,13,ELV,GLOB,Y,UNIF,O.,-0.41 LOAD,3,6,ELV,GLOB,Y,UNIF,O.,-0.60 LOAD,6,10,ELV,GLOB,Y,UNIF,O.,-0.60 LOAD,10,14,ELV,GLOB,Y,UNIF,O.,-0.33 LOAD,13,12,ELV,GLOB,Y,CONC,O.,-2.73 LOAD,13,12,ELV,GLOB,Z,MOMT,O.,-11.9 END PAGE 4 10/22/2003 "3 DETAIL INPUT ECHO """ JOINT 1 1,42 0.00 110 JOINT 2 1.42 9.00 0 JOINT 3 1,42 21.00 0 4 15.25 0.00 110 hr 5 15.25 9.00 0 JOINT 6 15.25 21.00 0 JOINT 7 15,25 33.36 0 JOINT 8 43.25 0,00 110 JOINT 9 43,25 9.00 0 JOINT 10 43.25 21.00 0 JOINT 11 43,25 35.68 0 JOINT 12 71.65 0.00 110 JOINT 13 71.65 9.00 0 JOINT 14 71,65 21.00 0 JOINT 15 71.65 38.02 0 JOINT 16 71.65 49.50 0 MEMBERS MEMBER 1 2 0. 18,750 0,000 SECTION 1 8D WA 8D MEMBER 2 3 0. 18,750 0.000 SECTION 1 8D WA 8D MEMBER 4 5 0. 19.000 0.000 SECTION 1 8E WB 8E MEMBER 5 6 0. 18,750 0.000 SECTION 1 8D WB 8D MEMBER 6 7 0, 18.750 0.000 SECTION 1 8D WB 8D MEMBER 8 9 0. 19.000 0.000 SECTION 1 8E WB 8E 9 10 0. 18,750 0.000 SON 1 8D WB 8D MEMBER 10 11 0. 18,750 0.000 SECTION 1 8D WB 8D MEMBER 12 13 0. 19,000 0,000 SECTION 1 8E WB 8E MEMBER 13 14 0. 18.750 0.000 SECTION 1 8D WA 8D MEMBER 14 15 0, 18.750 0.000 SECTION 1 8D WA 8D 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.750 1 0.000 55.000 1.500 0,000 50.000 0.000 0.000 18.750 1 0.000 55.000 1.500 0.000 50.000 0.000 0,000 19.000 1 0.000 55.000 1.500 0,000 50,000 0.000 0.000 18,750 1 0.000 55,000 1.500 0.000 50.000 0.000 0.000 18.750 1 0.000 55,000 1.500 0.000 50.000 0.000 0.000 19.000 1 0.000 55,000 1.500 0.000 50.000 0.000 0,000 18.750 1 0.000 55.000 1.500 0.000 50.000 0.000 0.000 18.750 1 0.000 55,000 1.500 0.000 50.000 0.000 0.000 19,000 1 0.000 55.000 1.500 0,000 50.000 0,000 0,000 18.750 1 0.000 55,000 1.500 0.000 50.000 0.000 0.000 18,750 1 0.000 55.000 1.500 0,000 50.000 MEMBER 15 16 0. 18,750 0,000 0.000 0,000 18.750 BRACE 10.00020.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8D WA 8D 55.000 1.500 MEMBER 7 11 0. 18.625 0.000 0.000 0.000 18.625 BRACE 5,00010.00015.00020.000 0.000 0.000 0.000 0.000 SECTION 1 8C WA 8C 55.000 0.000 MEMBER 11 15 0. 18.625 0.000 0.000 0,000 18,625 BRACE 5.00010.00015.00020.000 0.000 0.000 0.000 0.000 SECTION 1 8C WA 8C 55.000 0,000 MEMBER 3 6 0. 21.000 0.000 0.000 0.000 21.000 BRACE 7,000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8E WB 8E 55.000 0.000 MEMBER 6 10 0. 21.250 0,000 0.000 0,000 21.250 BRACE 7.14.00021.000 0.000 0.000 0,000 0.000 0.000 0.000 SECTION 1 8F WB 8F 55.000 0.000 MEM"R 10 14 0. 21,000 0.000 0.000 0.000 21.000 B 7.14.00021.000 0.000 0,000 0.000 0,000 0.000 0,000 S. .4 1 8E WB 8E 55.000 0.000 MEMBER 2 5 0. 24.000 0.000 0.000 0,000 24,000 BRACE 7,000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 SECTION 1 8E WB 8E 55.000 0.000 1 0.000 B 0.000 0.000 0,000 50,000 1 0,000 B 0.000 0.000 0.000 50,000 1 0.000 B 0,000 0.000 0.000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 1 0.000 B 0.000 0,000 0.000 50.000 1 0.000 B 0,000 0.000 0.000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 /=� 158 MEMBER 5 9 0. 24.000 0.000 0.000 0.000 24.000 1 0.000 B BRACE 7.14.00021.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8E WB 8E 55.000 0,000 0,000 50.000 MEMBER 9 13 0. 24,000 0.000 0,000 0.000 24,000 1 0.000 B BRACE 7.14.00021.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 SErTTON 1 8E WB 8E 55.000 0,000 0.000 50.000 1 100. RDL 0. 0. 0, ROOF DEAD LOAD PLUS COLL 2 100, RLL 0. 0. 0. ROOF SNOW LOAD LDCN 3 100. AR1 0. 0. 0. WIND LOAD FROM LEFT LDCN 4 100. AR2 0. 0, 0. WIND LOAD FROM RIGHT LDCN 5 100. FDL 0. 0, 0, FLOOR DEAD LOAD LDCN 6 100. FLL 0. 0. 0. FLOOR LIVE LOAD LDCN 7 71. EQL 0. 0. 0, SEISMIC LOADS/1,4 FR OM LEFT LDCN 8 71. EQR 0. 0. 0. SEISMIC LOADS/1.4 FR OM RIGHT LDCN 9 100. DL 100, FDL 0, 0. RDL + FDL m TOTAL DE AD LOAD LDCN 10 100. RLL 100. FLL 0. 0. RLL + FLL = TOTAL LI VE LOAD LDCN 11 100. RDL 100. RLL 100. RLL 100. FLL TOTAL DL + LL LDCN 12 100. RDL 100. FDL 100. AR1 0. DL + WLL LDCN 13 100. RDL 100, FDL 100. AR2 0. DL + WLR LDCN 14 100, RDL 100. FDL 25. FLL 71. EQL DL + 0,25FLL + EQL/1 .4 LDCN 15 100. RDL 100, FDL 25. FLL 71. EOR DL + 0.25FLL + EQR/1 .4 LDCN 16 90, RDL 90. FDL 71. EQL 0. 0.9DL + EQL/1.4 LDCN 17 90, RDL 90, FDL 71. EQR 0. 0.911 + EQR/1.4 LDCN 18 100, RDL 100, FDL 75. WLV 75, AR1 DL + 0.75LL + 0,75WL L LDCN 19 100. RDL 100. FDL 75. WLV 75. AR2 DL + 0.75LL + 0,75WL R LDCN 20 100. RDL 100. FDL 75. ELV 54. EQL DL + 0.75(0.25LL) + 0.75(EQL LDCN 21 100, RDL 100, FDL 75. ELV 54. EQR DL + 0.75(0.25LL) + 0.75(EQR LOAD 3 2 RDL GLOB Y CONC 0,000 -1.730 0.000 0.000 LOAD 7 6 RDL GLOB Y CONC 0.000 -1.510 0.000 0.000 LOAD 7 11 RDL GLOB Y UNIF 0.000 -0.216 0.000 0,000 LOAD 11 15 RDL GLOB Y UNIF 0.000 -0.216 0.000 0.000 L0 3 2 RDL GLOB Y CONC 0.000 -2.000 0.000 0,000 7 6 RDL GLOB Y CONC 0.000 -0.500 0.000 0,000 7 11 RDL GLOB Y CONC 30.500 -3,000 0,000 0,000 LOAD 7 11 RDL GLOB Y CONC 39.300 -0.800 0.000 0,000 LOAD 11 15 RDL GLOB Y CONC 0.000 -2.730 0.000 0.000 LOAD 3 2 RLL GLOB Y CONC 0.000 -4.800 0.000 0.000 LOAD 7 6 RLL GLOB Y CONC 0,000 -4.200 0.000 0.000 LOAD 7 11 RLL GLOB Y UNIF 0.000 -0.600 0.000 0.000 LOAD 11 15 RLL GLOB Y UNIF 0,000 -0.600 0.000 0,000 LOAD 15 14 RLL GLOB Y CONC 0.000 -9,750 0.000 0,000 LOAD 1 2 AR1 GLOB X UNIF 0.000 0.280 0,000 0.000 LOAD 2 3 AR1 GLOB X UNIF 0.000 0,280 0.000 0.000 LOAD 3 2 AR1 GLOB X CONC 0.000 2.000 0.000 0.000 LOAD 7 6 AR1 GLOB X CONC 0.000 2,000 0.000 0,000 LOAD 7 11 AR1 MEMB Y UNIF 0.000 0.240 0.000 0.000 LOAD 11 15 AR1 MEMB Y UNIF 0,000 0.240 0.000 0,000 LOAD 15 14 AR1 GLOB Y CONC 0.000 4.500 0,000 0,000 LOAD 1 2 AR2 GLOB X UNIF 0.000 -0.170 0.000 0,000 LOAD 2 3 AR2 GLOB X UNIF 0.000 -0.170 0.000 0,000 LOAD 3 2 AR2 GLOB X CONC 0.000 -1.200 0.000 0,000 LOAD 7 6 AR2 GLOB X CONC 0.000 -1.200 0,000 0,000 LOAD 7 11 AR2 MEMB Y UNIF 0.000 0,240 0.000 0.000 LOAD 11 15 AR2 MEMB Y UNIF 0.000 0.240 0.000 0.000 LOAD 15 14 AR2 GLOB Y CONC 0.000 4.450 0,000 0,000 LOAD 2 5 FDL GLOB Y UNIF 0.000 -2,210 0.000 0,000 LOAD 5 9 FDL GLOB Y UNIF 0.000 -1.440 0,000 0,000 LOA" 9 13 FDL GLOB Y UNIF 0,000 -0.980 0.000 0.000 L( 3 6 FDL GLOB Y UNIF 0.000 -1.440 0.000 0,000 Lt.,__,' 6 10 FDL GLOB Y UNIF 0,000 -1.440 0.000 0.000 LOAD 10 14 FDL GLOB Y UNIF 0,000 -0.800 0.000 0,000 LOAD 13 12 FDL GLOB Y CONC 0,000 -6.520 0.000 0,000 LOAD 13 12 FDL GLOB Z MOMT 0.000 -28.500 0.000 0.000 LOAD 2 5 FLL GLOB Y UNIF 0.000 -2.400 0,000 0.000 LOAD 5 9 FLL GLOB Y UNIF 0.000 -2,400 0.000 0.000 LOAD 9 13 FLL GLOB Y UNIF 0.000 -1.640 0,000 0.000 LOAD 3 6 FLL GLOB Y UNIF 0.000 -2.400 0.000 0,000 LOAD 6 10 FLL GLOB Y UNIF 0,000 -2,400 0,000 0,000 LOP 10 14 FLL GLOB Y UNIF 0.000 -1,330 0,000 0,000 13 12 FLL GLOB Y CONC 0.000 -10,900 0.000 0.000 �.. v 13 12 FLL GLOB Z MOMT 0.000 -47.600 0,000 0,000 LOAD 16 15 EOL GLOB X CONC 0.000 44,500 0,000 0.000 LOAD 7 11 EOL GLOB X CONC 14.000 15.400 0,000 0,000 LOAD 6 10 EQL GLOB X CONC 14.000 73.500 0,000 0,000 LOAD 5 9 EOL GLOB X CONC 14,000 30,240 0,000 0.000 LOAD 16 15 EOR GLOB X CONC 0.000 -44.500 0,000 0,000 LOAD 7 11 EOR GLOB X CONC 14.000 -15,400 0.000 0.000 LOAD 6 10 EOR GLOB X CONC 14,000 -73.500 0.000 0.000 LOAD 5 9 EOR GLOB X CONC 14.000 -30.240 0.000 0.000 LOAD 3 2 WLV GLOB Y CONC 0,000 -4.800 0.000 0.000 LOAD 7 6 WLV GLOB Y CONC 0,000 -4.200 0,000 0,000 LOAD 7 11 WLV GLOB Y UNIF 0,000 -0,600 0,000 0.000 LOAD 11 15 WLV GLOB Y UNIF 0.000 -0.600 0.000 0,000 LOAD 15 14 WLV GLOB Y CONC 0,000 -9.750 0,000 0.000 LOAD 2 5 WLV GLOB Y UNIF 0.000 -2.400 0.000 0.000 LOAD 5 9 WLV GLOB Y UNIF 0.000 -2.400 0,000 0.000 LOAD 9 13 WLV GLOB Y UNIF 0,000 -1.640 0.000 0.000 LOAD 3 6 WLV GLOB Y UNIF 0,000 -2,400 0.000 0.000 LOAD 6 10 WLV GLOB Y UNIF 0.000 -2.400 0,000 0.000 LOAD 10 14 WLV GLOB Y UNIF 0,000 -1.330 0.000 0.000 LOAD 13 12 WLV GLOB Y CONC 0.000 -10.900 0.000 0,000 LOAD 13 12 WLV GLOB Z MOMT 0.000 -47,600 0.000 0.000 LOAD 2 5 ELV GLOB Y UNIF 0,000 -0.600 0.000 0.000 LOAD 5 9 ELV GLOB Y UNIF 0.000 -0.600 0,000 0,000 LOPn 9 13 ELV GLOB Y UNIF 0.000 -0,410 0.000 0.000 1 -- 3 6 ELV GLOB Y UNIF 0.000 -0.600 0,000 0.000 L. 6 10 ELV GLOB Y UNIF 0,000 -0.600 0.000 0.000 LOAD 10 14 ELV GLOB Y UNIF 0,000 -0.330 0.000 0.000 LOAD 13 12 ELV GLOB Y CONC 0.000 -2.730 0,000 0.000 LOAD 13 12 ELV GLOB Z MOMT 0.000 -11.900 0.000 0.000 END f-/60 ZQ S � '~ W DQv 2. JU 00 OD LIUJ OD WO Q. =0 ▪ W 7: I— 0 Z I— W W U D 0—• O F—, W W OC WZ h- O ° O 1— Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omegao PAGE NO. - 1 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS .ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 3.551 0.011 0.000 0.000 0.000 2 2 -0.001 0,000 3 3 -0.003 0.002 4 4 5.086 0.002 0.000 0.000 0.000 5 5 -0.002 0,000 6 6 -0.004 0.002 7 7 -0.006 0.034 8 8 12.435 0.043 0.000 0.000 0.000 9 9 -0.004 0.000 10 10 -0.010 0,003 11 11 -0.017 0.033 12 12 3.422 -0.056 0.000 0.000 0.000 13 13 -0.001 0.000 14 14 -0.003 0.004 15 15 -0.005 0.031 16 16 -0.005 -0.019 / Z w r4 2 UO W = J 1- U) N Who�., J aLco =a Z= F- O Z I- W W. FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD p UN SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL p !- JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W N'"-`\; NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) H U r O ..z H 1, 0 1 1 4.996 -0.008 0.000 0.000 0.000 2 2 -0.002 0.001 3 3 -0.005 0.004 4 4 11.877 0.034 0.000 0.000 0.000 5 5 -0.004 0.001 6 6 -0.009 0.004 7 7 -0.015 0.031 8 8 17.986 0.030 0.000 0.000 0.000 9 9 -0.005 0.001 10 10 -0.014 0.007 11 11 -0,024 0.029 12 12 17.847 -0.055 0.000 0,000 0.000 13 13 -0.005 0.000 14 14 -0.015 0.009 15 15 -0.028 0.026 16 16 -0.028 -0.105 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega° PAGE NO. - 2 DATE 10/22/2003 FRAmE REACTIONS AND DEFLECTIONS - LOAD CONDITION .i1ION MEMBER VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) 1 1 -3.989 2 2 3 3 4 4 -0.411 5 5 6 6 7 7 8 8 -7.359 9 9 10 10 11 11 12 12 -6.278 13 13 14 14 15 15 16 16 3 - WIND LOAD FROM LEFT MOMENT REACTION (KIP -FT) - 2.614 0.000 - 2.505 0.000 - 2.137 0.000 -1.506 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - SECTION MEMBER VERTICAL HORIZONTAL MOMENT JOINT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (KIP -FT) 1 1 3.787 1.947 0.000 2 2 3 3 4 4 -5.383 2.084 0.000 5 5 6 6 7 7 8 8 -7.094 1.771 0.000 9 9 10 10 11 11 12 12 -9.297 1.286 0.000 13 13 14 14 15 15 16 16 VERTICAL DEFLECTION (IN) 0.000 0.002 0.002 0,000 0.000 0.001 0.003 0.000 0.002 0.006 0.010 0.000 0.002 0;006 0.011 0.011 HORIZONTAL DEFLECTION (IN) 0.000 0.063 0.101 0.000 0.062 0.100 0.112 0.000 0.060 0.098 0.111 0.000 0.060 0.096 0,112 0.173 WIND LOAD FROM RIGHT VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 -0.002 -0.002 0.000 0.002 0.003 0.005 0.000 0.002 0.006 0.010 0.000 0.003 0.007 0.013 0.013 0.000 - 0.055 -0,096 0,000 - 0,054 - 0.095 - 0.154 0.000 - 0.053 - 0.096 -0.152 0.000 - 0.052 -0.097 - 0.151 -0.120 DESIGN SUMMARY REPORT NCI Building Systems, L,P. JOB#130d2rho - Frame Line D.2 with Omega() PAGE NO. - 3 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION /(ON MEMBER VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) 1 1 20.415 2 2 3 3 4 4 70.156 5 5 6 6 7 7 8 8 67.398 9 9 10 10 11 11 12 12 30,224 13 13 14 14 15 15 16 16 5 - FLOOR DEAD LOAD MOMENT REACTION (KIP -FT) VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.900 0.000 0.000 -0.008 -0.012 1.520 0.000 0.000 -0.021 -0.036 -0.036 - 1,002 0,000 0.000 -0.020 -0.035 -0.035 - 1.418 0.000 0.000 -0.009 -0.014 -0.015 -0.015 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD 0.000 -0.001 0.002 0.000 0.000 0.001 -0.006 0.000 0,002 -0.002 -0.009 0.000 0.004 -0.004 - 0.012 0.003 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION '" ' NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 25.417 2 2 3 3 4 4 107.632 5 5 6 6 7 7 8 8 112.548 9 9 10 10 11 11 12 12 50.435 13 13 14 14 15 15 16 16 0.768 3.333 -1.729 -2.372 0.000 0.000 -0,010 - 0,017 0.000 0.000 - 0,032 -0,058 -0.058 0.000 0.000 -0.034 - 0.059 -0,059 0.000 0,000 -0.015 - 0.024 - 0.024 -0.024 0,000 - 0,001 0.003 0,000 0.000 0.002 - 0,011 0.000 0.004 - 0.003 - 0,015 0.000 0.006 - 0.007 -0.020 0.005 P-163 z UO CO 0 CO ui J = CO u_ w0�. Q. 00 =d I -W z= I- t- O z LU uj :Eo ON 0E - WW H H LI O iii CO z. 0- O z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega° PAGE NO. - 4 DATE 10/22/2003 FRAK REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1.4 FR .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -78.123 -24.278 0,000 0.000 0.000 2 2 0.031 0.979 3 3 0.046 1.780 4 4 43.120 -37.591 0.000 0.000 0.000 5 5 -0.013 0.978 6 6 -0.016 1.792 7 7 -0.011 2.925 8 8 -6.834 -32.892 0.000 0.000 0.000 9 9 0.002 0.974 10 10 0.003 1.795 11 11 0.007 2.952 12 12 41.836 -22.078 0.000 0.000 0.000 13 13 -0.012 0.969 14 14 -0.025 1.771 15 15 -0,036 3.016 16 16 -0.036 6.470 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR SECTION JOINT MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 78.123 24.278 0.000 0.000 0,000 2 2 -0,031 -0.979 3 3 -0.046 -1.780 4 4 -43.120 37.591 0.000 0.000 0.000 5 5 0.013 -0.978 6 6 0.016 -1.792 7 7 0.011 -2.925 8 8 6.834 32.892 0.000 0.000 0.000 9 9 -0.002 -0,974 10 10 -0.003 -1.795 11 11 -0.007 -2.952 12 12 -41.836 22.078 0.000 0.000 0,000 13 13 0.012 -0.969 14 14 0.025 -1.771 15 15 0.036 -3.016 16 16 0.036 -6.470 P/64 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omegao PAGE NO, - 5 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL a TOTAL DE .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 20,415 0.900 0.000 0.000 0,000 2 2 -0.008 -0,001 3 3 -0.012 0,002 4 4 70,156 1,520 0.000 0.000 0,000 5 5 -0.021 0.000 6 6 -0,036 0.001 7 7 -0,036 -0.006 8 8 67.398 -1,002 0.000 0.000 0,000 j 9 9 -0.020 0.002 10 10 -0.035 -0.002 11 11 -0.035 -0,009 12 12 30.224 -1.418 0.000 0,000 0.000 13 13 -0.009 0.004 14 14 -0.014 -0.004 15 15 -0.015 -0.012 16 16 -0,015 0.003 P-165 Z mi- cew JU UOQ W= H w w FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL - TOTAL LI U p N SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 1 - JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W --''-\, NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1-- H - O WZ Uw H H 0 1 1 30.413 0.760 0.000 0,000 0.000 2 2 -0.012 0.000 3 3 -0.021 0.007 4 4 119.508 3.367 0.000 0.000 0.000 5 5 -0.036 0,001 6 6 -0.067 0.006 7 7 -0.073 0.020 8 8 130.534 -1.699 0,000 0,000 0,000 9 9 -0.039 0,005 10 10 -0.073 0.004 11 11 -0.083 0.014 12 12 68.282 -2.428 0.000 0,000 0.000 13 13 -0.020 0.007 14 14 -0.039 0.002 15 15 -0.052 0.006 16 16 -0.052 -0.100 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D,2 with Omega° PAGE NO. - 6 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL JN MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 33.964 0.771 0.000 0.000 0.000 2 2 -0.013 0.000if- Z 3 3 -0.025 0.009uu 4 4 124.594 3.369 0.000 0.000 0.000 6 D 5 5 -0.037 0,001 0 0 6 6 -0.071 0.008 CO C) 7 7 -0.079 0.054 W = 8 8 142.969-1.656 0.000 0.000 0.000 J 1-. 9 9 -0.043 0.005 u) LL W0 10 10 -0.083 0,006 2} 11 11 -0.100 0.047 g,, 12 12 71.704 -2.484 0,000 0.000 0.000 w < 13 13 -0.021 0.007 0 0 14 14 -0.042 0.006 H w, 15 15 -0.057 0.037Z _ 16 16 -0.057 -0,119 I-- g ZF- w uj FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL ? Q U to SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL g H JOJNT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION N "``. NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) H 0 u' O tllZ 01 1 1 19.977 -1.702 0,000 0.000 0.000 2 2 -0.008 0.063 3 3 -0.013 0.105 4. 4 74.831 -0.983 0.000 0,000 0.000 5 5 -0.022 0.062 6 6 -0.039 0,103 7 7 -0.040 0.140 8 8 72.475 -3.096 0.000 0.000 0.000 9 9 -0.022 0.063 10 10 -0.040 0.099 11 11 -0.042 0.136 12 12 27.367 -2.981 0.000 0,000 0.000 13 13 -0.008 0,064 14 14 -0,012 0,096 15 15 -0.008 0,131 16 16 -0.008 0.157 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega° PAGE NO. - 7 DATE 10/22/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 27.752 2.858 0.000 0.000 0.000 2 2 -0.011 -0.055 ,1=- Z 3 3 -0,018 -0,092OQC 2 4 4 69.858 3.606 0.000 0.000 0.000 J U 5 5 -0,021 -0.054 U O 6 6 -0.037 -0.092 N CI 7 7 -0,038 -0.127 co N 8 8 72.740 0.813 0.000 0.000 0.000 Cl) UL 9 9 -0.022 -0.050 W 0 10 10 -0.039 -0.095 2 11 11 -0.042 -0.128 gQ u. 12 12 24,349 -0.189 0.000 0.000 0.000 w 13 13 -0.007 -0.048 14 14 -0.010 -0,096 _, 15 15 -0.007 -0.132 Z E_ 16 16 -0,007 -0.135 Z O W FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL + 0.25FLL + EOL/1 D CI SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL p 1 -- JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION uJ W "-''C; NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) F=- U u- ~O -Z w U= O~ 1 1 -47.803 -23.175 0.000 0,000 0,000 2 2 0.019 0.979 3 3 0.026 1.784 4 4 145.269 -35.236 0.000 0,000 0.000 5 5 -0.043 0.978 6 6 -0.070 1.795 7 7 -0.068 2.949 8 8 101.137 -34.282 0.000 0,000 0.000 9 9 -0.030 0.977 10 10 -0.057 1.795 11 11 -0.060 2.974 12 12 88.091 -24.146 0.000 0.000 0.000 13 13 -0.026 0.974 14 14 -0.049 1.770 15 15 -0.062 3.030 16 16 -0,062 6.455 Z DESIGN SUMMARY REPORT NCI Buiiding Systems, L.P. JOB#130d2rho - 'Frame Line D.2 with Omega0 PAGE NO, - 8 DATE 10/22/2003 FRR" ' REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0.25FLL + EOR/1 BION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 108.442 25.382 0.000 0,000 0.000 1 H 2 2 -0.043 -0.980 j- Z uu 3 3 -0.065 -1,775 Q 4 4 59.029 39.947 0.000 0.000 0.000 .J 0 5 5 -0,018 -0.978 U g 6 6 -0,039 -1.788 W u 7 7 -0.046 -2,900 8 8 114,804 31.501 0.000 0.000 0.000 co LL, 9 9 -0.034 -0.970 w O. 10 10 -0.063 -1,795 2 27 11 11 -0.074 -2,931 g 5 12 12 4.418 20.010 0.000 0.000 0.000 co D 13 13 -0,001 -0.963 = d 14 14 0.002 -1.773 ~ _ 15 15 0,011 -3.002 Z H 16 16 0.011 -6,484 2E O ILI D FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - 0.9DL + EOL/1,4 U p ON 0 I -- Ill -W W, H H til Z 0 CO P _ O F - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOTNT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION '✓- NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -56.554 -23.458 0.000 0.000 0.000 2 2 0.022 0.979 3 3 0.032 1.783 4 4 110.837 -36.221 0,000 0.000 0,000 5 5 -0,033 0.978 6 6 -0,052 1,795 7 7 -0.050 2.949 8 8 65.016 -33.754 0,000 0.000 0,000 9 9 -0,019 0,976 10 10 -0.037 1,796 11 11 -0.040 2.975 12 12 72.117 -23.405 0,000 0.000 0.000 13 13 -0.021 0,972 14 14 -0.041 1,771 15 15 -0.054 3.033 16 16 -0.054 6.456 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega° PAGE NO, - 9 DATE 10/22/2003 FRAMF REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0.9DL + E0R/1.4 .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 99.691 25,098 0.000 0.000 0.000 2 2 -0,040 -0.979 �� W 3 3-0,060 -1.776 6 U 4 4 24.597 38.961 0.000 0,000 0.000 -J 5 5 -0,007 -0,978 U 0 6 6 -0.020 -1,789 u) ILI 7 7 -0.027 -2.900 -J 1: 8 8 78.684 32.029 0.000 0.000 0,000 to u_ 9 9 -0.023 -0.971 W 0 10 10 -0.044 -1.794 M 11 11-0.054 -2,930 I -� 12 12 -11.555 20.750 0.000 0.000 0.000 N D. 13 13 0.003 -0.965 = W 14 14 0.010 -1,771 Z H 15 15 0.019 -2.999 0 16 16 0.019 -6,483 Z 1- W Ill FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0,75LL + 0,75WL U 0 N SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 1 - JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION uJ W P --'N. NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) H �, 1_ LI 0. Z uJ U= 0E-' Z 1 1 43.783 -0,479 0.000 0.000 0.000 2 2 -0.017 0.047 3 3 -0.030 0.085 4 4 164.565 2.169 0.000 0,000 0.000 5 5 -0.049 0.047 6 6 -0.089 0.083 7 7 -0.095 0.127 8 8 172.215 -3.836 0.000 0,000 0,000 9 9 -0.051 0.051 10 10 -0.096 0.077 11 11 -0.107 0.119 12 12 80.148 -4.425 0.000 0.000 0.000 13 13 -0,024 0,054 14 14 -0,042 0,074 15 15 -0,050 0.108 16 16 -0.050 0.039 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB4130d2rho - Frame Line D.2 with Omegao PAGE NO. - 10 DATE 10/22/2003 FR4MF REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0.75LL + 0.759L ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) f'-)70 Z 1 1 49.615 2.941 0,000 0,000 0,000I I- 2 2 -0,020 -0,041 iF- W 3 3 -0,033 -0,062 Q 4 4 160.835 5.610 0.000 0.000 0.000 J V 5 5 -0.048 -0.040 U 0 6 6 -0.088 -0,064 co co w 7 7 -0,094 -0.073 W = 8 8 172.414 -0.904 0.000 0.000 0,000 0) �' 9 9 -0,051 -0.034 w O 10 10 -0.096 -0,068 2 11 11 -0,107 -0.079 g :J- 12 12 77.885 -2.331 0.000 0,000 0.000 rn 13 13 -0.023 -0.030 = W 14 14 -0.041 -0.070 Z = 15 15 -0.049 -0.090 E.. 16 16 -0,049 -0.181 Z O W uj FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) + D a � U O -. SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 1- JOTNT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION = W P'' NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) F- FU-- U. UJ Z. - =. O~' 1 1 -29.862 -17.154 0.000 0.000 0.000 2 2 0,012 0,734 3 3 0,016 1.339 4 4 127.764 -26.046 0.000 0.000 0.000 5 5 -0.038 0.733 6 6 -0.063 1.347 7 7 -0,062 2.219 8 8 95.783 -25.950 0.000 0.000 0,000 9 9 -0.029 0.733 10 10 -0,054 1.346 11 11 -0,058 2,236 12 12 74.457 -18.479 0.000 0.000 0.000 13 13 -0,022 0,732 14 14 -0,041 1.327 15 15 -0.052 2.277 16 16 -0,052 4,838 Z a DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega) PAGE NO. - 11 DATE 10/22/2003 FRAmP REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - DL + 0.75(0,25LL) + ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) f /7/ Z 1 1 87.322 19.264 0.000 0.000 0,000 I 1- 2 2 -0.035 -0,735 if— Z tu 3 3 -0.053 -1.330 oC j 4 4 63.084 30,340 0.000 0.000 0.000 J V 5 5 -0,019 -0.733 U O 6 6 -0.039 -1,340 N 0 7 7 -0,045 -2,168 W = 8 8 106.033 23.387 0.000 0,000 0,000 CO u 9 9 -0,032 -0.727 w 0 10 10 -0.059 -1,346 2 1- 11 11 -0.068 -2.192 g -' ct 12 12 11.703 14.638 0.000 0.000 0,000 N 13 13 -0,003 -0.722 = Ci 14 14 -0.003 -1,329 H W Z E- 15 15 0.003 -2.247 16 16 0.003 -4,867 Z 111 LUU � O to o 1 W w S -O ..Z W U= O 1- Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omegao PAGE NO. - 12 DATE 10/22/2003 MEMBER 1- 2 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES r�1 N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB ... (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 9.00 55. 50. 5 1.80 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 108,44 -228.43 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.55 33.00 31.22 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 11.57 -43.00 43.00 0.74 1.30 1.21 0 WEIGHT 287. LB MAX COMB AT LOAD UNITY CK DIST COND 1,953* 9,0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -25.38 30.45 MEMBER 2- 3 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 38.25 -192.14 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.08 33.00 31.22 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4.08 -36.17 36.17 0.12 1.10 1.16 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 1.282* 12.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -29.40 30.45 MEMBER 4- 5 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT Nn. (FT) FLG WEB SEG SIZE 9.00 55. 50. 5 1.80 FT (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 145.27 317.12 DEPTH AT START 19.00 IN - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.71 33.00 33.00 DEPTH AT END 19.00 IN 0 WEIGHT 383. LB OUTER FLANGE WEB MAX COMB AT LOAD OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 8.000 x 0.5000 0.2500 8.000 x 0.5000 1.782* 9.0 FT 14 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 11.62 44.84 -44.84 0.59 1.19 1.36 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -39.95 67.14 P-) 7.2 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omeg00 PAGE NO. - 13 DATE 10/22/2003 MEMBER 5- 6 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES 1' 0 WEIGHT 429. LB N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8,000 x 0.3750 0.2500 8.000 x 0.3750 1.322* 12.0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 44.97 -207.56 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 17.40 33.00 31.18 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4.28 -37.18 37.18 0.13 1.13 1.19 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -34.41 67.14 MEMBER 6- 7 LENGTH 12.36 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.36 55. 50. 7 1.77 FT 18.75 IN 18.75 IN 8.000 x 0,3750 0.2500 8.000 x 0,3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 14.16 224.37 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.89 30.84 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.35 40.19 -40.19 0.08 1.30 1.22 0 WEIGHT 442. LB MAX COMB AT LOAD UNITY CK DIST COND 1.383* 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -28,66 67.14 MEMBER 8- 9 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 9.00 55, 50. 5 1.80 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 101.14 308.54 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 21.94 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8.09 43.63 -43.63 0.25 1,32 1.32 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 1,567* 9.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 34.28 67.14 P-)73 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega() PAGE NO. - 14 DATE 10/22/2003 MEMBER 9-10 LENGTH 12.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0. DEG,F RELEASES N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 56.02 157.50 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 17.40 31.18 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5.34 28.21 -28.21 0.31 0.79 0.85 0 WEIGHT 429. LB MAX COMB AT LOAD UNITY CK DIST COND 1.098* 12.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 25.84 67.14 MEMBER 10-11 LENGTH 14.68 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 14.68 55. 50. 8 1.84 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 18,24 -215.65 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 13.31 33.00 28,45 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.74 -38.63 38.63 0.13 1.17 1.36 0 WEIGHT 525, LB MAX COMB AT LOAD UNITY CK DIST COND 1.488* 14.7 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 26.95 67.14 MEMBER 12-13 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT Nn. (FT) FLG WEB SEG SIZE 9.00 55. 50. 5 1.80 FT (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 78.85 257.71 DEPTH AT START 19.00 IN - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.50 33.00 33.00 DEPTH AT END 19.00 IN 0 WEIGHT 383. LB OUTER FLANGE WEB MAX COMB AT LOAD OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 8.000 x 0.5000 0.2500 8.000 x 0.5000 1.295* 9.0 FT 14 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 6.31 36.44 -36.44 0.19 1.10 1.10 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 24.15 67.14 2T iH Z �W QQ� JU UO CO W= CO WO LQ 0)m F. H Z. I- F- Z I. W uj Dp I O- H W W U UL --O .• Z W Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D,2 with Omega° PAGE NO. - 15 DATE 10/22/2003 MEMBER 13-14 LENGTH 12.00 FT MEMBER ANGLE 90,00 N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT .1. (FT) FLG WEB SEG SIZE START END 1 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 42.07 155.73 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 17,79 31.22 33.00 DEG TEMP DIFF 0, DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.3750 0.1875 8.000 x 0.3750 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4,49 29.31 -29.31 0.14 0.94 0,89 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 1.075* 12.0 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 20.78 30,45 MEMBER 14-15 LENGTH 17.02 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17,02 55. 50. 9 1.89 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -11.64 177.51 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 26.17 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING -1.24 33.41 -33.41 0.04 1.28 1.01 0 WEIGHT 543, LB MAX COMB AT LOAD UNITY CK DIST COND 1.277" 17.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 12,19 30.45 MEMBER 15-16 LENGTH 11.48 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD Nn. (FT) FLG WEB --s\ 11.48 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 0.00 -364.75 NO. SEGMENT DEPTH AT DEPTH AT SEG SIZE START END 6 1.91 FT 18.75 IN 18,75 IN - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 20.45 33.00 31.22 0 WEIGHT 366. LB OUTER FLANGE WEB MAX COMB AT LOAD OR SECTION TFIICKNESS INNER FLANGE UNITY CK DIST COND 8.000 x 0,3750 0.1875 8.000 x 0.3750 2.199` 0.0 FT 7 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.00 -68,66 68.66 0.00 2.08 2.20 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -31.77 30.45 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega° PAGE NO. - 16 DATE 10/22/2003 1 MEMBER 7-11 LENGTH 28.10 FT MEMBER ANGLE 4.74 DEG TEMP DIFF 0. DEG.F RELEASES I LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 28.10 55. 50, 15 1.87 FT 18,62 IN 18,62 IN 8,000 x 0.3125 0.1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 29.56 -129.86 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.34 33.00 28.93 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.53 -28.43 28,43 0.11 0.86 0.98 0 WEIGHT 801, LB MAX COMB AT LOAD UNITY CK DIST COND 1,090* 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 11 -15.97 30,45 MEMBER 11-15 LENGTH 28.50 FT MEMBER ANGLE 4,71 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.50 55, 50. 15 1.90 FT 18.62 IN 18.62 IN 8.000 x 0,3125 0.1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 42.48 205.82 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.33 28.93 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5.07 45.07 -45.07 0.15 1,56 1,37 0 WEIGHT 812. LB MAX COMB AT LOAD UNITY CK DIST COND 1.712* 28.5 FT 8 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 16.84 30,45 MEMBER 3- 6 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE --`\ 13.83 55. 50. 7 1.98 FT 21.00 IN 21,00 IN 8.000 x 0.5000 0.2500 8,000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -24,78 -264.91 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -1.91 -33.14 33,14 0.06 1,00 1.00 0 WEIGHT 612. LB MAX COMB AT LOAD UNITY CK DIST COND 1.068* 13.8 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -45.08 64.96 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omega° PAGE NO. - 17 DATE 10/22/2003 MEMBER 6-10 LENGTH 28.00 FT MEMBER ANGLE 0.00 N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT J. (FT) FLG WEB SEG SIZE START END 1 28.00 55. 50. 15 1.87 FT 21.25 IN 21,25 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 35.15 -290.13 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.19 33.00 24,46 DEG TEMP DIFF 0. DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.6250 0.2500 8.000 x 0.6250 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2,34 -30.06 30.06 0,14 0.91 1,23 0 WEIGHT 1429. LB MAX COMB AT LOAD UNITY CK DIST COND 1.374" 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -46,17 64.96 MEMBER 10-14 LENGTH 28.40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55, 50. 15 1.89 FT 21,00 IN 21.00 IN 8.000 x 0,5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -24.25 -229.50 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 24.03 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 1.87 -28.71 28.71 0.06 0,87 1.19 0 WEIGHT 1256. LB MAX COMB AT LOAD UNITY CK DIST COND 1.195* 0.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 28.05 64.96 MEMBER 2- 5 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD Nn. (FT) FLG WEB 13,83 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 1.60 -405.69 NO. SEGMENT DEPTH AT SEG SIZE START 7 1.98 FT 24.00 IN --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 24.54 33.00 33,00 DEPTH AT END 24.00 IN 0 WEIGHT 647. LB OUTER FLANGE WEB MAX COMB AT LOAD OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 8,000 x 0,5000 0.2500 8.000 x 0.5000 1,308* 13.8 FT 14 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.12 -43.01 43,01 0.00 1,30 1.30 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -73.53* 56,49 i'dM'<'<f: a.I..4'tia.e.w...wYl:.:?�:..Nw�i.l,+.r.•.uad:.ww..�..:�J.4dt..,.,.Lcv:4'.+uz.:.xYOY:�'M�J:i •' llp:?L�"t DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130d2rho - Frame Line D.2 with Omegao PAGE NO. - 18 DATE 10/22/2003 MEMBER 5- 9 LENGTH 28.00 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES G.4 LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB .„J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.00 55. 50. 15 1.87 FT 24.00 IN 24,00 IN 8.000 x 0.5000 0.2500 8.000 x 0,5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 1.52 -303.55 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 14.71 33.00 23.70 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.11 -32.18 32.18 0.01 0.98 1.36 0 WEIGHT 1310. LB MAX COMB AT LOAD UNITY CK DIST COND 1.366" 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 18 -46.66 56.49 MEMBER 9-13 LENGTH 28.40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28,40 55. 50. 15 1.89 FT 24.00 IN 24.00 IN 8.000 x 0,5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -7.95 -339.78 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 23.70 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.58 -36.03 36.03 0.02 1.09 1.52 0 WEIGHT 1329. LB MAX COMB AT LOAD UNITY CK DIST COND 1.520" 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 38.34 56.49 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 13130. LB metallic building company DESIGN CALCULATIONS VOLUME 6, BOOK 2 OF 2 • FILE COPY r:an Check rcrrovPIt are STARFIRE SPORTS ATHLETIC CENTER TUKWILA, WASHINGTON Architects: Structural Engineers: General Contractor: Metallic Builder: Carlson Architects Seattle, Washington Engineers Northwest, Inc. Seattle, Washington ftSCOVeD murArt DeVELpET CITY OF TUKWILA APPROVED IUR 1 8 2034 AS i;,;, BUILDING Dh: s10N S.D. Deacon Corp. of Washington Bellevue, Washington Seacon Construction Management quah, Washington G„\�i ,�'C'� 4�O EXPIRES j/j '�`��F >>t G Metallic Job No. 0805-208013 ��j;. ,;��;• ��� Revised October 28, 2003 �,�:�• fit• Ot-cP�`Q� too METAIIIL the �p� Vas \%i\ . e\re b o o coc\Poeo\s torp'. b`°hes �hes e cwo% oaw\os \o co0ooc e NiotheQ`P6\0 as..Zw\°e\ac e be\wbzecomDot.2ire po\ec � . \\2,S e%(\ (eOI�d\0 cooooch‘110h aQOcCP,S, Aee, .E0;\as o 06 0\t, 60g6 \o ,bo d pV1doQec\\ca\o 0as\90ec\ a t,wrch hsmp°0s`tot a5`ge d t . geed . . ..... ..... ....._ .... _ 11-0 mddtk Wilding company corporate offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 (800) 777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-033 -a 4/13)I% `55-778'8 ZO03 8 • FAX --(-713-4.66--3-199 f ren m,nni ETON • 1 z W Ce JU UO CO 0 w= —o w u.gE¢ =d �.w Z= zo wui U❑ O SP- ❑ 1— LUW L o z w U= O 1- z metallic building company STARFIRE SPORTS COMPLEX Metallic Job No. 0805-208013 DESIGN CALCULATION INDEX VOLUME 6, BOOK 1 OF 2 Design Calculations Index Page X-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 M North / South Framing -- Line 0 to Line 4 Main Frame at Grid Line 0 Page M-1 Main Frame at Grid Line 2 Page M-25 Combined Main Framing on Grid Line 2 Page M-57 Main Frame at Grid Line 3 Page M-86 Combined Main Framing on Grid Line 3 Page M-123 Main Frame at Grid Line 4 Page M-155 Section N 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 Section P 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 METALLIC Nomaumamyampusi 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 6, BOOK 2 OF 2 Section Q East / West Framing -- Line E to Line G Main Frame at Grid Line E Page Q-1 Main Frame at Grid Line F Page Q-59 Main Frame at Grid Line G Page Q-111 Section R Misc. Primary Framing -- Line 2.5 and Line B.6 Framing at Line 2.5 to support roof and 21'-6" level ... Page R-1 Framing at Line B.6 to support roof Page R-9 Section S Mechanical Support Framing Bldg. F Roof Support Framing — Bay 8 to 9 Page S-1 Bldg. B Roof Support Framing — Bay 8 to 9 Page S-12 Bldg. E Roof Support Framing — Bays E to G Page S-27 Bldg. D Roof Support Framing— Bay C.3 to D.2 Page S-48 Bldg. C Roof Support Framing — Bays 4 to 6 Page S-71 Bldg. A Wall Support Framing for Exhaust Fans Page S-73 ectionT Roof Bracing Roof Bracing at Bldg. D Page T-1 Roof Bracing at Bldg. E Page T-4 Wall Bracing at Line 4 Page T-9 Section U Decking and Cladding Floor Decking Page U-1 Roof Panels Page U-2 Wall Panels Page U-3 Section V Secondary Members / Cold Formed Sections Roof Purlins Page V-1 Eave Struts Page V-28 Wall Girts at Line 4 Page V-39 Spandrel Beams Page V-55 METALLIC ■etsUih 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 N 3 +t fiSL�:iSab ti File: D03-0170 35mm Drawing # 20 1 metallic building company STARFIRE SPORTS ATHLETIC CENTER DESIGN CALCULATIONS VOLUME 6, BOOK 2 OF 2 Section Q East / West Framing -- Line E to Line G Main Frame at Grid Line E Page Q-1 Main Frame at Grid Line F Page Q-59 Main Frame at Grid Line G Page Q-111 METAILIE st.Nk b ftdI a.Ney 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 5 &-A Co Ni Co N 57V5rARAk z5 Sj)o‘73 DESCRIPTION r1,i,./. /4ANi5 - 6 L4G. „D,, MAO Fkv 1 e- A T L) • JOB NO QUOTE NO DESIGNED BY "°" '1 CHK'D BY 2 2O80J3 312 DATE 642.-623 SHEET NO I I'3 --i'. t ..,_ -••'. I i• Line E: C -- Rafters -- 8" x 3/8" flanges, 3/16" x 18" web E -- Floor Beams -- 8" x 1/2" flanges, 1/4" x 20" web F -- Floor Beams -- 8" x 1/2" flanges, 1/4" x 23" web G -- Floor Beams -- 8" x 3/4" flanges, 1/4" x 22 1/2" web H -- Columns -- J -- Columns -- K -- Columns -- L -- Columns -- 8" x 3/8" flanges, 8" x 3/8" flanges, 8" x 1/2" flanges, 8" x 5/8" flanges, fit - c: olu ren - 8 x /2-Fla»ges, 3/16" x 18" web 1/4" x 18" web 1/4" x 18" web 1/4" x 18" web 3/3"X i8" web -N I i r-- - •I JOB TITLE S EA C onl Cc'AJs7- /STAbcih.Le SPo2T3 DESCRIPTION 4/ J fWi ,ir L,uc E t CO v u7c�-A 1-niPaT Lo.. DATA. -4 3 JOB NO 0805- 2c8 0 33 QUOTE NO CGo h' 1 DESIGNED BY CHK'D BY DATE G-/1-03 SHEET NO q aZ 4+52A k D L Roof .DL -. CoL'L LO� ;.I , Q 0- X a."°'7-- +7, 24-f'o �Cr_. rnA ..... ,4/c....40 l , bCom' /(' F2op1 1, 06 4 R00% D1- Co LL LoA€ Ff i I -Z: 0,009x04fii.2)= o.11119p7. 8Lpa. Roof DL: o o x /6.25'x 2233' 3..11 ,K , '•_..i.:... .;. _1 •L..1L R;ooF •L1.vE 4:0 A oea X.27.33'r .f%68!,3k/FT. j. • �.._..; . , ...;... • ..- : LD'. ,.. A Roof LL 0.as x J6.2S'.X..?7-.33 = /1:• J . • . - t Q3 J.• t . p o F .L L FRo M' l :- 2 ' ; . ;0 •5. x....13:25' g ; j .! jai. . s ; .. • :rr _•1__ L� i.__ _ % >_I p `•. o''A S =. 14-.3 0i .PSF. /3AsE i L{o _• i .. _ ~ i I _ • , •i.'_ ..; -� -•----„,--,---1. • . •_.._.I._._ 1�J)r�.D .t. i'; - 0, ol4 _x 0, 8. x 27, 3.� - `o,313 i ! • . _ • ..;.� ; .. _� i �E,EW6� I' Oto .' Xi - t• 1 i... _z. 1_i..i- _. 2 43 0.5x27, -~.D l9 i ; • t L.. 7. _� __.4.._1........,._...,......,„..._1 r ...1... . r. LPL 1FT O. o143 x 0.7 X .7.. _ D, . 74 X/F-r: 2.3 2 _i _..__ i_ ! • OP/,./Pr FrAdri' Bt.DG. /4 0.0143:x 0.7.x2:7,55 x /6,25 - 4,65 • .t-. FDL. • fLoo2 ,DrAD Lo4x co)C7a33) 1,C4'r�F,; 1-0 °A DL FA0M 1-oGo)3.26) = o.80'`/F,-. 8ALc01JY AT LANE 4% O.o6co x 27,33x8.75= /4.351( FLL F1.o0/2 LIVE LOAD: ioo 1PSf J)7)/ 7",216, AREA R6-DUCTI01 1)026 A 1/4141,0 86.015 2 - 4 = 28 ' x 27.33' = 765 50 FT. R = 0, 08 (765-15o) = 4q90 --> Us& 40`90 IAS(- R6UCT/On) F L L 2.4. = O, 0 6o x 27.331= I.64- 411(9'. �FLL ,-2, = 0, loo x 13,251 = 1, 325 k/17. GALcoNY FLL = 0,100 x 27,33 x 8,76” = 23, V SAL CoN`/ MOMENTS = FDL M = 0. o6ox 2.33 x 8-22"--52 62.$ FLL�1= IO%o x62,8- 104.6K -F2. . , . . i Q WtattrA eadf~. m ormiwwM.fa .7M:$00.wsr,ar.r"••, an..0. .•,•Mn:<ry.nrw,.,.,v2u•.40.01- .atcPVN+ �l� JOB TITLE 5 EA co rJ Leo f J ST. /STARFIR6 SPoA.TS DESCRIPTION • i • MAla Fi A -M6 AT 2. E 3 7 2. 4 0805— 20 Sol 3 JOB NO QUOTE NO. CLQ Waif DESIGNED BY CHK'D BY DATE 6 11-0 3 SHEET NO. 61-3 12 i3 • 2 h /0 14. t1 151 .E1SMI c Lo,D I Pa Ro1',i kov.vL. Di5—rAi Ll TIUh1, PAGE A-35-4- R- 34- R ool~ A e V 158.• x % 2 = /57k 17.32 ra, Sx Roor--.5 D a " 5.u. (,4.*12) .47 x'/6- 21! 61' LEVEL: V= $4.6xl/6+10.4-6_ ,S 1 V = 4), I xfes' +2,244 , .10.,14-':. � iZx 30.k,3 « q-4 LCA. � � .� ' Auto/Steel Design * A Synercom Technology, Inc. Development * for NCI Building Systems Release 7, MOD 1 2000,9,7.1 Run Start Date 10/23/2003 Time 09:04:32 TITLE - JOB#130eRho - Frame Line E with Rho PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS FLANGE BRACE REPORT DESIGN SUMMARY REPORT WITH DEFLECTIONS EY'" ''ION OPTIONS ----\ ' EXECUTION MODE MAXIMUM NUMBER OF ITERATIONS UNITY CHECK RANGE MAXIMUM SEGMENT SIZE COEF, OF LINEAR EXPANSION MOD. OF ELASTICITY,E LOCATE FLANGE BRACING • ANALYSIS ONLY s • 0.950 TO 1.050 • 2.000 FT • 0, 00000G5000/DEG,F • 29000000, PSI - NO 67- 5 Z oc wce Ng. UO 0. co J I WO ga 07 0. 2 CY �-W ZOC I- O Z F-. tu U ON W W: uL ON F= 0 F= 2E DESIGN INPUT ECHO 6 5 NCI Building Systems, L.P. Jr 'OeRho - Frame Line E with Rho JOB#130eRho - Frame Line E with Rho JTC,10/08/03 FB„DF,,,, 3,1 N JOINTS JOINT,1,1,42,0.,110 JOINT,2,1.42,9.0 JOINT,3,1,42,21.0 JOINT,4,1,42,32.19 JOINT,5,15,25,0.,110 JOINT,6,15,25,9.0 JOINT, 7,15.25,21,0 JOINT,8,15.25,33.36 JOINT,9,43,25,21,0 JOINT,10,43,25,9,0 JOINT,11,43.25,0„110 JOINT,12,71.65,38,02 JOINT,13,71.65,21.0 JOINT,14,71.65,9,0 JOINT,15,71.65,0 „110 JOINT,16,71.65,53,26 MEMBERS MEMBER,1,2„ 19,,,,,19,,1„ SF `N,1,8E,,,WB,,,8E,,,55.,1.5„ 50.,, N e,2,3„18.75,,,,18.75,1„ ,J N,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,3,4„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1,5„ 50.,, MEMBER,4,8„ 18.75,,,,18.75,1„B BRACE,5„10., SECTION,1,8D,,,WA,,,8D,,,55.,,,50.,, MEMBER,5,6„19.,,,,19.,1„ SECTION,1,8F,,,WB,,,8F,,,55.,1.5„ 50,,, MEMBER,6,7„18.75,,,,18.75,1„ SECTION,I,BD,,,WB,,,BD,,,55.,1.5„ 50.,, MEMBER,7,8„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,11,10,1001.,19.,,,,19.,1„ SECTION,1,8E,,,WD,,,8E,,,55.,,..50.,, MEMBER,10,9,1001.,19.,,,,19.,1„ SECTION,1,8E,,,WB,,,8E,,,55.,,,50.,, MEMBER,8,12„ 18.75,,,,18.75,1„ B BRACE,5.,10 „20.,30.,40.,50., SECTION,1,8D,,,WA,,,8D,,,55.,,,50.,, MEMBER,15,14„ 19,,,,,19.,1„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„ 50.,, MEMBER,14,13„ 18.75,,,,18,75,1„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„ 50.,, MEMBER,13,12„ 18.75,,,,18.75,1„ SE' 1,1,8E,,,WB,,,8E,,,55.,1.5„ 50.,, Mr 12,16„18.75„„18.75,1„B BK PAGE 1 10/23/2003 ,.. ..w..»........,ra r.. u «.... r.,.... �..• .iy. »,.. ...............r..,..»t Nia.r/.wt..-a 1.a:.\9.,4:n73ai ca..�1'w i'.:u�L.x. �swJ�»!J ... .t.,.. ,..�... � .�:i... Lr.....�. �,.s.... a'•�, DESIGN INPUT ECHO NCI Building Systems, L.P. Jr 'OeRho - Frame Line E with Rho MEMBER,2,6„ 24.,,,,24.,1„B BRACE 7.5 SECTION,I,8G,,,WB,,,86,,,55.,,,50.,, MEMBER,3,7„21.,,,,21.,1„ B BRACE 7.5 SECTION,1,8E,,,WB,,,8E,,,55.11,50.,, MEMBER,6,10„ 24.,,,,24.,1„B BRACE 7.5,15.,22.5, SECTION,1,8E,,,WB,,,8E,,,55.11,50.,, MEMBER,7,9„21.,,,,21.,1„B BRACE 7.5,15.,22.5, SECTION,1,8E,,,WB,,,8E,,,55.1,150.,, MEMBER,10,14„ 24.,,,,24.,1„ B BRACE 7.5,15.,22.5, SECTION,1,8E,,,WB,,,BE,,,55.1,150,,, MEMBER,9,13„21.,,,,21.,1„ B BRACE 7,5,15.,22.5, PAGE 2 10/23/2003 LOADCOND LDCN,1,100.,RDL ROOF DEAD LOAD PLUS COLL LDCN,2,100 „RLL ROOF SNOW LOAD LDCN,3,100 „AR1 WIND LOAD FROM LEFT LT ',100.,AR2 WIND LOAD FROM RIGHT ,100 „FDL FLOOR DEAD LOAD L, J,100 „FLL FLOOR LIVE LOAD LDCN,7,71,4,EQL SEISMIC LOADS/1.4 FROM LEFT LDCN,8,71.4,EQR SEISMIC LOADS/1.4 FROM RIGHT LDCN,9,100 „DL,100 „ FDL,,,,,RDL + FDL a TOTAL DEAD LOAD LDCN,10,100 „ RLL,100 „FLL RLL + FLL e TOTAL LIVE LOAD LDCN,11,100.,RDL,100.,RLL,100 „ RLL,100 .,FLL,TOTAL DL + LL LDCN,12,100.,RDL,100 .,FDL,100 „AR1,,,DL + WLL LDCN,13,100.,RDL,100 „ FDL,100 „AR2,,,DL + WLR LDCN,14,100.,RDL,100 ,,FDL,25.,FLL,71.4,EQL,DL + 0.25FLL + EQL/1.4 LDCN,15,100 „ RDL,100 .,FDL,25.,FLL,71.4,EQR,DL + 0.25FLL + EQR/1.4 LDCN,16,90 .,RDL,90 .,FDL,71,4,EQL,,,0.9DL + EQL/1,4 LDCN,17,90 „ RDL,90.,FDL,71,4,EQR,,,0.9DL + EQR/1.4 LDCN,18,100.,RDL,100 .,FDL,75.,WLV,75.,AR1,DL + 0,75LL + 0.75WLL LDCN,19,100 „ RDL,100 .,FDL,75.,WLV,75.,AR2,DL + 0,75LL + 0,75WLR LDCN,20,100.,RDL,100 .,FDL,75.,ELV,53.55,EQL,DL + 0,75(0,25LL) + 0,75(EQL/1.4) LDCN,21,100 „ RDL,100.,FDL,75.,ELV,53.55,EQR,DL + 0,75(0,25LL) + 0,75(EQR/1.4) LOADS LOAD,4,8,RDL,GLOB,Y,UNIF,O ., -0,246 LOAD,8,12,RDL,GLOB,Y,UNIF,O „ -0,246 LOAD,12,8,RDL,GLOB,Y,CONC,16.,-1.0 LOAD,16,12,RDL,GLOB,Y,CONC,O.,-3.11 LOAD,12,8,RDL,GLOB,Y,CONC,28.,6,9 LOAD,9,10,RDL,GLOB,Y,CONC,O „ -6.9 LO 8,RLL,GLOB,Y,UNIF,O.,-0.683 10,, _,r12,RLL,GLOB,Y,UNIF,O.,-0.683 %ae; • ..:;,::,�..�;.: �.4i .:::ass; DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 3 30eRho - Frame Line E with Rho 10/23/2003 ,,16,12,RLL,GLOB,Y,CONC,O.,-11.10 L0AD,12,8,RLL,GLOB,Y,CONC,28.,19,1 LOAD,9,10,RLL,GLOB,Y,CONC,0 „ -19,1 LOAD,1,2,AR1,GLOB,X,UNIF,O.,O.313 LOAD,2,3,ARI,GLOB,X,UNIF,O.,0.313 LOAD,3,4,AR1,GLOB,X,UNIF,O.,0.313 LOAD,4,8,ARI,MEMB,Y,UNIF,O.,0,274 LOAD,8,12,AR1,MEMB,Y,UNIF,O...0,274 LOAD,12,13,AR1,GLOB,Y,CONC,O.,4.45 LOAD,1,2,AR2,GLOB,X,UNIF,O.,-0.195 LOAD,2,3,AR2,GLOB,X,UNIF,O.,-0.195 LOAD,3,4,AR2,GLOB,X,UNIF,O.,-0.195 L0AD,4,8,AR2,MEMB,Y,UNIF,O.,0.274 LOAD,8,12,AR2,MEMB,Y,UNIF,O.,0.274 LOAD,12,13,AR2,GLOB,Y,CONC,O.,4.45 LOAD,2,6,FDL,GLOB,Y,UNIF,O.,-0.80 LOAD,3,7,FDL,GLOB,Y,UNIF,O.,-0.80 LOAD,6,10,FDL,GLOB,Y,UNIF,O.,-1,64 LOAD,7,9,FDL,GLOB,Y,UNIF,O.,-1,64 LOAD,10,14,FDL,GLOB,Y,UNIF,O.,-1.64 L0AD,9,13,FDL,GLOB,Y,UNIF,O.,-1.64 Lr 1,4,15,FDL,GLOB,Y,CONC,O.,-14.35 14,15,FDL,GLOB,Z,MOMT,O.,-62.8 LOAD,2,6,FLL,GLOB,Y,UNIF,O.,-1.33 LOAD,3,7,FLL,GLOB,Y,UNIF,O.,-1.33 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-1.64 LOAD,7,9,FLL,GLOB,Y,UNIF,O.,-1.64 LOAD,10,14,FLL,GLOB,Y,UNIF,O.,-1,64 L0AD,9,13,FLL,GLOB,Y,UNIF,O.,-1.64 LOAD,14,15,FLL,GLOB,Y,CONC,O.,-23.9 LOAD,14,15,FLL,GLOB,Z,MOMT,O.,-104.6 L0AD,16,12,EQL,GLOB,X,CONC,O.,17.32 LOAD,8,12,E0L,GLOB,X,CONC,28.,6.00 LOAD,7,9,EQL,GLOB,X,CONC,14.,30.0 LOAD,6,10,EQL,GLOB,X,CONC,14.,11,92 LOAD,16,12,EQR,GLOB,X,CONC,O.,-17.32 LOAD,8,12,EQR,GLOB,X,CONC,28.,-6,00 LOAD,7,9,EQR,GLOB,X,CONC,14.,-30.0 LOAD,6,10,EQR,GLOB,X,CONC,14.,-11.92 LOAD,4,8,WLV,GLOB,Y,UNIF,O.,-0.683 LOAD,8,12,WLV,GLOB,Y,UNIF,O.,-0.683 LOAD,16,12,WLV,GLOB,Y,CONC,O.,-U.10 LC ',6,WLV,GLOB,Y,UNIF,O.,-1.33 Lr .7,WLV,GLOB,Y,UNIF,O.,-1.33 LL. ,;10,WLV,GLOB,Y,UNIF,O.,-1.64 ityiyiiyarei�'s;G Q-7 DESIGN INPUT ECHO NCI Building Systems, L.P. J'.. OeRho - Frame Line E with Rho Lu. ,7,9,WLV,GLOB,Y,UNIF,O.,-1.64 LOAD,10,14,WLV,GLOB,Y,UNIF,0.,-1,64 LOAD,9,13,WLV,GLOB,Y,UNIF,O.,-1.64 LOAD,14,15,WLV,GLOB,Y,CONC,O.,-23.9 LOAD,14,15,WLV,GLOB,Z,MOMT,O.,-104.6 LOAD,2,6,ELV,GLOB,Y,UNIF,O.,-0.33 LOAD,3,7,ELV,GLOB,Y,UNIF,O.,-0.33 LOAD,6,10,ELV,GLOB,Y,UNIF,O.,-0.41 LOAD,7,9,ELV,GLOB,Y,UNIF,O.,-0.41 LOAD,10,14,ELV,GLOB,Y,UNIF,O.,-0.41 L0AD,9,13,ELV,GLOB,Y,UNIF,O.,-0,41 LOAD,14,15,ELV,GLOB,Y,CONC,O.,-6.0 LOAD,14,15,ELV,GLOB,Z,MOMT,O.,-26.15 END PAGE 4 10/23/2003 •"" DETAIL INPUT ECHO """ JOINT 1 1.42 0.00 110 0.000 0.000 0.000 JOINT 2 1.42 9.00 0 0,000 0.000 0.000 J"-. 3 1.42 21.00 0 0,000 0,000 0,000 4 1.42 32,19 0 0.000 0.000 0.000 JUair 5 15.25 0.00 110 0.000 0,000 0.000 JOINT 6 15.25 9.00 0 0.000 0.000 0.000 JOINT 7 15.25 21.00 0 0.000 0,000 0.000 JOINT 8 15.25 33.36 0 0.000 0.000 0.000 JOINT 9 43.25 21.00 0 0.000 0.000 0.000 JOINT 10 43.25 9.00 0 0.000 0,000 0.000 JOINT 11 43.25 0.00 110 0.000 0.000 0.000 JOINT 12 71.65 38.02 0 0.000 0.000 0.000 JOINT 13 71.65 21.00 0 0.000 0,000 0.000 JOINT 14 71,65 9.00 0 0,000 0.000 0.000 JOINT 15 71.65 0,00 110 0.000 0,000 0.000 JOINT 16 71.65 53.26 0 0.000 0.000 0.000 MEMBERS MEMBER 1 2 0. 19.000 0.000 0.000 0.000 19.000 1 0.000 SECTION 1 8E WB 8E 55.000 1.500 0.000 50.000 MEMBER 2 3 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50,000 MEMBER 3 4 0. 18.750 0.000 0,000 0,000 18.750 1 0,000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50.000 MEMBER 4 8 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 B BRACE 5.00010.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 SECTION 1 8D WA 8D 55.000 0.000 0.000 50.000 MEMBER 5 6 0. 19.000 0.000 0.000 0.000 19.000 1 0,000 SECTION 1 8F WB 8F 55,000 1.500 0.000 50.000 MF_-,' 6 7 0. 18,750 0.000 0.000 0.000 18.750 1 0.000 41 1 8D WB 8D 55.000 1.500 0.000 50.000 Mrj iR 7 8 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WB 8D 55.000 1.500 0.000 50.000 MEMBER 11 10 1001. 19.000 0.000 0.000 0.000 19.000 1 0.000 SECTION 1 8E WD 8E 55.000 0.000 0.000 50,000 MEMBER 10 9 1001. 19.000 0.000 0.000 0.000 19.000 1 0.000 SECTION 1 8E WB 8E 55.000 0.000 0.000 50.000 MEMBER 8 12 0. 18.750 0.000 0.000 0.000 18.750 1 0,000 B BRACE 5.00010.00020,00030.00040.00050.000 0.000 0.000 0.000 0.000 SECTION 1 8D WA 8D 55.000 0.000 0.000 50.000 MEMBER 15 14 0. 19.000 0.000 0.000 0.000 19.000 1 0.000 SECTION 1 8E WB 8E 55.000 1.500 0.000 50.000 MEMBER 14 13 0. 18.750 0,000 0.000 0.000 18.750 1 0.000 SECTION 1 8E WB 8E 55.000 1.500 0.000 50.000 MEMBER 13 12 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8E WB 8E 55.000 1.500 0.000 50.000 MEMBER 12 16 0. 18.750 0,000 0.000 0.000 18.750 1 0,000 B BRACE 8.000 0.000 0,000 0.000 0.000 0.000 0.000 0,000 0.000 0,000 SECTION 1 8E WB 8E 55.000 1.500 0.000 50.000 MEMBER 2 6 0. 24.000 0.000 0.000 0.000 24.000 1 0.000 B BRACE 7. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8G WB 8G 55.000 0.000 0.000 50.000 MEMBER 3 7 0. 21.000 0.000 0.000 0.000 21.000 1 0,000 B BRACE 7. 0.000 0.000 0.000 0.000 0,000 0,000 0,000 0.000 0.000 0,000 SECTION 1 8E WB 8E 55.000 0.000 0.000 50.000 ME' 6 10 0. 24,000 0.000 0.000 0.000 24.000 1 0.000 B I 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Stv ritN 1 8E WB 8E 55.000 0,000 0,000 50,000 MEMBER 7 9 0. 21.000 0.000 0.000 0.000 21.000 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0,000 SECTION 1 8E WB 8E 55,000 0.000 0,000 50.000 'L'b:i.t.`+':-'e•`...:,t.......::,.:(.!.j..•..:.:..I:.,s: !w').ti.:!.��I.:.i.F.lt MEMBER 10 14 0. 24,000 0.000 0.000 0.000 24.000 1 0,000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8E WB 8E 55,000 0.000 0.000 50.000 MEMBER 9 13 0. 21.000 0.000 0,000 0.000 21.000 1 0.000 B BRACE 7. 0.00015.00022.500 0,000 0.000 0,000 0.000 0.000 0.000 0.000 S' iN 1 8E WB 8E 55,000 0,000 0.000 50.000 `} 1 100. RDL 0. 0. 0, ROOF DEAD LOAD PLUS COLL A 2 100. RLL 0, 0. 0. ROOF SNOW LOAD LDCN 3 100. AR1 0. 0. 0. WIND LOAD FROM LEFT LDCN 4 100. AR2 0. 0. 0. WIND LOAD FROM RIGHT LDCN 5 100. FDL 0, 0. 0, FLOOR DEAD LOAD LDCN 6 100. FLL 0. 0. 0. FLOOR LIVE LOAD LDCN 7 71. EQL 0. 0. 0. SEISMIC LOADS/1,4 FR OM LEFT LDCN 8 71. EQR 0. 0. 0. SEISMIC LOADS/1,4 FR OM RIGHT LDCN 9 100. DL 100. FDL 0, 0. RDL + FDL a TOTAL DE AD LOAD LDCN 10 100. RLL 100, FLL 0. 0. RLL + FLL TOTAL LI VE LOAD LDCN 11 100. RDL 100. RLL 100. RLL 100. FLL TOTAL DL + LL LDCN 12 100. RDL 100. FDL 100. AR1 0. DL + WLL LDCN 13 100. RDL 100. FDL 100. AR2 0. DL + WLR LDCN 14 100. RDL 100. FDL 25. FLL 71, EQL DL + 0.25FLL + EQL/1 .4 LDCN 15 100. RDL 100. FDL 25. FLL 71. EQR DL + 0.25FLL + EQR/1 .4 LDCN 16 90. RDL 90. FDL 71. EQL 0. 0.9DL + EQL/1.4 LDCN 17 90. RDL 90. FDL 71. EOR 0, 0.9DL + EQR/1.4 LDCN 18 100. RDL 100. FDL 75. WLV 75. AR1 DL + 0.75LL + 0.75WL L LDCN 19 100. RDL 100, FDL 75. WLV 75. AR2 DL + 0.75LL + 0.75WL R LDCN 20 100. RDL 100. FDL 75. ELV 54. EQL DL + 0.75(0.25LL) + 0.75(EQL LDCN 21 100. RDL 100. FDL 75. ELV 54, EQR DL + 0.75(0.25LL) + 0,75(EQR LOAD 4 8 RDL GLOB Y UNIF 0.000 -0.246 0.000 0.000 LOAD 8 12 RDL GLOB Y UNIF 0,000 -0,246 0.000 0.000 LOAD 12 8 RDL GLOB Y CONC 16.000 -1.000 0.000 0.000 LOAD 16 12 RDL GLOB Y CONC 0.000 -3.110 0.000 0.000 If 12 8 RDL GLOB Y CONC 28.000 6,900 0,000 0.000 9 10 RDL GLOB Y CONC 0.000 -6.900 0.000 0.000 4 8 RLL GLOB Y UNIF 0.000 -0,683 0.000 0.000 LOAD 8 12 RLL GLOB Y UNIF 0,000 -0.683 0.000 0.000 LOAD 16 12 RLL GLOB Y CONC 0.000 -11.100 0.000 0.000 LOAD 12 8 RLL GLOB Y CONC 28.000 19.100 0.000 0.000 LOAD 9 10 RLL GLOB Y CONC 0.000 -19.100 0.000 0.000 LOAD 1 2 AR1 GLOB X UNIF 0.000 0.313 0.000 0.000 LOAD 2 3 AR1 GLOB X UNIF 0.000 0.313 0.000 0.000 LOAD 3 4 AR1 GLOB X UNIF 0.000 0.313 0.000 0.000 LOAD 4 8 AR1 MEMB Y UNIF 0,000 0.274 0.000 0.000 LOAD 8 12 AR1 MEMB Y UNIF 0.000 0,274 0.000 0,000 LOAD 12 13 AR1 GLOB Y CONC 0.000 4.450 0.000 0,000 LOAD 1 2 AR2 GLOB X UNIF 0.000 -0.195 0.000 0,000 LOAD 2 3 AR2 GLOB X UNIF 0,000 -0.195 0.000 0.000 LOAD 3 4 AR2 GLOB X UNIF 0.000 -0,195 0.000 0,000 LOAD 4 8 AR2 MEMB Y UNIF 0,000 0.274 0.000 0.000 LOAD 8 12 AR2 MEMB Y UNIF 0.000 0.274 0.000 0,000 LOAD 12 13 AR2 GLOB Y CONC 0.000 4.450 0.000 0.000 LOAD 2 6 FDL GLOB Y UNIF 0.000 -0.800 0.000 0,000 LOAD 3 7 FDL GLOB Y UNIF 0.000 -0.800 0,000 0.000 LOAD 6 10 FDL GLOB Y UNIF 0,000 -1.640 0.000 0.000 LOAD 7 9 FDL GLOB Y UNIF 0.000 -1.640 0,000 0.000 LOAD 10 14 FDL GLOB Y UNIF 0.000 -1.640 0.000 0,000 LOAD 9 13 FDL GLOB Y UNIF 0.000 -1,640 0.000 0,000 LOAD 14 15 FDL GLOB Y CONC 0.000 -14.350 0,000 0.000 LC 14 15 FDL GLOB Z MOMT 0.000 -62.800 0.000 0,000 L' 2 6 FLL GLOB Y UNIF 0.000 -1.330 0,000 0.000 LL._._.' 3 7 FLL GLOB Y UNIF 0.000 -1.330 0,000 0,000 LOAD 6 10 FLL GLOB Y UNIF 0.000 -1.640 0.000 0.000 LOAD 7 9 FLL GLOB Y UNIF 0.000 -1.640 0.000 0,000 LOAD 10 14 FLL GLOB Y UNIF 0.000 -1,640 0.000 0,000 LOAD 9 13 FLL GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 14 15 FLL GLOB Y CONC 0.000 -23.900 0.000 0.000 LOAD 14 15 FLL GLOB Z MOMT 0.000 -104.600 0.000 0.000 LOAD 16 12 EQL GLOB X CONC 0.000 17.320 0.000 0.000 LOAD 8 12 EQL GLOB X CONC 28,000 6.000 0.000 0.000 7 9 EQL GLOB X CONC 14,000 30.000 0.000 0.000 6 10 EQL GLOB X CONC 14,000 11.920 0.000 0.000 L..& 16 12 EOR GLOB X CONC 0,000 -17.320 0.000 0.000 LOAD 8 12 EOR GLOB X CONC 28.000 -6.000 0.000 0.000 LOAD 7 9 EOR GLOB X CONC 14,000 -30.000 0,000 0.000 LOAD 6 10 EOR GLOB X CONC 14,000 -11.920 0.000 0.000 LOAD 4 8 WLV GLOB Y UNIF 0.000 -0,683 0.000 0.000 LOAD 8 12 WLV GLOB Y UNIF 0.000 -0.683 0,000 0.000 LOAD 16 12 WLV GLOB Y CONC 0.000 -11.100 0,000 0.000 LOAD 2 6 WLV GLOB Y UNIF 0.000 -1.330 0.000 0.000 LOAD 3 7 WLV GLOB Y UNIF 0,000 -1.330 0.000 0.000 LOAD 6 10 WLV GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 7 9 WLV GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 10 14 WLV GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 9 13 WLV GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 14 15 WLV GLOB Y CONC 0.000 -23.900 0,000 0.000 LOAD 14 15 WLV GLOB Z MOMT 0,000 -104.600 0.000 0.000 LOAD 2 6 ELV GLOB Y UNIF 0.000 -0.330 0.000 0.000 LOAD 3 7 ELV GLOB Y UNIF 0.000 -0.330 0,000 0.000 LOAD 6 10 ELV GLOB Y UNIF 0.000 -0,410 0.000 0.000 LOAD 7 9 ELV GLOB Y UNIF 0.000 -0,410 0.000 0.000 LOAD 10 14 ELV GLOB Y UNIF 0.000 -0,410 0.000 0.000 LOAD 9 13 ELV GLOB Y UNIF 0.000 -0,410 0.000 0.000 LOAD 14 15 ELV GLOB Y CONC 0.000 -6,000 0.000 0,000 LOAD 14 15 ELV GLOB Z MOMT 0.000 -26.150 0.000 0.000 END 12 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 1 JOB#130eRho - Frame Line E with Rho DATE 10/23/2003 13 Fr REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS S, .JN MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 1.278 -0.007 0.000 0.000 0.000 = 2 2 0.000 0.001 '~ tu Z 3 3 -0.001 0,003 Q6 4 4 -0.002 0.001 J U 5 5 6.160 0.013 0.000 0.000 0.000 U O 6 6 -0.002 0.001 co W 7 7 -0,004 0.003 J H . 8 8 -0.008 0.002 co LL 9 9 -0.004 0.005 W O} 10 10 -0.002 0.001 2 1- 11 11 6.724 0.000 0.000 0.000 0,000 g Q 12 12 -0.009 -0.002 c 13 13 -0.005 0.006 H W 14 14 -0.002 0.001Z H 15 15 7.284 -0.006 0.000 0.000 0.000 H O 16 16 -0.011 -0.122 Z I- LO W FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD D C CD ON SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL o H Jr JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION S W r -NI NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) E-- H - O 1 1 3.376 -0.014 0.000 0.000 0.000 til Z 2 2 -0.001 0.003 U 3 3 -0.003 0.009 0 H 4 4 -0.004 0.013 Z 5 5 16.482 0.023 0.000 0.000 0.000 6 6 -0.004 0.003 7 7 -0.012 0.009 8 8 -0.020 0.014 9 9 -0.012 0.012 10 10 -0.005 0.002 11 11 18.766 0,000 0.000 0.000 0.000 12 12 -0.026 0.007 13 13 -0.014 0.015 14 14 -0.006 0.002 15 15 20.608 -0.009 0.000 0.000 0.000 16 16 -0,032 -0.212 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 2 DATE 10/23/2003 REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND LOAD FROM LEFT b, -.10N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -5.934 -3.737 0.000 0,000 0.000 ;1 Z 2 2 0.002 0,071or w 3 3 0,002 0.112 QQ 4 4 0.002 0.128 U UO 5 5 -6.460 -3.299 0.000 0,000 0.000 0 p 6 6 0.002 0.070 N W 7 7 0,007 0.111 J H 8 8 0.013 0,126 N LL 9 9 0,000 0.106 W O 10 10 0.000 0.070 g 11 11 -0.026 0.000 0.000 0,000 00 Q 0,0 12 12 0,015 0,136 = d 13 13 0,008 0,100 H w 14 14 0.003 0.070= Z1.- 15 15 -11.273 -1.441 0.000 0.000 0.000 I.,., O 16 16 0.015 0.500 Z I uj �p FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - WIND LOAD FROM RIGHT U O N. SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 H JrJOINT REACTION REACTION REACTION DEFLECTION DEFLECTION = W NUMBER (KIPS) (KIPS) (KIP-FT)(IN) (IN) a. O. 1 1 8.593 3.388 0.000 0.000 0.000 til N 2 2 -0.003 -0.078 U- 1= _ 3 3 -0.004 -0.149 O I- 4 4 -0.005 -0.191 5 5 -20.348 3.165 0.000 0.000 0.000 6 6 0.005 -0.078 7 7 0.012 -0.149 8 8 0.019 -0.194 9 9 0.000 -0.153 10 10 0.000 -0.077 11 11 0,900 0.000 0,000 0,000 0.000 12 12 0.015 -0.183 13 13 0.009 -0.157 14 14 0.004 -0.076 15 15 -12.837 1.321 0,000 0.000 0.000 16 16 0.015 0.151 • Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 3 JOB#130eRho - Frame Line E with Rho DATE 10/23/2003 ' REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - FLOOR DEAD LOAD MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 6.621 -0.304 0.000 0,000 0.000 2 2 -0.002 0.009 3 3 -0.004 0.004 4 4 -0.005 0.014 5 5 59.785 2.165 0.000 0.000 0.000 6 6 -0.015 0.009 7 7 -0.029 0.004 8 8 -0.029 0,016 9 9 -0.043 0.000 10 10 -0.024 0.013 11 11 95.709 0.000 0.000 0,000 0,000 12 12 -0.026 0,010 13 13 -0,026 -0,003 14 14 -0.018 0.017 15 15 59.355 -1.860 0.000 0.000 0.000 16 16 -0.026 0.105 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL Jr JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION ' t NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 11.908 -0.757 0,000 0,000 0.000 2 2 -0,004 0,029 3 3 -0,007 0,041 4 4 -0.008 0.055 5 5 69.289 1.063 0,000 0.000 0.000 6 6 -0,018 0.029 7 7 -0.034 0.041 8 8 -0.033 0.056 9 9 -0.043 0.038 10 10 -0,024 0.033 11 11 94.972 0.000 0.000 0,000 0.000 12 12 -0,029 0.050 13 13 -0,029 0.036 14 14 -0.021 0.037 15 15 69.511 -0.306 0,000 0,000 0,000 16 16 -0,029 0.147 15 2 cc = UO ui J H OD uL WO LL Q. N a:) = F- O. ZF- LU W U� ON 0 F - WW H ti O WZ U= 0 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 4 DATE 10/23/2003 F',._ REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1,4 FR �.ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -65.488 -17.434 0,000 0.000 0.000 2 2 0.020 0,498 3 3 0.036 0.971 4 4 0.041 1,393 5 5 59.041 -20.951 0.000 0.000 0.000 6 6 -0,015 0.499 7 7 -0.027 0,971 8 8 -0.030 1,407 9 9 0.000 0.965 10 10 0.001 0,503 11 11 -2.415 0,000 0.000 0.000 0.000 12 12 -0.007 1.466 13 13 -0.005 0.948 14 14 -0,003 0.503 15 15 8.861 -,-8.196 0.000 0.000 0.000 16 16 -0,007 3.744 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL Jr JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 65.488 17.434 0.000 0.000 0.000 2 2 -0.020 -0.498 3 3 -0,036 -0.971 4 4 -0,041 -1.393 5 5 -59.041 20,951 0.000 0.000 0.000 6 6 0.015 -0.499 7 7 0.027 -0.971 8 8 0.030 -1.407 9 9 0.000 -0.965 10 10 -0.001 -0.503 11 11 2.415 0.000 0.000 0.000 0.000 12 12 0.007 -1.466 13 13 0.005 -0.948 14 14 0.003 -0.503 15 15 -8.861 8.196 0.000 0.000 0.000 16 16 0.007 -3.744 16 -1 5 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho Fr__„ REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL e TOTAL DE SL,,,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO, - 5 DATE 10/23/2003 17 652-/ 7 -/ 1 1 6,621 -0.304 0.000 0.000 0.000. 2 2 -0.002 0.009 - aW 3 3 -0,004 0,004 Q 4 4 -0,005 0,014 J O 5 5 59.785 2,165 0.000 0.000 0.000 0 O 6 6 -0,015 0.009 u) W 7 7 -0.029 0,004 J 8 8 -0,029 0.016 0) u. 9 9 -0,043 0,000 W 0} 10 10 -0.024 0,013 2 F_. 11 11 95.709 0.000 0.000 0.000 0.000 uL Q 12 12 -0,026 0,010 u) 13 13 -0.026 -0.003 2 a 14 14 -0,018 0.017 F.__ 15 15 59.355 -1.860 0.000 0.000 0.000 Z F- 16 16 -0,026 0,105 Z 0 W W FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL = TOTAL LI U 0 ON SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 1 -- JC JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION = W P` NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) E- r- u. 1 1 15.284 -0.771 0.000 0,000 0.000 til Z 2 2 -0.005 0.031 0W 3 3 -0,010 0,049 0 ~ 4 4 -0.012 0.067 5 5 85.771 1.086 0.000 0,000 0.000 6 6 -0.022 0.032 7 7 -0.046 0.050 8 8 -0.053 0.070 9 9 -0.055 0.050 10 10 -0.029 0.036 11 11 113.738 0.000 0.000 0,000 0.000 12 12 -0,055 0.057 13 13 -0.044 0,051 14 14 -0,027 0,039 15 15 90.119 -0.315 0.000 0.000 0.000 16 16 -0.061 -0,064 • ue4w U..YYv»nW.rw+4L1:N.N.FnuirM.N<G'.U151�..fw.e:' W.L�.M:J.'v11Y4..b Cwti z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 6 DATE 10/23/2003 F'_ REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 16.562 -0.778 0.000 0.000 0.000 2 2 -0.005 0.032 3 3 -0.011 0,052 4 4 -0.014 0.069 5 5 91.931 1.099 0.000 0.000 0.000 6 6 -0.024 0,033 7 7 -0.050 0.053 8 8 -0.061 0.072 9 9 -0.060 0.055 10 10 -0.030 0.036 11 11 120.462 0.000 0.000 0.000 0.000 12 12 -0.064 0.055 13 13 -0.049 0.057 14 14 -0.029 0.040 15 15 97.403 -0.321 0.000 0.000 0.000 16 16 -0,072 -0.186 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JrJOINT REACTION REACTION REACTION DEFLECTION DEFLECTION P' NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 1.965 -4.048 0.000 0.000 0,000 2 2 -0.001 0,081 3 3 -0.003 0.119 4 4 -0,004 0.143 5 5 59.485 -1.122 0.000 0.000 0.000 6 6 -0.015 0.080 7 7 -0.027 0.118 8 8 -0.023 0,144 9 9 -0,048 0.111 10 10 -0.026 0.083 11 11 102.407 0.000 0.000 0.000 0.000 12 12 -0.021 0.144 13 13 -0.023 0,103 14 14 -0.016 0.087 15 15 55.366 -3.308 0.000 0,000 0.000 16 16 -0.022 0,483 18 cc -/7 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 7 DATE 10/23/2003 F'__, REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR SL..,1ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 19 It 1 1 16.492 3.077 0.000 0,000 0.000 S 2 2 -0.005 -0,068 CC W. 3 3 -0.010 -0.142 QQ 4 4 -0.011 -0,176 U 0 5 5 45.597 5.342 0.000 0.000 0.000 N p 6 6 -0,012 -0.068 to W 7 7 -0.021 -0,141 J H 8 8 -0,017 -0.176 N LL 9 9 -0,048 -0,148 W O 10 10 -0,026 -0.063 - 11 11 103.332 0.000 0.000 0,000 0.000 uL Q 12 12 -0,020 -0,175 v_) d 13 13 -0,023 -0.154 =w 14 14 -0.016 -0.058 Z H 15 15 53.802 -0.545 0.000 0.000 0,000 H O 16 16 -0,022 0,134 2E 1- ILIUJ FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL + 0.25FLL + EQL/1 UO ON SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL C3 H. Jr JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION .= U ' \t NUMBER (KIPS) (KIPS) (KIP-FT)(IN) u (IN) �' H -.._- -O 1 1 -54.612 -17.934 0,000 0,000 0.000 Lij N 2 2 0,016 0.515 U = 3 3 0.029 0,988 0 I- 4 4 0.033 1.422 5 5 142.309 -18.508 0.000 0.000 0,000 6 6 -0,037 0.516 7 7 -0,069 0.989 8 8 -0.075 1,439 9 9 -0.058 0,979 10 10 -0.031 0.525 11 11 123.761 0.000 0,000 0.000 0,000 12 12 -0.050 1.487 13 13 -0,043 0.961 14 14 -0,028 0.529 15 15 92.878 -10.138 0.000 0.000 0,000 16 16 -0.051 3.764 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 8 2 0 DATE 10/23/2003 F REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0.25FLL + EOR/1 . ..XON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 76.363 16.934 0.000 0.000 0,000 2 2 -0.023 -0.481 3 3 -0,043 -0.953 4 4 -0.049 -1.364 5 5 24.227 23.394 0.000 0,000 0.000 6 6 -0.006 -0.481 7 7 -0.015 -0.954 8 8 -0.014 -1.376 9 9 -0.059 -0.950 10 10 -0.032 -0.481 11 11 128.591 0.000 0.000 0.000 0.000 12 12 -0.036 -1.446 13 13 -0.034 -0.936 14 14 -0.022 -0.476 15 15 75.156 6.253 0.000 0.000 0.000 16 16 -0.038 -3.724 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - 0.9DL + E0L/1.4 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL Jr ' JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION ' "...,..`Z NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -58.379 -17.714 0.000 0.000 0,000 2 2 0.017 0.507 3 3 0.031 0.977 4 4 0.035 1.407 5 5 118.392 -18.992 0.000 0.000 0.000 6 6 -0,031 0.508 7 7 -0,057 0.978 8 8 -0.063 1.423 9 9 -0.043 0,969 10 10 -0.023 0.515 11 11 89.775 0.000 0.000 0.000 0.000 12 12 -0.039 1.473 13 13 -0.033 0.951 14 14 -0.021 0,518 15 15 68.836 -9.875 0.000 0,000 0.000 16 16 -0.040 3.729 Z 1 Z W ce JU 00 OD C3 W= J F- MLL w0 Q J LL Q Go 0 ZCi I -W E. F- 0 Z I-- U� N; 0 WW 0 .. Z. w 00 P. =, Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 9 DATE 10/23/2003 21 F--., REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0.9DL + EOR/1,4 Sti.IION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 72.596 17.154 0,000 0.000 0.000 2 2 -0.022 -0,489 3 3 -0,040 -0.964 4 4 -0.046 -1,379 5 5 0.310 22.911 0.000 0,000 0,000 6 6 0.000 -0.490 7 7 -0.003 -0.965 8 8 -0,003 -1.391 9 9 -0.043 -0.960 10 10 -0,024 -0.490 11 11 94.604 0.000 0.000 0,000 0.000 12 12 -0,025 -1.459 13 13 -0,024 -0.946 14 14 -0,015 -0.487 15 15 51.114 6.516 0.000 0.000 0.000 16 16 -0.027 -3.759 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0.75LL + 0,75WL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JC-„ JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION t NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 12,322 -3.765 0,000 0.000 0.000 2 2 -0.004 0,090 3 3 -0,009 0.140 4 4 -0.010 0.164 5 5 135.996 0.590 0.000 0,000 0.000 6 6 -0.035 0.090 7 7 -0,070 0.139 8 8 -0,080 0.168 9 9 -0.080 0,140 10 10 -0,044 0.095 11 11 172.886 0.000 0,000 0,000 0.000 12 12 -0.075 0.141 13 13 -0,063 0.141 14 14 -0,040 0.100 15 15 132.627 -3.183 0.000 0,000 0,000 16 16 -0,080 -0.214 0 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 10 DATE 10/23/2003 F'__ REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0.75LL + 0.75WL sL,.,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 22 -al Z • 1 1 23.217 1.579 00 0,000 0,000 Z 0,0 2 2 -0,007 -0.022 '� w 3 3 -0.014 -0.056 4 4 -0.015 -0.076 5 5 125.580 5.438 0,000 0,000 0.000 « p 6 6 -0,032 -0.021 co W 7 7 -0.066 -0.056 wi H 8 8 -0.075 -0,071 co u_ 9 9 -0,080 -0.054 w O. 10 10 -0,044 -0,015 g 11 11 173.580 0.000 0,000 0.000 0.000 LL Q 12 12 -0.074 -0.099 v> 13 13 -0.063 -0.052 = d W 14 14 -0.039 -0,008= Z F` 15 15 131.453 -1.111 0.000 0.000 0.000 I_ O 16 16 -0.080 -0.476 Z E"' UJ 0 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) + U 0. ON SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL w jr ; JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION = U NUMBER (KIPS) (KIPS) (KIP -FT) (IN)(IN) E-: -O ..Z'. w O I • 1- 1 1 1 -39.010 -13.530 0,000 0.000 0.000 2 2 0.012 0.389 3 3 0,020 0,743 4 4 0.023 1,070 5 5 123.191 -13.336 0,000 0.000 0,000 6 6 -0.032 0.390 7 7 -0.060 0.743 8 8 -0.065 1.083 9 9 -0.056 0.736 10 10 -0.030 0.397 11 11 118.430 0.000 0.000 0.000 0.000 12 12 -0.046 1.117 13 13 -0.040 0.721 14 14 -0.026 0.401 15 15 86.337 -8,070 0.000 0.000 0.000 16 16 -0.048 2.819 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 11 DATE 10/23/2003 23 F' REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - JON MEMBER VERTICAL HORIZONTAL MOMENT JOINT JOINT REACTION REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) 1 1 59.222 2 2 3 3 4 4 5 5 34.630 6 6 7 7 8 8 9 9 10 10 11 11 122.052 12 12 13 13 14 14 15 15 73.045 16 16 12.622 0.000 18.091 0.000 0.000 0,000 4.223 0.000 DL + 0,75(0.25LL) + VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 - 0.018 -0,033 - 0,038 0,000 - 0,009 -0.020 - 0,020 - 0.056 -0,031 0.000 -0,036 -0,034 - 0,022 0.000 -0,038 0.000 -0,358 - 0.713 -1,019 0.000 -0.359 -0.713 - 1,027 - 0.711 - 0.357 0,000 -1.082 - 0,702 - 0,353 0,000 -2.797 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 12 24 DATE 10/23/2003 MEMBER 1- 2 LENGTH 9.00 FT MEMBER ANGLE 90,00 ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT (FT) FLG WEB SEG SIZE START END 1 9,00 55. 50, 5 1.80 FT 19.00 IN 19.00 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -65,49 156.91 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 DEG TEMP DIFF 0. DEG,F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0,5000 0,2500 8.000 x 0.5000 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 5,24 22.19 -22.19 0.17 0,67 0,67 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0.847 9.0 FT 7 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 17.93 67,14 MEMBER 2- 3 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8,000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 37.65 91.15 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.08 31,22 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4,02 17.16 -17.16 0.22 0,48 0.52 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0.699 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 15 -14.53 30.45 MEMBER 3- 4 LENGTH 11.19 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 11,19 55. 50. 6 1,86 FT 18.75 IN 18,75 IN 8.000 x 0,3750 0,1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 12.15 -75.13 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.07 33.00 31.22 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.30 -14.14 14,14 0.07 0.43 0.45 0 WEIGHT 357, LB MAX COMB AT LOAD UNITY CK DIST COND 0.521 11.2 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 15 -13.05 30.45 Z oc Z 6U UO N CO ILI J= H NW Wo N D Sd _ Z�. 1- O Z F- W W Dc O- 0 WW 0 r- WZ U= O1 - Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 13 DATE 10/23/2003 25 MEMBER 4- 8 LENGTH 13.88 FT MEMBER ANGLE 4,84 DEG TEMP DIFF 0. DEG.F RELEASES )N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 13.88 55. 50. 7 1.98 FT 18,75 IN 18.75 IN 8.000 x 0,3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 14.03 -75.13 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 25.31 33.00 31.22 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.50 -14,14 14.14 0,06 0.43 0,45 0 WEIGHT 443. LB MAX COMB AT LOAD UNITY CK DIST COND 0.512 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 11.01 30,45 MEMBER 5- 6 LENGTH 9.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 9.00 55. 50. 5 1.80 FT 19.00 IN 19,00 IN 8,000 x 0,6250 0.2500 8.000 x 0.6250 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 142.31 166.58 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 21.24 33,00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 9.86 19.76 -19.76 0.46 0.52 0,60 0 WEIGHT 442, LB MAX COMB AT LOAD UNITY CK DIST COND 0.987 9.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 15 -23.39 67.14 MEMBER 6- 7 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 18.32 -136.68 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 17.40 33.00 31.18 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.74 -24.48 24.48 0.10 0,74 0.79 0 WEIGHT 429. LB MAX COMB AT LOAD UNITY CK DIST COND 0,886 12.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -22.58 67.14 Z ' W oC JU 00 ND J F- F- U) Wo}} gJ Q =a �uu Z= I-0 Z I- W W. • p O - OH WW I=- H u- O Z W U= 0 I - 2E DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 14 26 DATE 10/23/2003 MEMBER 7- 8 LENGTH 12.36 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES 'MON LENGTH YIELD .,i. (FT) FLG WEB 1 12.36 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -0.93 -108.67 NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 7 1.77 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 30.84 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.09 -19.47 19.47 0.00 0.59 0.63 0 WEIGHT 442. LB MAX COMB AT LOAD UNITY CK DIST COND 0.631 12.4 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -17.57 67.14 MEMBER 11-10 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 452. LB SECTION LENGTH YIELD NO. (FT) FLG WEB 1 9,00 55, 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 173.58 0.00 NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 5 1.80 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.3750 8.000 x 0.5000 0.546 0.9 FT 19 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 21.57 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 11.77 0.00 0.00 0.55 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 142.50 MEMBER 10- 9 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 510. LB SECTION LENGTH YIELD (FT) FLG WEB 12.00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 91.12 0.00 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 7 1.71 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 0.391 0,9 FT 19 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.67 31.45 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 7.29 0.00 0.00 0.39 0.00 0.00 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 0.00 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB4130eRho - Frame Line E with Rho PAGE NO. - 15 DATE 10/23/2003 27 62-02G MEMBER 8-12 LENGTH 56.59 FT MEMBER ANGLE 4,72 DEG TEMP DIFF 0. DEG.F RELEASES SON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB ,i. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 56.59 55, 50. 20 2.83 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0,1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 12,54 -100.52 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.67 33.00 31,22 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1,34 -18,92 18,92 0.08 0,57 0.61 0 WEIGHT 1805. LB MAX COMB AT LOAD UNITY CK DIST COND 0.686 0.0 FT 19 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 13.76 30.45 MEMBER 15-14 LENGTH 9.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 9,00 55. 50. 5 1,80 FT 19.00 IN 19.00 IN 8,000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 100.35 -169.90 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 21.99 33,00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8.03 -24,03 24.03 0.37 0.73 0.63 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 0,998 9.0 FT 18 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -10.14 67,14 MEMBER 14-13 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.00 55, 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 39.55 -130.59 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.71 33.00 31.46 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.18 -18.77 18.77 0.10 0.57 0.60 0 WEIGHT 508. LB MAX COMB AT LOAD UNITY CK DIST COND 0,693 12.0 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -15.60 67,14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 16 DATE 10/23/2003 28 MEMBER 13-12 LENGTH 17.02 FT MEMBER ANGLE 90,00 ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT ..,i. (FT) FLG WEB SEG SIZE START END 1 17.02 55. 50. 9 1.89 FT 18.75 IN 18.75 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 3.32 -151.31 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 12.29 33.00 26.20 DEG TEMP DIFF 0. DEG,F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0,5000 0.2500 8.000 x 0.5000 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.27 -21,75 21.75 0.02 0,66 0.83 0 WEIGHT 720. LB MAX COMB AT LOAD UNITY CK DIST COND 0.852 17.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -13.97 67.14 MEMBER 12-16 LENGTH 15,24 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 15.24 55. 50. 8 1.90 FT 18,75 IN 18.75 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 3.11 188.47 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 23.66 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.25 27.09 -27.09 0,01 0.82 0.82 0 WEIGHT 645. LB MAX COMB AT LOAD UNITY CK DIST COND 0.831 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 12.37 67,14 MEMBER 2- 6 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD (FT) FLG WEB , 13.83 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -5,20 -301.10 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 7 1.98 FT 24.00 IN 24.00 IN 8.000 x 0.7500 0.2500 8.000 x 0.7500 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 24.86 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.30 -23.32 23.32 0.01 0.71 0.94 0 WEIGHT 829. LB MAX COMB AT LOAD UNITY CK DIST COND 0.938 13.8 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -47.14 57.74 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho MEMBER 3- 7 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES PAGE NO. - 17 DATE 10/23/2003 29 0 WEIGHT 612. LB ON LENGTH YIELD W. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NU. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 13.83 55. 50. 7 1.98 FT 21,00 IN 21.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 0,922 13,8 FT 14 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -1.26 -179.44 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 24.33 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.10 -22.44 22,44 0.00 0.68 0.92 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -30.62 64.96 MEMBER 6-10 LENGTH 28.00 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.00 55. 50. 15 1.87 FT 24,00 IN 24.00 IN 8.000 x 0.5000 0.2500 8,000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 3.22 -135.11 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 8.37 33,00 21.78 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO . FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.23 -14.33 14.33 0.03 0.43 0.66 0 WEIGHT 1310. LB MAX COMB AT LOAD UNITY CK DIST COND 0.686 0.9 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -41.47 56.49 MEMBER 7- 9 LENGTH 28.00 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 28.00 55. 50. 15 1.87 FT 21.00 IN 21.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -2.13 -205.04 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.16 -25.65 25.65 0.01 0.78 0.78 0 WEIGHT 1239. LB MAX COMB AT LOAD UNITY CK DIST COND 0,783 28,0 FT 19 - ---WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 18 -41.83 64.96 Z oc JU 00 NC) J = I - w0 gQ CO d. = W = I - O. Z F- uj UO ON O I- wW H-- U_ O w Z U= O~ Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho PAGE NO. - 18 DATE 10/23/2003 • 30 MEMBER 10-14 LENGTH 28.40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES "\)N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28,40 55. 50. 15 1.89 FT 24.00 IN 24.00 IN 8,000 x 0.5000 0.2500 8,000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -7.26 -159.15 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 21,78 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.53 -16.87 16.87 0.02 0.51 0.77 0 WEIGHT 1329. LB MAX COMB AT LOAD UNITY CK DIST COND 0.775 0.9 FT 19 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 41.22 56.49 MEMBER 9-13 LENGTH 28.40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55. 50. 15 1.89 FT 21.00 IN 21.00 IN 8.000 x 0.5000 0.2500 8,000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -2.13 -166.02 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 22.16 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.16 -20.77 20.77 0.01 0.63 0.94 0 WEIGHT 1256. LB MAX COMB AT LOAD UNITY CK DIST COND 0.937 0.9 FT 19 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 42.58 64.96 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 14476, LB FLANGE BRACE REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho t 1 Flange Bracing Option: OFF PAGE NO. - 1 DATE 10/23/2003 MEMBER 1 - 2 UNBRACED MEMBER 2 - 3 UNBRACED MEMBER 3 - 4 UNBRACED MEMBER 4 - 8 OUTER FL. BRACED AT 5.00FT 10,00FT INNER FL. BRACED AT X X MEMBER 5 - 6 UNBRACED MEMBER 6 - 7 UNBRACED MEMBER 7 - 8 UNBRACED MF""9 11 - 10 UNBRACED f4 MEMBER 10 - 9 UNBRACED MEMBER 8 - 12 OUTER FL. BRACED AT 5.00FT 10.00FT 20.00FT 30.00FT 40.00FT 50.00FT INNER FL. BRACED AT X X X X X X MEMBER 15 - 14 UNBRACED MEMBER 14 - 13 UNBRACED MEMBER 13 - 12 UNBRACED MEMBER 12 - 16 OUTER FL. BRACED AT 8.00FT INNER FL. BRACED AT X MEMBER 2 - 6 OUTER FL. BRACED AT 0.00FT INNER FL. BRACED AT X MEMRFR 3 - 7 CA, 'L. BRACED AT O.00FT II 2L. BRACED AT X MEMBER 6 - 10 OUTER FL. BRACED AT O.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X 31 Z W cC JU UO NC) cn W W= H c0 WO •Q ' =om W H =. ZH H O Z 1— W 2 U � ON CI i— ll' W LL E"' — O. .. z. 0— H Z: A ~` Z MEMBER 7 - 9 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X FLANGE BRACE REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Rho l _, 'e Flange Bracing Option: OFF PAGE N0. - 2 DATE 10/23/2003 MEMBER 10 - 14 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50Fr INNER FL. BRACED AT X X X MEMBER 9 - 13 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X 33 Q W • 0. 00: Wz J H' co u. WO LL LL Q. 5E cr. H ZH O z, W ill rz. W H O .. Z: U =. H O ~; Z Auto/Steel Design • * A Synercom Technology, Inc. Development * for NCI Building Systems Release 7, MOD 1 2000.9.7.1 Run Start Date 10/23/2003 Time 09:05:09 TITLE - JOB#130eRho - Frame Line E with Omega° PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS DESIGN SUMMARY REPORT WITH DEFLECTIONS EXECUTION OPTIONS EXECUTION MODE MAXIMUM NUMBER OF ITERATIONS UNITY CHECK RANGE MAXIMUM SEGMENT SIZE COEF. OF LINEAR EXPANSION MOD. OF ELASTICITY,E LOCATE FLANGE BRACING • ANALYSIS ONLY • 1 • 0.950 TO 1.050 • 2.000 FT • 0.0000065000/DEG,F • 29000000. PSI NO 34 Q-33 DESIGN INPUT ECHO cg�34, 35 NCI Building Systems, L.P. J0P?30eRho - Frame Line E with Omega() JOB#130eRho - Frame Line E with Omega0 JTC,10/08/03 3,1 N JOINTS JOINT,1,1.42,0 „110 JOINT,2,1,42,9,0 JOINT,3,1.42,21,0 JOINT,4,1,42,32,19 JOINT,5,15,25,0 „110 JOINT,6,15,25,9,0 JOINT,7,15,25,21,0 JOINT,8,15.25,33.36 JOINT,9,43.25,21.0 JOINT,10,43.25,9.0 JOINT,11,43,25,0 „110 JOINT,12,71,65,38.02 JOINT,13,71,65,21.0 JOINT,14,71,65,9.0 JOINT,15,71,65,0 „ 110 JOINT,16,71.65,53.26 MEMBERS MEMBER,1,2„19,,,,,19„1„ SECTION,1,8E,,,WB,,,8E,,,55 „1,5„ 50,,, !,2,3„18,75,,,,18.75,1„ ....,ON,1,8D,,,WA,,,8D,,,55.,1.5„ 50,,, MEMBER,3,4„ 18,75,,,,18,75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„50,,, MEMBER,4,8„ 18,75,,,,18,75,1„ B BRACE,5.,10., SECTION,I,8D,,,WA,,,8D,,,55,,,,50.,, MEMBER,5,6„19,,,,,19.,1„ SECTION,1,8F,,,WB,,,8F,,,55 „ 1,5„ 50,,, MEMBER,6,7„ 18,75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55 „ 1,5„ 50,,, MEMBER,7,8„18,75,,,,18,75,1„ SECTION,1,8D,,,WB,,,8D,,,55 „1,5„ 50,,, MEMBER,11,10,1001„19,,,,,19 „1„ SECTION,1,8E,,,WD,,,8E,,,55,,,,50,,, MEMBER,10,9,1001„19,,,,,19„1„ SECTION,I,BE,,,WB,,,BE,,,55,,,,50,,, MEMBER,8,12„18,75,,,,18.75,1„ B BRACE,5 „10.,20.,30.,40.,50., SECTION,1,8D,,,WA,,,81),,,55.,,,50.,, MEMBER,15,14„19,,,,,19„1„ SECTION,1,8E,,,WB,,,8E,,,55 „ 1.5„ 50,,, MEMBER,14,13„18,75,,,,18.75,1„ SECTION,1,8E,,,WB,,,8E,,,55.,1.5„50,,, MEMBER,13,12„ 18,75,,,,18,75,1„ SErTTON,1,8E,,,WB,,,8E,,,55 „ 1,5„50,,, M” ,12,16„18,75,,,,18.75,1„B B, PAGE 1 10/23/2003 ZQ '� W -J C.) 00 OD CI OD a J H • 00 W() LLQ. No.. =W Zp- i-- 2E - f-Z I- m U C3. Ou) Wa =O,, tllZ O Z DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 2 JOp4130eRho - Frame Line E with OmegaO 10/23/2003 ION,1,8E,,,WB,,,BE,,,55.,1.5„ 50.,, MEMBER,2,6„ 24.,,,,24.,1„ B BRACE 7.5 SECTION,I,BG,,,WB,,,8G,,,55.1,,50.,0 MEMBER,3, 7„21.,,,,21.,1„B BRACE 7.5 SECTION,1,8E,,,WB,,,8E,,,55.,),50.,, MEMBER, 6,10„ 24 . „ „24 . ,1„B BRACE 7.5,15.,22.5, SECTION,1,8E,,,WB,,,8E,,,55.,,,50.,, MEMBER,7,9„21.,,,,21.,1„ B BRACE 7.5,15.,22.5, SECTION,1,8E,,,WB,,18E,,,55.1,,50.,, MEMBER,10,14„ 24,,,,,24.,1„B BRACE 7.5,15 „22.5, SECTION,I,8E,,,WB,,,8E,,,55.),,50.,, MEMBER,9,13„21.,,,,21.,1„B BRACE 7.5,15.,22.5, SECTION,I,8E,,,WB,,,8E,1,55.1,,5O.,, LOADCOND LDCN,1,100.,RDL ROOF DEAD LOAD PLUS COLL LDCN,2,100 „RLL ROOF SNOW LOAD LDCN,3,100.,AR1 WIND LOAD FROM LEFT Dem .4,100.,AR2 WIND LOAD FROM RIGHT ,100 ,FDL FLOOR DEAD LOAD L .,6,100.,FLL FLOOR LIVE LOAD LDCN,7,71.4,EOL SEISMIC LOADS/1.4 FROM LEFT LDCN,8,71.4,E0R SEISMIC LOADS/1.4 FROM RIGHT LDCN,9,100.,DL,100.,FDL RDL + FDL = TOTAL DEAD LOAD LDCN,10,100.,RLL,100 „FLL RLL + FLL = TOTAL LIVE LOAD LDCN,ll,100.,RDL,100.,RLL,100,RLL,100.,FLL,TOTAL DL + LL LDCN,12,100.,RDL,100.,FDL,100,AR1,,,DL + WLL LDCN,13,100.,RDL,100.,FDL,100,AR2,,,DL + WLR LDCN,14,100.,RDL,100.,FDL,25.,FLL,71.4,E9L,DL + 0.25FLL + EQL/1.4 LDCN,15,100.,RDL,100.,FDL,25.,FLL,71.4,EOR,DL + 0.25FLL + EOR/1.4 LDCN,16,90.,RDL,90.,FDL,71.4,EQL,,,0.9DL + EQL/1.4 LDCN,17,90.,RDL,90.,FDL,71.4,E0R,,,0.9DL + EOR/1.4 LDCN,18,100.,RDL,100.,FDL,75.,WLV,75.,AR1,DL + 0.75LL + 0.75WLL LDCN,19,100.,RDL,100.,FDL,75.,WLV,75.,AR2,DL + 0.75LL + 0.75WLR LDCN,20,100.,RDL,100.,FDL,75.,ELV,53.55,E0L,DL + 0.75(0.25LL) + 0.75(EQL/1.4) LDCN,21,100.,RDL,100.,FDL,75.,ELV,53.55,EQR,DL + 0.75(0.25LL) + 0.75(EQR/1.4) LOADS LOAD,4,8,RDL,GLOB,Y,UNIF,0 „-0.246 LOAD,8,12,RDL,GLOB,Y,UNIF,O.,-0.246 LOAD,12,8,RDL,GLOB,Y,CONC,16.,-1.0 LOAD,16,12,RDL,GLOB,Y,CONC,O.,-3.11 LOAD,12,8,RDL,GLOB,Y,CONC,28.16.9 LOAD,9,10,RDL,GLOB,Y,CONC,O.,-6.9 L' ,8,RLL,GLOB,Y,UNIF,O.,-0.683 _._..,,12,RLL,GLOB,Y,UNIF,O.,-0.683 2-35 36 DESIGN INPUT ECHO Th.36 3.7 NCI Building Systems, L.P. JOn4130eRho - Frame Line E with 0mega0 L. ,16,12,RLL,GLOB,Y,CONC,O.,-11.10 L0AD,12,8,RLL,GLOB,Y,CONC,28.,19.1 LOAD,9,10,RLL,GLOB,Y,CONC,O.,-19,1 PAGE 3 10/23/2003 LOAD,1,2,AR1,GLOB,X,UNIF,0.,0.313 LOAD,2,3,AR1,GL0B,X,UNIF,O.,0,313 Z Z LOAD,3,4,ARI,GLOB,X,UNIF,0.,O,313QQ �, LOAD,4,8,ARI,MEMB,Y,UNIF,0„0.274 J V LOAD,8,12,AR1,MEMB,Y,UNIF,O.,0.274 U O N LOAD,12,13,AR1,GLOB,Y,CONC,0.,4.45 W = LOAD,1,2,AR2,GLOB,X,UNIF,O.,-0.195 -J H LOAD,2,3,AR2,GLOB,X,UNIF,O.,-0,195 W O LOAD,3,4,AR2,GLOB,X,UNIF,O.,-0.195 2 LOAD,4,8,AR2,MEMB,Y,UNIF,O.,0.274 g Q LOAD,8,12,AR2,MEMB,Y,UNIF,0.,0.274 L0AD,12,13,AR2,GLOB,Y,CONC,O.,4.45 = d i— w Z� O Z1.1J uj F— j p` O D- O F- W • W, U. 0, WZ U �. O LOAD,2,6,FDL,GLOB,Y,UNIF,O.,-0.80 LOAD,3,7,FDL,GLOB,Y,UNIF,O.,-0.80 LOAD,6,10,FDL,GLOB,Y,UNIF,O.,-1.64 LOAD,7,9,FDL,GLOB,Y,UNIF,O.,-1.64 L0AD,10,14,FDL,GLOB,Y,UNIF,O.,-1.64 LOAD,9,13,FDL,GLOB,Y,UNIF,O.,-1.64 LOAn 14,15,FDL,GLOB,Y,CONC,O.,-14.35 •""`\4,15,FDL,GLOB,Z,MOMT,O.,-62.8 L0AD,2,6,FLL,GLOB,Y,UNIF,O.,-1.33 LOAD,3,7,FLL,GLOB,Y,UNIF,O.,-1,33 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-1.64 LOAD,7,9,FLL,GLOB,Y,UNIF,O.,-1.64 LOAD,10,14,FLL,GLOB,Y,UNIF,O.,-1,64 LOAD,9,13,FLL,GLOB,Y,UNIF,O.,-1.64 LOAD,14,15,FLL,GLOB,Y,CONC,O.,-23.9 L0AD,14,15,FLL,GLOB,Z,MOMT,O.,-104.6 LOAD,16,12,EQL,GLOB,X,CONC,0.,44.5 LOAD,8,12,EQL,GLOB,X,CONC,28.,15.4 L0AD,7,9,EOL,GLOB,X,CONC,14.,77.1 LOAD,6,10,EOL,GLOB,X,CONC,14.,30.63 LOAD,16,12,E0R,GLOB,X,CONC,O.,-17,32 LOAD,8,12,E0R,GLOB,X,CONC,28.,-6,00 LOAD,7,9,EQR,GLOB,X,CONC,14.,-77.1 LOAD,6,10,E0R,GLOB,X,CONC,14.,-30.63 LOAD,4,8,WLV,GLOB,Y,UNIF,O.,-0.683 LOAD,8,12,WLV,GLOB,Y,UNIF,O.,-0.683 LOAD,16,12,WLV,GLOB,Y,CONC,O.,-11.10 LOAn 2,6,WLV,GLOB,Y,UNIF,0.,-1.33 L( 7,WLV,GLOB,Y,UNIF,O.,-1.33 LL ,10,WLV,GLOB,Y,UNIF,O.,-1.64 Z s. DESIGN INPUT ECHO _.37 38 NCI Building Systems, L.P. PAGE 4 JOP'130eRho - Frame Line E with OmegaO 10/23/2003 s' L ;7,9,WLV,GLOB,Y,UNIF,O.,-1.64 LOAD,10,14,WLV,GLOB,Y,UNIF,O.,-1.64 LOAD,9,13,WLV,GLOB,Y,UNIF,O.,-1,64 LOAD,14,15,WLV,GLOB,Y,CONC,O.,-23.9 Z LOAD,14,15,WLV,GLOB,Z,MOMT,O „ -104.6 2 =. LOAD,2,6,ELV,GLOB,Y,UNIF,O.,-0,33 Q LOAD,3,7,ELV,GLOB,Y,UNIF,O.,-0.33 u! LOAD,6,10,ELV,GLOB,Y,UNIF,O.,-0.41 U O LOAD,7,9,ELV,GLOB,Y,UNIF,O.,-0.41 ( LOAD,10,14,ELV,GLOB,Y,UNIF,O.,-0.41 W = LOAD,9,13,ELV,GLOB,Y,UNIF,O.,-0.41 W W LOAD,14,15,ELV,GLOB,Y,CONC,O „ -6,0 W 0 LOAD,14,15,ELV,GLOB,Z,MOMT,O.,-26.15 Q� - ai. a END N = CJ' W Z F.. E- O Z I- w w U O O. N • F- LU Ili WW = - U W Z • N O • z JOINT JOINT JOT"R JOINT JOINT JOINT JOINT JOINT JOINT JOINT 1 2 3 4 5 6 7 8 9 10 11 12 JOINT 13 JOINT 14 JOINT 15 JOINT 16 MEMBERS 1.42 1.42 1.42 1.42 15.25 15.25 15.25 15.25 43.25 43.25 43,25 71.65 71.65 71,65 71.65 71.65 """ DETAIL INPUT ECHO """ 0.00 9.00 21.00 32.19 0,00 9.00 21.00 33.36 21.00 9.00 0.00 38,02 21,00 9.00 0.00 53.26 110 0 0 0 110 0 0 0 0 0 110 0 0 0 110 0 MEMBER 1 2 0. 19.000 0,000 SECTION 1 8E WB 8E MEMBER 2 3 0. 18.750 0.000 SECTION 1 8D WA 8D MEMBER 3 4 0. 18.750 0.000 SECTION 1 8D WA 8D MEMBER BRACE SECTION MEMBER SECTION MEMBER 6 7 N 1 8D L.. _J1 7 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 19.000 55.000 1.500 0.000 18.750 55.000 1.500 0.000 18.750 55.000 1.500 4 8 0. 18.750 0,000 0.000 0.000 18,750 5.00010.000 0.000 0.000 0.000 0.000 0.000 0.000 1 8D WA 8D 55.000 0.000 5 6 0. 19.000 0.000 0.000 0.000 19,000 1 8F WB 8F 55.000 1.500 0. 18.750 0.000 0.000 0.000 18.750 WB 8D 55.000 1.500 0. 18.750 0,000 0.000 0.000 18.750 SECTION 1 8D WB 8D 55.000 1.500 MEMBER 11 10 1001. 19.000 0.000 0.000 0.000 19,000 SECTION 1 8E WD 8E 55.000 0.000 MEMBER 10 9 1001, 19.000 0,000 0.000 0.000 19.000 SECTION 1 8E WB 8E 55.000 0,000 MEMBER 8 12 0. 18.750 0,000 0.000 0.000 18.750 BRACE 5,00010.00020,00030.00040.00050.000 0,000 0.000 SECTION 1 8D WA 8D 55,000 0,000 MEMBER 15 14 0. 19.000 0,000 0.000 0.000 19,000 SECTION 1 8E WB 8E 55.000 1.500 MEMBER 14 13 0. 18.750 0.000 0.000 0.000 18.750 SECTION 1 8E WB 8E 55.000 1.500 MEMBER 13 12 0. 18.750 0.000 0.000 0.000 18.750 SECTION 1 8E WB 8E 55,000 1.500 MEMBER 12 16 0, 18.750 0.000 0.000 0.000 18,750 BRACE 8.000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 SECTION 1 8E WB 8E 55.000 1.500 MEMBER 2 6 0. 24.000 0.000 0.000 0.000 24.000 BRACE 7. 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 SECTION 1 8G WB 8G 55,000 0,000 MEMBER 3 7 0. 21.000 0.000 0.000 0.000 21.000 BRACE 7. 0.000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 SECTION 1 8E WB 8E 55,000 0.000 MEMP R 6 10 0. 24.000 0.000 0.000 0.000 24,000 F 7. 0.00015,00022.500 0,000 0,000 0.000 0.000 0,000 SL__.:J'N 1 8E WB 8E 55.000 0.000 MEMBER 7 9 0. 21.000 0.000 0.000 0,000 21.000 BRACE 7. 0.00015,00022.500 0.000 0.000 0.000 0.000 0.000 SECTION 1 8E WB 8E 55.000 0,000 0.000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0,000 0.000 0.000 1 0,000 0.000 50.000 1 0.000 0.000 50,000 1 0.000 0.000 50.000 1 0.000 B 0,000 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50,000 1 0.000 0.000 50.000 1 0.000 B 0.000 0,000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 B 0.000 0,000 0,000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 1 0.000 B 0,000 0.000 0.000 50.000 6? -38 39 MEMBER 10 14 0. 24,000 BRACE 7. 0.00015.00022.500 SECTION 1 8E WB MEMBER 9 13 0. 21,000 BRACE 7. 0.00015.00022.500 SErTTON 1 8E WB 1 100. RDL 0. 2 100. RLL 0, LDCN 3 100. AR1 0, LDCN 4 100. AR2 0. LDCN 5 100, FDL 0. LDCN 6 100. FLL 0. LDCN 7 71. EOL 0. LDCN 8 71. EOR 0. LDCN 9 100. DL 100, FDL LDCN 10 100. RLL 100. FLL LDCN 11 100. RDL 100. RLL LDCN 12 100. RDL 100. FDL LDCN 13 100, RDL 100. FDL LDCN 14 100. RDL 100, FDL LDCN 15 100. RDL 100. FDL LDCN 16 90. RDL 90. FDL LDCN 17 90, RDL 90. FDL LDCN 18 100. RDL 100. FDL LDCN 19 100. RDL 100. FDL LDCN 20 100. RDL 100. FDL LDCN 21 100. RDL 100, FDL LOAD 4 8 RDL GLOB Y UNIF LOAD 8 12 RDL GLOB Y UNIF LOAD 12 8 RDL GLOB Y CONC LOAD 16 12 RDL GLOB Y CONC LOAD 12 8 RDL GLOB Y CONC ' 9 10 RDL GLOB Y CONC 4 8 RLL GLOB Y UNIF LOAD 8 12 RLL GLOB Y UNIF LOAD 16 12 RLL GLOB Y CONC LOAD 12 8 RLL GLOB Y CONC LOAD 9 10 RLL GLOB Y CONC LOAD 1 2 AR1 GLOB X UNIF LOAD 2 3 AR1 GLOB X UNIF LOAD 3 4 AR1 GLOB X UNIF LOAD 4 8 AR1 MEMB Y UNIF LOAD 8 12 AR1 MEMB Y UNIF LOAD 12 13 AR1 GLOB Y CONC LOAD 1 2 AR2 GLOB X UNIF LOAD 2 3 AR2 GLOB X UNIF LOAD 3 4 AR2 GLOB X UNIF LOAD 4 8 AR2 MEMB Y UNIF LOAD 8 12 AR2 MEMB Y UNIF LOAD 12 13 AR2 GLOB Y CONC LOAD 2 6 FDL GLOB Y UNIF LOAD 3 7 FDL GLOB Y UNIF LOAD 6 10 FDL GLOB Y UNIF LOAD 7 9 FDL GLOB Y UNIF LOAD 10 14 FDL GLOB Y UNIF LOAD 9 13 FDL GLOB Y UNIF LOAD 14 15 FDL GLOB Y CONC LOAD 14 15 FDL GLOB Z MOMT L' 2 6 FLL GLOB Y UNIF L6.... 3 7 FLL GLOB Y UNIF LOAD 6 10 FLL GLOB Y UNIF LOAD 7 9 FLL GLOB Y UNIF LOAD 10 14 FLL GLOB Y UNIF 0.000 0.000 0.000 24,000 1 0.000 B 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8E 55,000 0.000 0,000 50,000 0.000 0.000 0,000 21,000 1 0.000 B 0,000 0.000 0.000 0.000 0.000 0.000 0.000 8E 55,000 0.000 0,000 50.000 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0, 0. 0, 100. 100. 100. 25. 25, 71. 71. 75. 75. 75. 75. RLL AR1 AR2 FLL FLL EQL EOR WLV WLV ELV ELV 0.000 0.000 16.000 0.000 28.000 0.000 0.000 0.000 0.000 28.000 0.000 0,000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ROOF DEAD LOAD PLUS ROOF SNOW LOAD WIND LOAD FROM LEFT WIND LOAD FROM RIGHT FLOOR DEAD LOAD FLOOR LIVE LOAD SEISMIC LOADS/1,4 FR OM SEISMIC LOADS/1,4 FR OM RDL + FDL = TOTAL DE AD 0. RLL + FLL = TOTAL LI VE 100. FLL TOTAL DL + LL 0. DL + WLL 0. DL + WLR 71. EQL DL + 0.25FLL + EQL/1 .4 71. EOR DL + 0,25FLL + EOR/1 .4 0. 0.9DL + EOL/1.4 0. 0.9DL + EOR/1.4 75. AR1 DL + 0.75LL + 0,75WL L 75. AR2 DL + 0.75LL + 0.75WL R 54. EQL DL + 0.75(0.25LL) + 0.75(EOL 54. EOR DL + 0.75(0.25LL) + 0.75(EQR COLL LEFT RIGHT LOAD LOAD - 0,246 - 0.246 -1.000 -3.110 6.900 -6,900 -0.683 -0.683 - 11.100 19,100 -19.100 0.313 0,313 0.313 0.274 0.274 4.450 - 0.195 - 0,195 - 0.195 0.274 0,274 4.450 - 0,800 -0.800 -1.640 -1.640 -1,640 - 1.640 - 14.350 - 62.800 -1.330 -1.330 -1.640 -1.640 -1.640 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 rtl'mii.ctw:1:»a�'a 0.000 0.000 0.000 0,000 0.000 0,000 0,000 0,000 0.000 0,000 0,000 0.000 0.000 0,000 0.000 0,000 0.000 0,000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0,000 0.000 0,000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 3 1 40 LOAD 9 13 FLL GLOB Y UNIF 0,000 -1,640 0,000 0.000 LOAD 14 15 FLL GLOB Y CONC 0.000 -23.900 0,000 0.000 LOAD 14 15 FLL GLOB Z MOMT 0.000 -104.600 0.000 0,000 LOAD 16 12 EQL GLOB X CONC 0.000 44,500 0.000 0,000 LOAD 8 12 EQL GLOB X CONC 28.000 15.400 0.000 0.000 L01"1 7 9 EQL GLOB X CONC 14,000 77,100 0.000 0.000 6 10 EQL GLOB X CONC 14,000 30.630 0.000 0.000 L,.r1J 16 12 EOR GLOB X CONC 0.000 -17.320 0.000 0.000 LOAD 8 12 RIR GLOB X CONC 28.000 -6.000 0.000 0.000 LOAD 7 9 EOR GLOB X CONC 14,000 -77.100 0,000 0,000 LOAD 6 10 EQR GLOB X CONC 14,000 -30.630 0.000 0,000 LOAD 4 8 WLV GLOB Y UNIF 0,000 -0,683 0.000 0,000 LOAD 8 12 WLV GLOB Y UNIF 0.000 -0.683 0.000 0.000 LOAD 16 12 WLV GLOB Y CONC 0.000 -11.100 0,000 0.000 LOAD 2 6 WLV GLOB Y UNIF 0.000 -1.330 0.000 0.000 LOAD 3 7 WLV GLOB Y UNIF 0,000 -1.330 0.000 0.000 LOAD 6 10 WLV GLOB Y UNIF 0.000 -1.640 0,000 0.000 LOAD 7 9 WLV GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 10 14 WLV GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 9 13 WLV GLOB Y UNIF 0.000 -1,640 0.000 0.000 LOAD 14 15 WLV GLOB Y CONC 0.000 -23.900 0.000 0.000 LOAD 14 15 WLV GLOB Z MOMT 0.000 -104.600 0.000 0.000 LOAD 2 6 ELV GLOB Y UNIF 0.000 -0,330 0.000 0,000 LOAD 3 7 ELV GLOB Y UNIF 0.000 -0.330 0.000 0.000 LOAD 6 10 ELV GLOB Y UNIF 0.000 -0,410 0,000 0.000 LOAD 7 9 ELV GLOB Y UNIF 0.000 -0.410 0.000 0.000 LOAD 10 14 ELV GLOB Y UNIF 0.000 -0,410 0.000 0.000 LOAD 9 13 ELV GLOB Y UNIF 0.000 -0.410 0,000 0,000 LOAD 14 15 ELV GLOB Y CONC 0.000 -6.000 0.000 0.000 LOAD 14 15 ELV GLOB Z MOMT 0.000 -26.150 0.000 0.000 END DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega° PAGE NO, - 1 DATE 10/23/2003 4 2 FPAuc REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS .10N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 1,278 -0.007 0,000 0.000 0,000 Z 2 2 0.000 0.001 W r4 2 3 3 -0,001 0,003 QQ 4 4 -0.002 0.001 U 0 55 5 6.160 0.013 0,000 0,000 0,000 N p 6 6 -0.002 0,001 co W 7 7 -0.004 0,003 UJ3: H 8 8 -0.008 0.002 N W 9 9 -0,004 0,005 W O 10 10 -0.002 0,001 11 11 6.724 0.000 0.000 0.000 0,000 u. Q 12 12 -0,009 -0,002 u) d 13 13 -0,005 0,006 = W 14 14 -0.002 0.001 F__ ZF- 15 15 7,284 -0.006 0.000 0,000 0.000 E- O 16 16 -0,011 -0.122 W f - W D0 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD U O� SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 H, JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W £'_ NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) F- H u- O ui z U= O~ 1 1 3.376 -0.014 0,000 0,000 0.000 2 2 -0.001 0.003 3 3 -0,003 0,009 4 4 -0.004 0.013 5 5 16.482 0.023 0.000 0.000 0.000 6 6 -0,004 0.003 7 7 -0,012 0.009 8 8 -0.020 0,014 9 9 -0.012 0.012 10 10 -0,005 0.002 11 11 18.766 0.000 0.000 0.000 0,000 12 12 -0.026 0.007 13 13 -0,014 0,015 14 14 -0.006 0.002 15 15 20.608 -0.009 0.000 0,000 0,000 16 16 -0.032 -0.212 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega° PAGE N0. - 2 DATE 10/23/2003 413 FRoMF REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND LOAD FROM LEFT ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -5.934 -3.737 0.000 0.000 0.000 2 2 0,002 0.071 3 3 0.002 0.112 4 4 0.002 0.128 5 5 -6.460 -3.299 0.000 0,000 0.000 6 6 0.002 0.070 7 7 0,007 0,111 8 8 0.013 0.126 9 9 0.000 0,106 10 10 0.000 0,070 11 11 -0.026 0,000 0.000 0.000 0.000 12 12 0.015 0.136 13 13 0.008 0.100 14 14 0.003 0.070 15 15 -11.273 -1.441 0.000 0.000 0.000 16 16 0.015 0.500 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - WIND LOAD FROM RIGHT SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION "'...,,*\ NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 8.593 3.388 0,000 0.000 0.000 2 2 -0.003 -0.078 3 3 -0,004 -0.149 4 4 -0.005 -0.191 5 5 -20.348 3.165 0.000 0.000 0.000 6 6 0.005 -0.078 7 7 0.012 -0.149 8 8 0.019 -0.194 9 9 0.000 -0.153 10 10 0,000 -0.077 11 11 0.900 0.000 0.000 0.000 0.000 12 12 0.015 -0.183 13 13 0.009 -0.157 14 14 0.004 -0.076 15 15 -12.837 1.321 0.000 0.000 0.000 16 16 0.015 0.151 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega° PAGE NO. - 3 DATE 10/23/2003 FRAmE' REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - FLOOR DEAD LOAD aL,.IION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOIN' REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 44 -443 Z 1 1 6,621 -0.304 0,000 0.000 0.000 2 2-0.002 0.009 H 3 3-0,004 0,004 Q 4 4 -0.005 0.014 J U 5 5 59.785 2.165 0.000 0.000 0.000 U 0 OD 6 6 -0.015 0.009 co al 7 7 -0.029 0,004 J H 8 8 -0,029 0.016 CO u- 9 9 -0.043 0.000 W O 10 10 -0.024 0.013 2 11 11 95.709 0.000 0,000 0.000 0.000 g n 12 12 -0.026 ' 0.010 OD d 13 13 -0,026 -0.003 14 14 -0.018 0.017 Z H 15 15 59.355 -1,860 0.000 0.000 0.000 16 16 -0.026 0.105 Z F- LU WW FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD D p. C.) ()22 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 I -- JOINT JOTMT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W oc NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1-- - Z 0 1- 1 '1 11.908 -0.757 0.000 0.000 0.000 2 2 -0.004 0.029 3 3 -0.007 0.041 4 4 -0,008 0.055 5 5 69.289 1.063 0.000 0.000 0.000 6 6 -0.018 0.029 7 7 -0,034 0,041 8 8 -0.033 0.056 9 9 -0.043 0.038 10 10 -0.024 0.033 11 11 94,972 0.000 0.000 0.000 0,000 12 12 -0.029 0.050 13 13 -0.029 0,036 14 14 -0.021 0.037 15 15 69.511 -0.306 0.000 0.000 0.000 16 16 -0.029 0.147 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega° FRO.P.IP REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1.4 FR sL..IION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -168.254 -44.796 0.000 0.000 0.000 2 2 0.050 1.279 3 3 0.091 2.494 4 4 0.104 3.579 5 5 151.692 -53.833 0.000 0.000 0.000 6 6 -0.039 1,282 7 7 -0,070 2.495 8 8 -0.078 3,615 9 9 0.001 2.479 10 10 0.002 1,291 11 11 -6,204 0.000 0.000 0.000 0.000 12 12 -0.017 3.767 13 13 -0.012 2,437 14 14 -0.007 1.292 15 15 22.767 -21.059 0.000 0.000 0.000 16 16 -0.017 9.620 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION • NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 110.868 34.823 0.000 0.000 0.000 2 2 -0.033 -0.979 3 3 -0,056 -1.833 4 4 -0.061 -2.369 5 5 -102.541 41.794 0.000 0.000 0.000 6 6 0.026 -0.982 7 7 0.044 -1.839 8 8 0.047 -2.387 9 9 -0.001 -1.841 10 10 -0.001 -0.989 11 11 5,683 0.000 0.000 0.000 0.000 12 12 0.009 -2,448 13 13 0,007 -1.819 14 14 0,004 -0.986 15 15 -14.009 16.952 0.000 0.000 0.000 16 16 0,009 -4,732 PAGE NO. - 4 DATE 10/23/2003 //'' 445 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega° FR!. REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL a TOTAL DE ..,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 6,621 -0.304 0.000 0,000 0.000 2 2 -0.002 0,009 3 3 -0.004 0,004 4 4 -0.005 0.014 5 5 59.785 2,165 0.000 0,000 0.000 6 6 -0.015 0.009 7 7 -0,029 0,004 8 8 -0.029 0.016 9 9 -0.043 0.000 10 10 -0.024 0.013 11 11 95.709 0.000 0.000 0.000 0.000 12 12 -0,026 0.010 13 13 -0,026 -0.003 14 14 -0.018 0.017 15 15 59.355 -1.860 0.000 0.000 0.000 16 16 -0.026 0,105 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL m TOTAL LI SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOTNT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION -; NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 15.284 -0.771 0.000 0.000 0.000 2 2 -0.005 0.031 3 3 -0.010 0.049 4 4 -0.012 0.067 5 5 85.771 1.086 0.000 0.000 0.000 6 6 -0.022 0.032 7 7 -0.046 0.050 8 8 -0.053 0.070 9 9 -0.055 0.050 10 10 -0.029 0,036 11 11 113.738 0.000 0.000 0,000 0.000 12 12 -0.055 0.057 13 13 0 -0.044 0.051 14 14 -0,027 0.039 15 15 90.119 -0.315 0.000 0,000 0.000 16 16 -0.061 -0.064 PAGE N0. - 5 5416 DATE 10/23/2003 C Z 4_ Z cc W -J UO OD UU u,0 lid = H 00IL WO �Q 00 D I a • W F` F- O Z WUU p ON O UJ H NU. .Z' uu 01-. Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega() PAGE NO. - 6 DATE 10/23/2003 Fp,, F. REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 16,562 -0.778 0.000 0.000 0.000 2 2 -0,005 0.032 3 3 -0.011 0,052 4 4 -0,014 0.069 5 5 91.931 1.099 0.000 0.000 0.000 6 6 -0,024 0.033 7 7 -0.050 0.053 8 8 -0.061 0,072 9 9 -0.060 0.055 10 10 -0.030 0.036 11 11 120.462 0.000 0.000 0.000 0.000 12 12 -0.064 0.055 13 13 -0.049 0.057 14 14 -0.029 0,040 15 15 97.403 -0.321 0.000 0.000 0.000 16 16 -0.072 -0.186 61-4g7 Z }_- Z reW 2 QQ JU 00 CO CI uJ WI H COIL Wo 2 L22 Q Z C7. W Z= I- 0 Z Lu LU FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL U Ca 92 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL .0 !- JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W W' I t NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) U lL 0 Z 1 1 1.965 -4.048 0.000 0,000 0.000 2 2 -0.001 0.081 3 3 -0.003 0.119 4 4 -0,004 0.143 5 5 59.485 -1.122 0.000 0.000 0.000 6 6 -0.015 0,080 7 7 -0.027 0.118 8 8 -0.023 0.144 9 9 -0.048 0.111 10 10 -0.026 0.083 11 11 102.407 0.000 0.000 0.000 0,000 12 12 -0.021 0.144 13 13 -0.023 0,103 14 14 -0,016 0.087 15 15 55.366 -3.308 0.000 0.000 0.000 16 16 -0.022 0.483 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omegao PAGE NO. - 7 DATE 10/23/2003 4 8 FPM REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR b.._..ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z • 1 1 16.492 3.077 0,000 0.000 0,000 Z 1- 2 2 -0,005 -0,068 're W. 3 3 -0.010 -0.142 4 4 -0.176-0.011 J U 5 5 45.597 5.342 0,000 0.000 0,000 U p 6 6 -0,012 -0.068 N W 7 7 -0.021 -0,141 J H 8 8 -0.017 -0.176 N W 9 9 -0,048 -0.148 W 0 1010 -0.026 -0.063 g 11 11 103.332 0.000 0.000 0,000 0.000 W Q 12 12 -0,020 -0.175 v) �. 13 13 -0.023 -0.154 Z W 14 14 -0,016 -0,058 Z H 15 15 53.802 -0,545 0,000 0,000 0.000 H O 16 16 -0.022 0,134 Z I- W FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL + 0.25FLL + EOL/1 U O O N. SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 H JOTMT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION = U P - NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) I' H LI O .. Z W UI O ~. Z 1 1 -157.379 -45.296 0.000 0.000 0.000 2 2 0,047 1.296 3 3 0.084 2.511 4 4 0.096 3.608 5 5 234.960 -51.390 0.000 0.000 0,000 6 6 -0.061 1.300 7 7 -0.112 2.513 8 8 -0.122 3.647 9 9 -0.058 2,493 10 10 -0.030 1.313 11 11 119.972 0,000 0,000 0.000 0.000 12 12 -0.060 3.787 13 13 -0.051 2.449 14 14 -0.032 1.318 15 15 106.783 -23.001 0,000 0.000 0,000 16 16 -0.062 9.640 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega° FRAK REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0.25FLL + EOR/1 St...,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 121,743 34.323 0.000 0.000 0.000 2 2 -0.036 -0.962 3 3 -0,063 -1.816 4 4 -0.069 -2.340 5 5 -19.273 44.237 0.000 0.000 0.000 6 6 0.005 -0,964 7 7 0,002 -1.822 8 8 0.003 -2.355 9 9 -0.060 -1,827 10 10 -0,033 -0,967 11 11 131.858 0.000 0.000 0.000 0.000 12 12 -0.034 -2.427 13 13 -0.032 -1.807 14 14 -0,021 -0.960 15 15 70,008 15.009 0.000 0.000 0.000 16 16 -0.036 -4.712 PAGE NO, - 8 DATE 10/23/2003 -48,49 ZQ W re 2 00 W= N u_ w0 • <. =• d W Z= I- 0 Z !- UJ 0FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - 0.9DL + EOL/1.4 U co� SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 0 1- JOLT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION W w NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1- U ro 1 1 -161.145 -45.076 0.000 0.000 0.000t.. Z'. 2 2 0.048 1.288 U 3 3F: DC 0,087 2.500 4 4 0.099 3.593 Z 5 5 211.043 -51.874 0,000 0.000 0,000 6 6 -0.054 1.291 7 7 -0.100 2.502 8 8 -0.110 3.631 9 9 -0.042 2.483 10 10 -0.022 1.304 11 11 85.985 0.000 0.000 0.000 0.000 12 12 -0,049 3.774 13 13 -0.040 2,440 14 14 -0.025 1.307 15 15 82.742 -22.738 0.000 0.000 0.000 16 16 -0.051 9.605 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega0 PAGE NO. - 9 DATE 10/23/2003 FRS c' REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - ,_.TION MEMBER VERTICAL HORIZONTAL MOMENT JOINT JOINT REACTION REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) 1 1 117.976 2 2 3 3 4 4 5 5 -43.190 6 6 7 7 8 8 9 9 10 10 11 11 97.872 12 12 13 13 14 14 15 15 45.966 16 16 0.9DL + EOR/1,4 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 34.543 0.000 0.000 - 0.035 -0.060 - 0.067 43.754 0.000 0.000 0.011 0.013 0.015 -0.044 -0.025 0.000 0.000 0.000 -0.023 -0.022 - 0.014 15.273 0.000 0.000 - 0,025 0.000 - 0.970 -1.827 - 2.355 0.000 - 0.973 - 1.833 -2.371 - 1.837 -0.976 0.000 - 2.441 -1.816 - 0.971 0.000 - 4.747 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0.75LL + 0.75WL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOTMT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 12.322 2 2 3 3 4 4 5 5 135.996 6 6 7 7 8 8 9 9 10 10 11 11 172.886 12 12 13 13 14 14 15 15 132.627 16 16 -3.765 0.000 0.000 -0.004 - 0.009 - 0.010 0.590 0,000 0.000 - 0.035 - 0,070 -0.080 - 0.080 - 0.044 0.000 0.000 0.000 - 0.075 - 0.063 - 0.040 -3.183 0.000 0.000 -0.080 0.000 0.090 0.140 0.164 0.000 0.090 0.139 0.168 0.140 0.095 0.000 0.141 0.141 0.100 0.000 -0.214 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#I30eRho - Frame Line E with Omega° PAGE NO. - 10 51 DATE 10/23/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0,75LL + 0.75WL MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 23.217 1.579 0.000 0.000 0.000 2 2 -0.007 -0.022 3 3 -0.014 -0,056 4 4 -0.015 -0.076 5 5 125.580 5.438 0.000 0,000 0.000 6 6 -0.032 -0,021 7 7 -0.066 -0.056 8 8 -0.075 -0.071 9 9 -0.080 -0.054 10 10 -0.044 -0.015 11 11 173.580 0.000 0.000 0.000 0.000 12 12 -0,074 -0.099 13 13 -0.063 -0.052 14 14 -0.039 -0.008 15 15 131.453 -1.111 0,000 0.000 0.000 16 16 -0,080 -0.476 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) + SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -116.085 -34.051 0,000 0.000 0.000 2 2 0.035 0.974 3 3 0.062 1.885 4 4 0.071 2.710 5 5 192.679 -37.997 0,000 0,000 0.000 6 6 -0.050 0.977 7 7 -0.092 1.886 8 8 -0,101 2.739 9 9 -0.055 1.871 10 10 -0.029 0.989 11 11 115.587 0.000 0.000 0,000 0.000 12 12 -0,054 2.843 13 13 -0.046 1.838 14 14 -0.029 0,993 15 15 96.766 -17.718 0.000 0.000 0.000 16 16 -0,055 7.226 -50 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#I30eRho - Frame Line E with Omega0 PAGE NO. - 11 52 DATE 10/23/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - DL + 0.75(0.25LL) + b.,AION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 93.257 25.663 0.000 0.000 0.000 2 2 -0.028 -0.719 3 3 -0.048 -1.360 4 4 -0.053 -1.751 5 5 2.005 33.723 0,000 0.000 0.000 6 6 -0.001 -0.721 7 7 -0.007 -1.365 8 8 -0.007 -1.762 9 9 -0.057 -1.369 10 10 -0.031 -0.722 11 11 124.503 0.000 0.000 0.000 0.000 12 12 -0.034 -1,818 13 13 -0.032 -1.354 14 14 -0.021 -0.715 15 15 69.184 10.791 0.000 0,000 0.000 16 16 -0.036 -3.538 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega0 PAGE NO. - 12 DATE 10/23/2003 MEMBER 1- 2 LENGTH 9.00 FT MEMBER ANGLE 90.00 )N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT ..J. (FT) FLG WEB SEG SIZE START END 1 9.00 55. 50. 5 1.80 FT 19.00 IN 19.00 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -168.25 403.17 DEG TEMP DIFF 0, DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.5000 0.2500 8.000 x 0,5000 - -ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING 30.00 33.00 33,00 -13,46 57.01 -57.01 0.45 1.73 1.73 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 2.176' 9.0 FT 7 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 45.30 67.14 MEMBER 2- 3 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -78.08 -221.24 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 31.22 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -8.33 -41.64 41.64 0.28 1.26 1.33 0 WEIGHT 383. LB MAX COMB AT LOAD UNITY CK DIST COND 1.540• 0.0 FT 7 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 35.03* 30,45 MEMBER 3- 4 LENGTH 11.19 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES 0 WEIGHT 357. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD Nn, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 11.19 55. 50. 6 1.86 FT 18.75 IN 18,75 IN 8.000 x 0,3750 0.1875 8.000 x 0.3750 1.116* 11.2 FT 7 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -26.12 179.31 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 31.22 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -2.79 33,75 -33.75 0.09 1.08 1.02 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 31.50 30,45 53 Jia, DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#l30eRho - Frame Line E with Omega° PAGE NO. - 13 DATE 10/23/2003 5 4 MEMBER 4- 8 LENGTH 13.88 FT MEMBER ANGLE 4,84 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 443. LB )N LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 13,88 55. 50. 7 1,98 FT 18.75 IN 18.75 IN 8,000 x 0.3750 0.1875 8.000 x 0,3750 1.142• 0.0 FT 7 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -33,59 179.31 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 31.22 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 3,58 33.75 -33.75 0.12 1,08 1.02 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 16 -24.87 30.45 MEMBER 5- 6 LENGTH 9,00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 9.00 55. 50. 5 1.80 FT 19.00 IN 19.00 IN 8.000 x 0.6250 0.2500 8,000 x 0.6250 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 234,96 462.51 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.08 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 16.27 54.87 -54.87 0.90 1.48 1.66 0 WEIGHT 442. LB MAX COMB AT LOAD UNITY CK DIST COND 2.377* 9,0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 53,83 67.14 MEMBER 6- 7 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.00 55. 50. 7 1.71 FT 18,75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 107.65 -215.45 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.30 33.00 31.18 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 10.25 -38.59 38.59 0.63 1.17 1.11 0 WEIGHT 429, LB MAX COMB AT LOAD UNITY CK DIST COND 1.741" 0,0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 41.52 67.14 Z nc Z W QQ� JU 00 OD C3 J = 1- 0) N Wo �Q =d W S Z I- 0 Z W uj � p O - C3 I- WC - W Z .. U =, O~ Z DESIGN SUMMARY REPORT NCI Building Systems, L.P, JOB#130eRho - Frame Line E with Omega0 PAGE NO, - 14 DATE 10/23/2003 55 MEMBER 7- 8 LENGTH 12.36 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1 )N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.36 55. 50. 7 1.77 FT 18.75 IN 18.75 IN 8.000 x 0,3750 0.2500 8.000 x 0,3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 16.53 236.80 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 16.89 30.84 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.57 42,42 -42.42 0.09 1.38 1.29 0 WEIGHT 442. LB MAX COMB AT LOAD UNITY CK DIST COND 1.468" 12.4 FT 7 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 36,04 67.14 MEMBER 11-10 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 452, LB SECTION LENGTH YIELD NO. (FT) FLG WEB 1 9.00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 173.58 0.00 NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 5 1.80 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.3750 8.000 x 0.5000 0.546 0.9 FT 19 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 21.57 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 11,77 0.00 0.00 0.55 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 1 0.00 142.50 MEMBER 10- 9 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 510. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD rfl. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 12.00 55. 50. 7 1.71 FT 19.00 IN 19.00 IN 8.000 x 0,5000 0.2500 8.000 x 0.5000 0.391 0.9 FT 19 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 91.12 0,00 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.67 31.45 33.00 --MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI) 7.29 0.00 0.00 --UNITY CHECK COMPONENTS -- OUTER FL. INNER FL, AXIAL BENDING BENDING 0.39 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 0.00 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega° PAGE NO. - 15 DATE 10/23/2003 56 MEMBER 8-12 LENGTH 56.59 FT MEMBER ANGLE 4.72 DEG TEMP DIFF 0. DEG.F RELEASES iN LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB „�. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 56.59 55. 50. 20 2.83 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -53.16 -185.84 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 31.22 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -5.67 -34.98 34.98 0.19 1.06 1.12 0 WEIGHT 1805. LB MAX COMB AT LOAD UNITY CK DIST COND 1.249* 56.6 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 13.76 30.45 MEMBER 15-14 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 383. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 9.00 55. 50. 5 1.80 FT 19.00 IN 19.00 IN 8,000 x 0.5000 0.2500 8.000 x 0.5000 1.478* 9.0 FT 14 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 86.46 -295.96 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.50 33,00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 6.92 -41.85 41.85 0.21 1.27 1.27 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -23.00 67.14 MEMBER 14-13 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.00 55. 50, 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 47.07 -242,60 --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING 18.71 33.00 31.46 3.78 -34.86 34.86 0.11 1.06 1.11 0 WEIGHT 508. LB MAX COMB AT LOAD UNITY CK DIST COND 1.223* 12.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -28.59 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with OmegaO PAGE NO. - 16 DATE 10/23/2003 57 MEMBER 13-12 LENGTH 17.02 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES )N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB “u, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17.02 55. 50. 9 1,89 FT 18,75 IN 18.75 IN 8,000 x 0,5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 9.59 323.71 --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING 12.29 26.20 33.00 0,77 46.52 -46.52 0,06 1.78 1.41 0 WEIGHT 720. LB MAX COMB AT LOAD UNITY CK DIST COND 1,839* 17.0 FT 7 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 24.78 67,14 MEMBER 12-16 LENGTH 15,24 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 15.24 55. 50. 8 1.90 FT 18.75 IN 18.75 IN 8,000 x 0,5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 3.11 -484.22 --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING 23.66 33.00 33.00 0.25 -69,59 69.59 0,01 2.11 2.11 0 WEIGHT 645. LB MAX COMB AT LOAD UNITY CK DIST COND 2,119* 0,0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 16 31.77 67.14 MEMBER 2- 6 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 13.83 55, 50. 7 1.98 FT 24.00 IN 24.00 IN 8.000 x 0.7500 0.2500 8.000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -11.17 -681.45 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 24.86 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.63 -52.77 52.77 0.02 1.60 2.12 0 WEIGHT 829, LB MAX COMB AT LOAD UNITY CK DIST COND 2,122* 13.8 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -102.21* 57.74 Z • _1- '~ w QQg JU 00 07 O OD 11.1 1 WO LL < _� W Z= HO W~ W. 0- 0H WW F- Hu. W.. U= 0 ~' Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with Omega) MEMBER 3- 7 LENGTH 13.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0, DEG.F RELEASES ')N LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB .,J, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 13.83 55. 50. 7 1.98 FT 21.00 IN 21,00 IN 8,000 x 0.5000 0.2500 8,000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -3,41 -390.96 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 24.33 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.26 -48,90 48.90 0,01 1.48 2,01 PAGE NO. - 17 DATE 10/23/2003 7 8 62--5 0 WEIGHT 612. LB MAX COMB AT LOAD UNITY CK DIST COND 2,010* 13.8 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -62.35 64.96 MEMBER 6-10 LENGTH 28.00 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.00 55. 50. 15 1.87 FT 24.00 IN 24,00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 13.72 -174.59 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 14.31 33.00 21.78 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.00 -18.51 18.51 0.07 0.56 0.85 0 WEIGHT 1310. LB MAX COMB AT LOAD UNITY CK DIST COND 0.920 0.9 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -41.47 56.49 MEMBER 7- 9 LENGTH 28.00 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nin. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 28.00 55. 50. 15 1.87 FT 21,00 IN 21.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 32,93 -149.60 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 13.72 33.00 22.16 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.53 -18.71 18.71 0.08 0.57 0.84 0 WEIGHT 1239. LB MAX COMB AT LOAD UNITY CK DIST COND 0.921 0.9 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -41.83 64.96 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130eRho - Frame Line E with OmegaO PAGE N0. - 18 DATE 10/23/2003 MEMBER 10-14 LENGTH 28,40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0. DEG.F RELEASES JN LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB ,n). (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28,40 55. 50, 15 1.89 FT 24.00 IN 24.00 IN 8.000 x 0.5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -5.59 -396.44 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.41 -42,03 42.03 0.01 1.27 1.27 0 WEIGHT 1329. LB MAX COMB AT LOAD UNITY CK DIST COND 1.287* 28.4 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 41,22 56,49 MEMBER 9-13 LENGTH 28,40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N0. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55. 50. 15 1.89 FT 21.00 IN 21.00 IN 8.000 x 0.5000 0.2500 8.000 x 0,5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 -2.13 -166.02 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 22.16 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.16 -20.77 20,77 0.01 0.63 0.94 0 WEIGHT 1256. LB MAX COMB AT LOAD UNITY CK DIST COND 0.937 0.9 FT 19 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 42.58 64.96 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 14476. LB 59 62-5 JOB TITLE SEA G 7(J ConiST SPORTS DESCRIPTION • • • • , 2,4JJ Ff,4ME Ar 6A/D Lirat • Co 7)9 nu7t72 J ' i ,jr /Yu.y �R.s JOB NO 0505.208o/3 62 QUOTE NO CLOUGy DESIGNED BY CHK'D BY _�_ DATE 5'30' 03 SHEET NO (] `C7/ 12 s � 9 /D 27 a 1 8. J2 if.15m I c LDA:D .N POT: - ' Lo AIDS r,2im 40217, D islt2iaariod, PAG E .r) -3S7 A --c h toEh nosh RooF ,� V = /5�3,9 x 6 ib,861'1- 17.321( 44.5"1( \/ = 14.6 4- I2.) %5' .6,--01<- 21�6NLEYez. V= 8%.8 +10,4 k 29), I b1( 31,` 1. 9•1,6S -k qG LEve t,, . V = 41,1 x 5- + 2.24k - 1 ,1 �- 1, r7 ,01- 3 (. 1 4" k z mow. 10 00 U Ill I J F - W0 • a =• d I -W F- O ; Z I- W W D C3 .,.. �H .� ig W _ ..t_. .,( = W i U i z W _ zI 7. _.i_ . t �_. •1 Auto/Steel Design " * A Synercom Technology, Inc. Development * " for NCI Building Systems Release 7, MOD 1 2000.9,7.1 " " " " " Run Start Date 10/23/2003 Time 08:59:11 TITLE - JOB#130Frho - Frame Line F with Rho PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS FLANGE BRACE REPORT DESIGN SUMMARY REPORT WITH DEFLECTIONS EX"' R'ION OPTIONS EXECUTION MODE MAXIMUM NUMBER OF ITERATIONS UNITY CHECK RANGE MAXIMUM SEGMENT SIZE COEF. OF LINEAR EXPANSION MOD. OF ELASTICITY,E LOCATE FLANGE BRACING ▪ ANALYSIS ONLY = 1 • 0.950 TO 1.050 a 2.000 FT 0.0000065000/DEG.F 29000000. PSI NO 63 62-602, Z E- l.- Z QQ JU UO co C) W= J F..• OD LL' W O J LL Q• 00 d. E- W'. F- ZI- F- O Z F— OW 0 F— W OC U LL Z. Ali N •O~ Z DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 1 JP-"30Frho - Frame Line F with Rho 10/23/2003 JOB#130Frho - Frame Line F with Rho JTC,10/08/03 FB„ DF,,,, 64 s2 -G3 3,1 N JOINTS Q • JOINT,1,1,42,0.,110 Z JOINT,2,1.42,9.0 OC 2. JOINT,3,1,42,21.0 6 U JOINT,4,1,42,33.35 0 O u)0 JOINT,5,29.25,35,68 JOINT,6,29,25,21.0 J H JOINT,7,29.25,9.0 N u_ JOINT,8,29.25,0.,110 W JOINT,9,57.65,38.01 2 JOINT,10,57.65,21.0 Q JOINT,ll,57.65,9.0 JOINT,12,57.65,0.,110 = d JOINT,13,57.65,48.5 f- _ Z �. 1— O Z F— W • W U0 O N O F—. W• w Z' W O 1- z MEMBERS MEMBER,1,2„ 19,5,,,,19.5,1„ SECTION,1,8G,,,WB,,,8G,,,55 „ 1.5„50.,, MEMBER,2,3„19.,,,,19.11„ SECTION,1,8E,,,WA,,,8E,,,55.,1.5„ 50.,, MF" --R,3,4„19.,,,,19.,1„ 1N,1,8E,,,WA,,,8E,,,55.,1.5„50.,, 1• ..tI,4,5„18,625,,,,18,625,1„B BRACE,5.,10.,15.,20., SECTION,1,8C,,,WA,,,8C,,,55.,,,50,,, MEMBER,8,7,1001.,19.,,,..19.,1„ SECTION,1,10E,,,WD,,,10E,,,55.,1.5„ 50.,, MEMBER,7,6,1001.,18,75,,,,18.75,1„ SECTION,1,10E,,,WB,,,10E,,,55.,1.5„50.,, MEMBER,6,5,1001.,18.75,,,,18,75,1„ SECTION,1,B18 50.,1.5 MEMBER,5,9„18.625,,,,18.625,1„B BRACE,5.,10.,15.,20., SECTION,1,8C,,,WA,,,BC,,,55 „ 1.5„ 50.,, MEMBER,12,ll„20.,,,,20.,1„ SECTION,1,8I,,,WB,,,8I,,,55.,1.51,50.,, MEMBER,11,10„20.,,,,20.,1„ SECTION,I,8I,,,WB,,,8I,,,55.,1.5„ 50.,, MEMBER,10,9„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,9,13„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.4„ 50.,, MEMBER,3,6„21.75,,,,21.75,1„ B BRACE 7.5,15.,22.5, SECTION,I,BH,,,WB,,,8H,,,55.,,,506,, MEMBER,6,10„21.5,,,,21,5,1„B BP'"- 7.5,15.,22.5, SI N,1,8G,,,WB,,,BG,,,55,,,,50.,, ML ,..c;2,7„24.,,,,24.,1„B DESIGN INPUT ECHO NCI Building Systems, L.P. Jr-"'30Frho - Frame Line F with Rho .� 7.5,15.,22,5, MEMBER,7,11„24,,,,,24,,1„ B PAGE 2 10/23/2003 65 —G4” BRACE 7.5,15.,22,5, Z SECTION,I,BI„,WC„,BI„ ,55,„ ,50,,, x W LOADCOND Q LDCN,1,100 ,RDL ROOF DEAD LOAD PLUS COLL - 0 LDCN,2,100 „RLL ROOF SNOW LOAD U 0co 0 LDCN,3,100,,AR1 WIND LOAD FROM LEFT (1) W uu lc LDCN,4,100 „AR2 WIND LOAD FROM RIGHT LDCN,5,100 ,FDL FLOOR DEAD LOAD N LL. LDCN,6,100 „FLL FLOOR LIVE LOAD LLl O} LDCN,7,71.4,EOL SEISMIC LOADS/1.4 FROM LEFT {_ LDCN,8,71,4,EQR SEISMIC LOADS/1.4 FROM RIGHT LL. Q LDCN,9,100 „DL,100 „FDL RDL + FDL m TOTAL DEAD LOAD 0 LDCN,10,100 „ RLL,100.,FLL RLL + FLL a TOTAL LIVE LOAD Z W LDCN,11,100 „RAL,100 „ RLL,100,RLL,100.,FLL,TOTAL DL + LL 7c LDCN,12,100 „ RDL,100.,FDL,100,AR1,,,DL + WLL H- O LDCN,13,100.,RDL,100.,FDL,100,AR2,,,DL + WLR h- ut LDCN,14,100 „ RDL,100.,FDL,25 „ FLL,71.4,EOL,DL + 0,25FLL + EOL/1,4 D LDCN,15,100 „ RDL,100.,FDL,25,,FLL,71.4,EOR,DL + 0,25FLL + EQR/1,4 U LDCN,16,90.,RDL,90.,FDL,71.4,EOL,,,0.9DL + EOL/1.4 O N LDCN,17,90.,RDL,90 „ FDL,71,4,EQR,,,0,9DL + EOR/1,4 0 F- LP` ' 18,100,,RDL,100 „ FDL,75 „WLV,75.,AR1,DL + 0,75LL + 0,75WLL = Lu 0 '-.'':9,100.,RDL,100.,FDL,75 „WLV,75.,AR2,DL + 0,75LL + 0,75WLR U ►..,,,,.,10,100,,RDL,100„FDL,75,,ELV,53.55,EQL,DL + 0,75(0,25LL) + 0,75(EQL/1,4) LL' O LDCN,21,100 „ RDL,100 „ FDL,75 „ELV,53,55,EQR,DL + 0,75(0,25LL) + 0,75(EQR/1,4) uu Z O Z LOADS L0AD,4,5,RDL,GLOB,Y,UNIF,O „ -.276 LOAD,5,9,RDL,GLOB,Y,UNIF,O.,-.276 LOAD,5,9,RDL,GLOB,Y,CONC,12.,-2.60 L0AD,9,10,RDL,GLOB,Y,CONC,O „ -3,50 L0AD,4,5,RLL,GLOB,Y,UNIF,O „ -.767 L0AD,5,9,RLL,GLOB,Y,UNIF,O.,-.767 L0AD,9,10,RLL,GLOB,Y,C0NC,0 „ -12.5 L0AD,1,2,AR1,GL0B,X,UNIF,O „0.351 LOAD,2,3,ARI,GLOB,X,UNIF,0 „0.351 LOAD,3,4,AR1,GL0B,X,UNIF,0.,0.351 L0AD,4,5,ARL MEMB,Y,UNIF,0 „0.307 LOAD,5,9,ARI,MEMB,Y,UNIF,0 „ 0.307 L0AD,1,2,AR2,GL0B,X,UNIF,O „ -0.219 L0AD,2,3,AR2,GL0B,X,UNIF,O „ -0.219 L0AD,3,4,AR2,GL0B,X,UNIF,O „ -0.219 LOAD,4,5,AR2,MEMB,Y,UNIF,0.,0.307 LOAD,5,9,AR2,MEMB,Y,UNIF,O „0.307 l' ,6,FDL,GLOB,Y,UNIF,0 „ -1.84 L. ,10,FDL,GLOB,Y,UNIF,0.,-1.84 DESIGN INPUT ECHO 66 NCI Building Systems, L.P. PAGE 3 Jr"1OFrho - Frame Line F with Rho 10/73/2003 L. ,,2,7,FDL,GLOB,Y,UNIF,O.,-1,84 LOAD,7,11,FDL,GLOB,Y,UNIF,O.,-1.84 LOAD,ll,12,FDL,GLOB,Y,CONC,O „ -16.1 LOAD,11,12,FDL,GLOB,Z,MOMT,O.,-70,5 LOAD,3,6,FLL,GLOB,Y,UNIF,O „ -1.84 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-1.84 LOAD,2,7,FLL,GLOB,Y,UNIF,O.,-1.84 LOAD, 7,ll,FLL,GLOB,Y,UNIF,O.,-1.84 LOAD,11,12,FLL,GLOB,Y,CONC,O.,-26.84 LOAD,11,12,FLL,GLOB,Z,MOMT,O.,-117.4 LOAD,13,9,E0L,GLOB,X,CONC,O.,17.32 LOAD,4,5,EQL,GLOB,X,CONC,14.,6.00 LOAD,3,6,E0L,GLOB,X,CONC,14.,31.8 LOAD,2,7,EQL,GLOB,X,CONC,14.,12.0 LOAD,13,9,E0R,GLOB,X,CONC,O.,-17.32 LOAD,4,5,EQR,GLOB,X,CONC,14.,-6,00 LOAD,3,6,EQR,GLOB,X,CONC,14.,-31.8 LOAD,2,7,E0R,GLOB,X,CONC,14.,-12.0 LOAD,4,5,WLV,GLOB,Y,UNIF,O.,-0.767 LOAD,5,9,WLV,GLOB,Y,UNIF,O.,-0.767 L0'7 q,10,WLV,GLOB,Y,CONC,O.,-12,5 ' '".,7,WLV,GLOB,Y,UNIF,O.,-1.84 L...,_,3,6,WLV,GLOB,Y,UNIF,O.,-1.84 LOAD,7,11,WLV,GLOB,Y,UNIF,O.,-1.84 LOAD,6,10,WLV,GLOB,Y,UNIF,O.,-1.84 LOAD,11,12,WLV,GLOB,Y,CONC,O.,-26.84 LOAD,11,12,WLV,GLOB,Z,MOMT,O.,-117.4 LOAD,2,7,ELV,GLOB,Y,UNIF,O.,-0.46 LOAD,3,6,ELV,GLOB,Y,UNIF,O „ -0.46 LOAD,7,11,ELV,GLOB,Y,UNIF,O.,-0.46 LOAD,6,10,ELV,GLOB,Y,UNIF,O.,-0.46 LOAD,11,12,ELV,GLOB,Y,CONC,27.5,-6.71 LOAD,11,12,ELV,GLOB,Z,MOMT,8.5,-29.4 END c9— ,5 """ DETAIL INPUT ECHO JOINT 1 1,42 0.00 JOINT 2 1.42 9.00 Jr- - 3 1,42 21.00 4 1,42 33.35 .i 5 29.25 35.68 JOINT 6 29.25 21,00 JOINT 7 29.25 9.00 JOINT 8 29.25 0,00 JOINT 9 57,65 38.01 JOINT 10 57.65 21.00 JOINT 11 57,65 9.00 JOINT 12 57,65 0.00 JOINT 13 57.65 48.50 MEMBERS MEMBER 1 2 0. 19,500 SECTION 1 8G WB MEMBER 2 3 0. 19,000 SECTION 1 8E WA MEMBER 3 4 0. 19,000 SECTION 1 8E WA MEMBER 4 5 0. 18,625 BRACE 5.00010.00015.00020 SECTION 1 8C WA MEMBER 8 7 1001. 19,000 SECTION 1 10E WD MEMBER 7 6 1001. 18.750 SECTION 1 10E WB MEMBER 6 5 1001. 18,750 SF'" -1N 1 818 r 5 9 0. 18.625 110 0 0 0 0 0 0 110 0 0 110 0 0.000 0.000 0.000 0.000 0,000 0,000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 67 0,000 0.000 0.000 0,000 0,000 0.000 0.000 0.000 0,000 0.000 0.000 0,000 0,000 0,000 0.000 0.000 19.500 1 0.000 86 55,000 1.500 0.000 50.000 0.000 0.000 0.000 19.000 1 0.000 8E 55,000 1.500 0.000 50.000 0.000 0.000 0.000 19.000 1 0.000 8E 55.000 1.500 0.000 0,000 0.000 18.625 .000 0.000 0.000 0.000 0,000 8C 55.000 0.000 0.000 0,000 0.000 19.000 10E 55.000 1.500 0.000 0.000 0.000 18.750 10E 55.000 1.500 0.000 0,000 0.000 18.750 50.000 1.500 0.000 0.000 0.000 18.625 0.000 50.000 1 0,000 B 0.000 0.000 0.000 50.000 1 0.000 0.000 50,000 1 0.000 0.000 50,000 1 0.000 0.000 0.000 1 0.000 B b. _ 5.00010.00015.00020.000 0.000 0.000 0.000 0,000 0.000 0.000 SECTION 1 8C WA 8C 55.000 1.500 0.000 50.000 MEMBER 12 11 0. 20.000 0.000 0.000 0.000 20.000 1 0.000 SECTION 1 8I WB 8I 55.000 1.500 0.000 50.000 MEMBER 11 10 0. 20.000 0.000 0.000 0.000 20,000 1 0.000 SECTION 1 8I WB 8I 55.000 1.500 0.000 50.000 MEMBER 10 9 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WA 8D 55.000 1,500 0.000 50.000 MEMBER 9 13 0. 18.750 0.000 0.000 0.000 18,750 1 0.000 SECTION 1 8D WA 8D 55.000 1.400 0.000 50,000 MEMBER 3 6 0. 21.750 0,000 0.000 0.000 21.750 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0,000 0.000 0.000 0.000 SECTION 1 8H WB 8H 55.000 0.000 0.000 50.000 MEMBER 6 10 0. 21,500 0.000 0,000 0.000 21.500 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0,000 0.000 0.000 SECTION 1 8G WB 8G 55.000 0.000 0.000 50.000 MEMBER 2 7 0. 24.000 0.000 0.000 0.000 24,000 1 0,000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8I WC 8I 55.000 0.000 0.000 50.000 MEMBER 7 11 0. 24.000 0.000 0,000 0.000 24,000 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8I WC 8I 55.000 0.000 0.000 50.000 LDCN 1 100. RDL 0. LDCN 2 100. RLL 0. LP' 3 100. AR1 0. LT 4 100, AR2 0. LL 5 100, FDL 0. LDCN 6 100. FLL 0. LDCN 7 71, EQL 0. LDCN 8 71. EOR 0. 0. 0. ROOF DEAD LOAD PLUS COLL 0. 0. ROOF SNOW LOAD 0. 0. WIND LOAD FROM LEFT 0, 0. WIND LOAD FROM RIGHT 0. 0, FLOOR DEAD LOAD 0. 0. FLOOR LIVE LOAD 0. 0. SEISMIC LOADS/1.4 FR OM 0. 0, SEISMIC LOADS/1,4 FR OM LEFT RIGHT --- _--- n. .o.,, ,....�r-.a.�..-..,......,.anw..�e Z = • F- '~ W OC JU UO NO OD J H UW Wo LLQ OD .73 =0 Z= I-- C5 Z I- WLU :3p N C5 I - WW HU LL' O WZ U = 0 1- Z LDCN 9 100, DL 100. FDL 0, 0, RDL + FDL = TOTAL DE AD LOAD LDCN 10 100. RLL 100. FLL 0, 0, RLL + FLL m TOTAL LI VE LOAD LDCN 11 100. RDL 100. RLL 100. RLL 100, FLL TOTAL DL + LL LDCN 12 100. RDL 100. FDL 100. AR1 0. DL + WLL LDCN 13 100. RDL 100. FDL 100, AR2 0, DL + WLR U''. 14 100, RDL 100. FDL 25. FLL 71. EQL DL + 0,25FLL + EOL/1 .4 15 100, RDL 100. FDL 25. FLL 71. EOR DL + 0.25FLL + EQR/1 ,4 16 90. RDL 90. FDL 71. EQL 0, 0,9DL + EOL/1,4 LDCN 17 90. RDL 90. FDL 71. EOR 0, 0,9DL + EQR/1,4 LDCN 18 100. RDL 100. FDL 75. WLV 75, AR1 DL + 0.75LL + 0.75WL L LDCN 19 100, RDL 100. FDL 75, WLV 75, AR2 DL + 0,75LL + 0,75WL R LDCN 20 100, RDL 100. FDL 75. ELV 54, EQL DL + 0,75(0,25LL) + 0,75(EQL LDCN 21 100. RDL 100, FDL 75. ELV 54, EQR DL + 0.75(0.25LL) + 0,75(EOR LOAD 4 5 RDL GLOB Y UNIF 0.000 -0.276 0.000 0.000 LOAD 5 9 RDL GLOB Y UNIF 0.000 -0.276 0.000 0,000 LOAD 5 9 RDL GLOB Y CONC 12,000 -2.600 0.000 0,000 LOAD 9 10 RDL GLOB Y CONC 0.000 -3.500 0.000 0,000 LOAD 4 5 RLL GLOB Y UNIF 0.000 -0.767 0.000 0.000 LOAD 5 9 RLL GLOB Y UNIF 0.000 -0,767 0.000 0.000 LOAD 9 10 RLL GLOB Y CONC 0,000 -12.500 0.000 0.000 LOAD 1 2 AR1 GLOB X UNIF 0.000 0.351 0.000 0.000 LOAD 2 3 AR1 GLOB X UNIF 0.000 0.351 0.000 0,000 LOAD 3 4 AR1 GLOB X UNIF 0.000 0.351 0.000 0.000 LOAD 4 5 AR1 MEMB Y UNIF 0.000 0.307 0,000 0.000 LOAD 5 9 AR1 MEMB Y UNIF 0.000 0.307 0.000 0,000 LOAD 1 2 AR2 GLOB X UNIF 0.000 -0.219 0.000 0,000 LOAD 2 3 AR2 GLOB X UNIF 0,000 -0.219 0.000 0.000 LOAD 3 4 AR2 GLOB X UNIF 0.000 -0.219 0,000 0.000 LOAD 4 5 AR2 MEMB Y UNIF 0.000 0.307 0.000 0,000 LOAD 5 9 AR2 MEMB Y UNIF 0.000 0.307 0.000 0.000 LOAD 3 6 FDL GLOB Y UNIF 0.000 -1,840 0.000 0,000 L('' 6 10 FDL GLOB Y UNIF 0.000 -1,840 0.000 0,000 2 7 FDL GLOB Y UNIF 0.000 -1.840 0.000 0.000 L. 7 11 FDL GLOB Y UNIF 0.000 -1.840 0.000 0.000 LOAD 11 12 FDL GLOB Y CONC 0.000 -16.100 0.000 0.000 LOAD 11 12 FDL GLOB Z MOMT 0.000 -70.500 0.000 0.000 LOAD 3 6 FLL GLOB Y UNIF 0,000 -1,840 0.000 0.000 LOAD 6 10 FLL GLOB Y UNIF 0.000 -1.840 0.000 0.000 LOAD 2 7 FLL GLOB Y UNIF 0.000 -1,840 0.000 0,000 LOAD 7 11 FLL GLOB Y UNIF 0.000 -1,840 0.000 0.000 LOAD 11 12 FLL GLOB Y CONC 0.000 -26.840 0.000 0.000 LOAD 11 12 FLL GLOB Z MOMT 0,000 -117.400 0.000 0.000 LOAD 13 9 EQL GLOB X CONC 0.000 17.320 0.000 0.000 LOAD 4 5 EQL GLOB X CONC 14,000 6.000 0,000 0.000 LOAD 3 6 EQL GLOB X CONC 14.000 31.800 0.000 0.000 LOAD 2 7 EOL GLOB X CONC 14.000 12.000 0.000 0.000 LOAD 13 9 EQR GLOB X CONC 0.000 -17.320 0.000 0.000 LOAD 4 5 EOR GLOB X CONC 14,000 -6.000 0.000 0.000 LOAD 3 6 EQR GLOB X CONC 14.000 -31.800 0.000 0.000 LOAD 2 7 EOR GLOB X CONC 14.000 -12.000 0.000 0.000 LOAD 4 5 WLV GLOB Y UNIF 0.000 -0.767 0.000 0.000 LOAD 5 9 WLV GLOB Y UNIF 0.000 -0.767 0.000 0.000 LOAD 9 10 WLV GLOB Y CONC 0.000 -12.500 0.000 0,000 LOAD 2 7 WLV GLOB Y UNIF 0.000 -1.840 0.000 0,000 LOAD 3 6 WLV GLOB Y UNIF 0.000 -1.840 0.000 0,000 LOAD 7 11 WLV GLOB Y UNIF 0.000 -1.840 0,000 0,000 LOAD 6 10 WLV GLOB Y UNIF 0.000 -1.840 0.000 0.000 LO* 11 12 WLV GLOB Y CONC 0.000 -26.840 0,000 0.000 L' 11 12 WLV GLOB Z MOMT 0.000 -117.400 0,000 0,000 L1,,_ 2 7 ELV GLOB Y UNIF 0,000 -0.460 0.000 0.000 LOAD 3 6 ELV GLOB Y UNIF 0.000 -0.460 0.000 0,000 LOAD 7 11 ELV GLOB Y UNIF 0.000 -0,460 0.000 0,000 LOAD 6 10 ELV GLOB Y UNIF 0.000 -0.460 0.000 0.000 LOAD 11 12 ELV GLOB Y CONC 27,500 -6.710 0.000 0.000 LOAD 11 12 ELV GLOB Z MOMT 8.500 -29,400 0,000 0.000 END 69 Q -GS DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho PAGE NO. - 1 DATE 10/23/2003 FP' - REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS .10N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 6? -6 1 1 3.644 0,048 0.000 0.000 0.000 1 1. 2 2 -0.001 0.001 `� uu 3 3 -0.002 0.001 QQ 4 4 -0.004 -0,009 U 0 5 5 -0,017 -0.010 co 0 6 6 -0.005 0.002 (1) W 7 7 -0,002 0.001 _1 H 8 8 9.707 0.000 0.000 0.000 0.000 N u- 9 9 -0,010 -0.013 W }O 10 10 -0.004 0.003 g 11 11 -0.002 0.001 u_ Q 12 12 8.322 -0.048 0.000 0,000 0,000 0) D 13 13 -0,010 -0.115 H W Z= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD I- 0 O Z!- SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION U 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 S2, 0 F- W W U- r- - -O WZ 0- F-4. O Z 1. 1 10.224 0,049 0.000 0,000 0.000 2 -0,002 0.005 3 -0.007 0.016 4 4 -0.011 0.065 5 5 -0.040 0,063 6 6 -0.013 0.019 7 7 -0.005 0,005 8 8 22.600 0.000 0.000 0.000 0.000 9 9 -0.027 0.057 10 10 -0.010 0.021 11 11 -0.004 0.005 12 12 22.952 -0.049 0.000 0,000 0.000 13 13 -0.027 -0.088 DESIGN SUMMARY REPORT NCI Building Systems, L,P, JOB#130Frho - Frame Line F with Rho PAGE NO. - 2 DATE 10/23/2003 FP' - REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND LOAD FROM LEFT ,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 71 �-7o Z 1 1 -6.616 -5,475 0.000 0.000 0.000 . 7C 1- 2 2 2 0,001 0,152 11"'W 3 3 0,004 0.283 Q 4 4 0.006 0,343 J U 5 5 0.016 0,343 U g 6 6 0.005 0,280 N w 7 7 0,002 0.151 -J H 8 8 -9.065 0.000 0.000 0.000 0.000 to u` 9 9 0.004 0.346 W O 10 10 0.001 0.277 2 11 11 0.000 0.150 g Q 12 12 -1,581 -4,800 0,000 0.000 0.000 N 13 13 0,004 0,431 W I1 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - WIND LOAD FROM RIGHT H 1- O Z F - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL IV uj JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION p NUMBER NUMBER (KIPS) (KIPS) (KIP-FT)(IN) (IN) 8 N 4 5 6 7 8 9 10 11 12 13 1 -0.884 4,568 0.000 0.000 0,000 2 0.000 -0.150 3 0.001 -0.306 4 0.003 -0,482 5 0.016 -0,483 6 0,005 -0,305 7 0.002 -0,149 8 -9.254 0.000 0,000 0,000 0.000 9 0.006 -0,480 10 0.003 -0,304 11 0.001 -0,148 12 -7.125 4.166 0.000 0.000 0.000 13 0.006 -0,493 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. J0B#I30Frho - Frame Line F with Rho FP' ' REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - FLOOR DEAD LOAD .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 47.699 3.210 0.000 0.000 0.000 2 2 -0.011 0.039 3 3 -0.021 0,062 4 4 -0.021 0.117 5 5 -0.042 0.117 6 6 -0.043 0.058 7 7 -0.024 0,042 8 8 107.927 0.000 0.000 0.000 0,000 9 9 -0.018 0.112 10 10 -0.018 0.053 11 11 -0.012 0.045 12 12 67.401 -3.210 0.000 0.000 0.000 13 13 -0,018 0,175 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) ' 1 47.128 2.217 0.000 0.000 0.000 2 -0.011 0.079 3 -0.021 0.140 4 4 -0.021 0.212 5 5 -0.042 0.211 6 6 -0.043 0.136 7 7 -0.024 0.082 8 8 107.407 0.000 0.000 0.000 0.000 9 9 -0.021 0.207 10 10 -0.020 0.132 11 11 -0.014 0.085 12 12 79.232 -2.217 0.000 0.000 0.000 13 13 -0.021 0.276 PAGE NO. - 3 DATE 10/23/2003 72 cg?- 7/ Z I I- CC W 6 JU' 00 NC) 111 J = () �Q Z C! F - Z I- Wuj CD 052 c H. WW LI 0 WZ O Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho Frame Line F with Rho FP' REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1,4 FR .0N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO. - 4 DATE 10/73/2003 73 62 -7a. Z 1 1 -23.564 -23.509 0.000 0.000 0,000 = 1- 22 2 0.005 0.936�� ui 3 3 0.011 1,982 Q D 4 4 0.013 3.280 J U 5 5 -0.001 3,304 U 0 6 6 -0.001 1.973 vi w 7 7 0.000 0.938 J H 8 8 0.824 0.000 0.000 0.000 0.000 0 u- 9 9 -0.010 3.326 uu O 10 10 -0.007 1.955 11 11 -0.004 0.938 u- Q 12 12 22.739 -24.414 0.000 0.000 0.000 oo 13 13 -0.010 4.877 H W Z= H FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR F- O Z I - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION D 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 8 N 0 H- 1 23.564 23.509 0.000 0.000 0.000 ui w'. 2 -0.005 -0.936 F- U 3 -0.011 -1,982 4 4 -0.013 -3.280 5 5 0,001 -3.304 6 6 0.001 -1.973 7 7 0.000 -0.938 8 8 -0.824 0.000 0.000 0.000 0.000 9 9 0.010 -3.326 10 10 0.007 -1,955 11 11 0.004 -0.938 12 12 -22.739 24.414 0.000 0.000 0.000 13 13 0.010 -4.877 O DESIGN SUMMARY REPORT NCI Building Systems, L,P. JOB#130Frho - Frame Line F with Rho PAGE NO. - 5 DATE 10/23/2003 74 FP' REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL = TOTAL DE MON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 47.699 3.210 0,000 0.000 0,000 A 1 H 2 2 -0.0110,039 l W; 3 3 -0.021 0,062 4 4 -0.021 0,117 -I U 5 5 -0.042 0,117 U g 6 6 -0.043 0,058 u w 7 7 -0.024 0,042 _, H 8 8 107.927 0.000 0.000 0.000 0,000 N tL 9 9 -0.018 0,112 W O} 10 10 -0.018 0,053 2 11 11 -0.012 0,045 g Q 12 12 67.401 -3.210 0.000 0.000 0.000 co 13 13 -0.018 0.175 h_=- a Zuu= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL = TOTAL LI H F- O z 1 - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION 0. NUMBER NUMBER (KIPS) (KIPS) (KIP-FT)(IN) (IN) p N: OF - 1 57.352 2.266 0.000 0.000 0,000 = W 2 -0,013 0.084 1- H 3 -0.028 0.156 -- O 4 4 -0,032 0,276 uj Z 5 5 -0,0820.274 2 6 6 -0,055 0.155 C) 1- 7 7 -0.029 0,087 Z._.. 8 8 130,007 0,000. 0.000 0.000 0,000 9 9 -0,047 0.264 10 10 -0,030 0.153 11 11 -0,019 0.090 12 12 102,184 -2.266 0.000 0.000 0.000 13 13 -0,047 0.188 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 6 JOB#130Frho - Frame Line F with Rho DATE 10/23/2003 75 - REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL .__r10N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 60.996 2,314 0.000 0.000 0.000 .4( 2 2 -0.014 0.085 '~ ILI Z Z 3 3 -0.030 0.157 QAQC 2 4 4 -0.036 0,268 j U 5 5 -0,099 0,264 0 O 6 6 -0.061 0.157 u,Oto w 7 7 -0.031 0.088 -J H 88 8 139,714 0.000 0,000 0.000 0,000 N u. 9 9 -0.057 0,251 ui O 10 10 -0,034 0.156 2 11 11 -0.020 0.090 u. Q 12 12 110.506 -2.314 0.000 0,000 0.000 N 13 13 -0.057 0,073 -2 W I Z H. FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL ZO SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W ID JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION D 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) p N. C] I-. 1 44.727 -2.217 0.000 0.000 0.000 = W 2 -0.010 0.192 E- H 3 -0.020 0,346 U. O 4 4 -0.020 0.452 lil Z 5 5 -0,044 0.450 H 6 6 -0.043 0.340 O 1- 7 7 -0,024 0.193 8 8 108.569 0.000 0.000 0.000 0.000 9 9 -0,024 0,445 10 10 -0.021 0,334 11 11 -0.013 0.195 12 12 74.141 -8.059 0.000 0.000 0.000 13 13 -0.024 0.491 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho FP' ' REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR ,ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO. - 7 DATE 10/23/2003 76 6?- 75 1 1 50.459 7.827 0.000 0.000 0.000 1 1; 2 2 -0,011 -0.110 4.- 2E 3 3 -0.022 -0,243 Q = 4 4 -0,022 -0.374 U 5 5 -0.043 -0.376 U 0 6 6 -0.043 -0.245 co W 7 7 -0,024 -0.107 J H 8 8 108.380 0.000 0.000 0.000 0.000 co u. 9 9 -0,022 -0.380 W O 10 10 -0.019 -0,248 2 11 11 -0,012 -0.103 W JQ 12 12 68.597 0.908 0.000 0,000 0.000 co 13 13 -0.022 -0.433 H W Z= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL + 0.25FLL + EOL/1 I- 0 O Z I -- SECTION -SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION ) 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 9. 1 39.561 -19.696 0.000 0,000 0,000 2 -0,009 0,996 3 -0.018 2.080 4 4 -0,018 3.442 5 5 -0.071 3.464 6 6 -0,060 2.067 7 7 -0.032 1.001 8 8 145.310 0.000 0.000 0.000 0,000 9 9 -0.043 3,477 10 10 -0,034 2.044 11 11 -0.021 1.004 12 12 118.269 -28.227 0.000 0.000 0,000 13 13 -0.043 5,006 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho FP' REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0.25FLL + EOR/1 SL. .ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO. - 8 DATE 10/23/2003 77 Q 7,C) Z 1 1 86.689 27.322 0,000 0.000 0.000 2 2 -0.020 -0.877 11"' W 3 3 -0,040 -1.884 Q 4 4 -0.044 -3.118 J U 5 5 -0.069 -3.145 V OD g 6 6 -0.058 -1.879 7 7 -0.032 -0.875 J H 8 8 143.661 0.000 0.000 0.000 0.000 N L 9 9 -0.023 -3.175 W O 10 10 -0.020 -1.865 2 - 11 11 -0.013 -0.872 g 12 12 72.791 20.601 0,000 00 0.000 N d 0.0 13 13 -0.023 -4.748 = W FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - 0.9DL + EOL/1.4 Z '` I- O Z I - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL uu uu JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 8 (1) 1 22.645 -20.577 0.000 0.000 0.000 2 -0.005 0.972 3 -0.010 2.038 4 4 -0,010 3.378 5 5 -0.055 3.401 6 6 -0.045 2,027 7 7 -0.024 0.976 8 8 106,695 0.000 0.000 0.000 0.000 9 9 -0.035 3.415 10 10 -0.026 2.005 11 11 -0.017 0.979 12 12 90.889 -27.347 0.000 0.000 0.000 13 13 -0.035 4.931 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 9 JOB#130Frho - Frame Line F with Rho DATE 10/23/2003 7 78 61- 7 FP' REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0.9DL + EQR/1,4 ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 69.772 26.442 0.000 0.000 0.000 = 2 2 -0.016 -0,900 ;F- Z 3 3 -0.032 -1.925 QeQ 6 LI 4 4 -0.036 -3.182 J U 5 5 -0,052 -3.208 U O 6 6 -0,042 -1.919 co C) 7 7 -0.023 -0.900 W H 8 8 105.046 0.000 0.000 0.000 0.000 N u. 9 9 -0.015 -3.236 W 0 10 10 -0.013 -1.904 11 11 -0.008 -0.898 g Q 12 12 45.411 21.481 0.000 0.000 0.000 13 13 -0.015 -4.823 Ci 1---±u FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0.75LL + 0.75WL Z I- F- O ZH SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL � uj JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION U • 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) O c-. O H 1 89,395 0.852 0.000 0.000 0,000 ui u 2 -0,020 0.217 H U 3 -0.042 0.392 U- 0 4 4 -0,045 0.574 5 5 -0.109 0.569 6 6 -0,086 0.386 7 7 -0.046 0.221 8 8 208.340 0.000 , 0.000 0.000 0.000 9 9 -0.060 0.556 10 10 -0.044 0.379 11 11 -0,027 0.225 12 12 151.174 -8.558 0.000 0.000 0.000 13 13 -0.060 0.524 Z DESIGN INPUT ECHO 12 NCI Building Systems, L.P. PAGE 2 JOPM130Frho - Frame Line F with OmegaO 10/23/2003 . c 7.5,15.,22.5, SECTION,I,8I1,,WC1,18I4,155.01,50.,, MEMBER, 7,11„24,,,,,24.,1„B BRACE 7.5,15 „22,5, SECTION,1,8I,,,WC,,,8I,,,55.,,,50,,, LOADCOND LDCN,1,100,,RDL ROOF DEAD LOAD PLUS COLL LDCN,2,100.,RLL ROOF SNOW LOAD LDCN,3,100.,AR1 WIND LOAD FROM LEFT LDCN,4,100 ,,AR2 WIND LOAD FROM RIGHT LDCN,5,100,,FDL FLOOR DEAD LOAD LDCN,6,100 „FLL FLOOR LIVE LOAD LDCN,7,71.4,EQL SEISMIC LOADS/1,4 FROM LEFT LDCN,8,71.4,EOR SEISMIC LOADS/1.4 FROM RIGHT LDCN,9,100 „ DL,100.,FDL RDL + FDL a TOTAL DEAD LOAD LDCN,10,100.,RLL,100.,FLL RLL + FLL = TOTAL LIVE LOAD LDCN,11,100.,RDL,100.,RLL,100,RLL,100 ,,FLL,TOTAL DL + LL LDCN,12,100 „ RDL,100.,FDL,100,AR1,,,DL + WLL LDCN,13,100.,RDL,100.,FDL,100,AR2,,,DL + WLR LDCN,14,100.,RDL,100.,FDL,25.,FLL,71.4,EQL,DL + 0.25FLL + EOL/1.4 LDCN,15,100.,RDL,100 „ FDL,25.,FLL,71.4,EQR,DL + 0.25FLL + E0R/1.4 LDCN,16,90.,RDL,90 ,,FDL,71.4,EQL,,,0.9DL + EOL/1,4 LDCN,17,90.,RDL,90.,FDL,71,4,EQR,,,0.9DL + E0R/1.4 LDCN.18,100 „ RDL,100.,FDL,75.,WLV,75.,AR1,DL + 0.75LL + 0.75WLL 9,100.,RDL,100.,FDL,75.,WLV,75.,AR2,DL + 0.75LL + 0.75WLR L 10,100.,RDL,100.,FDL,75.,ELV,53.55,EQL,DL + 0.75(0.25LL) + 0,75(EQL/1.4) LDCN,21,100.,RDL,100.,FDL,75.,ELV,53.55,E0R,DL + 0.75(0.25LL) + 0.75(EQR/1.4) LOADS LOAD,4,5,RDL,GLOB,Y,UNIF,O.,-.276 LOAD,5,9,RDL,GLOB,Y,UNIF,O.,-,276 LOAD,5,9,RDL,GLOB,Y,CONC,12.,-2,60 LOAD,9,10,RDL,GLOB,Y,CONC,O ., -3.50 LOAD,4,5,RLL,GLOB,Y,UNIF,O.,-.767 LOAD,5,9,RLL,GLOB,Y,UNIF,O.,-.767 LOAD,9,10,RLL,GLOB,Y,CONC,O.,-12.5 LOAD,1,2,AR1,GLOB,X,UNIF,O „0.351 LOAD,2,3,ARI,GLOB,X,UNIF,O „0.351 L0AD,3,4,ARL GLOB,X,UNIF,0 „0.351 LOAD,4,5,ARI,MEMB,Y,UNIF,0.10.307 LOAD,5,9,ARI,MEMB,Y,UNIF,O „0.307 LOAD,I,2,AR2,GLOB,X,UNIF,O.,-0.219 LOAD,2,3,AR2,GLOB,X,UNIF,O.,-0,219 LOAD,3,4,AR2,GLOB,X,UNIF,O.,-0.219 LOAD,4,5,AR2,MEMB,Y,UNIF,O „0.307 LOAD,5,9,AR2,MEMB,Y,UNIF,O.,0.307 L� 6,FDL,GLOB,Y,UNIF,O.,-1.84 LL,�10,FDL,GLOB,Y,UNIF,O.,-1.84 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho PAGE NO, - 10 DATE 10/23/2003 FP'. REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0,75LL + 0.75WL SL..I1ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) -- 7 �' 1 Z 1 1 93.694 8,384 0.000 0.000 0.000 1 1 2 2 -0,021 -0,009 '� W 3 3 -0.043 -0,049 QQ 4 4 -0.047 -0,046 U UO 5 5 -0.108 -0.050 N p 6 6 -0,086 -0.053 07 W 7 7 -0,046 -0.004 8 8 208.199 0.000 0.000 0.000 0.000 N u_ 9 9 -0,059 -0.063 W }O}. 10 10 -0.043 -0.057 g J 11 11 -0.027 0.001 uL Q 12 12 147.016 -1.833 0.000 0.000 0.000 co d 13 13 -0.059 -0.168 H w Z= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) + I._I- O Z I- uj SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W Dp JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) O D- 1 1 42.346 -14.816 0,000 0.000 0.000 2 -0.010 0.774 3 -0.019 1.592 4 4 -0.019 2.623 5 5 -0.068 2.640 6 6 -0.057 1.582 7 7 -0.031 0.780 8 8 138.709 0.000 0.000 0.000 0.000 9 9 -0,037 2.647 10 10 -0.028 1.564 11 11 -0.017 0.784 12 12 107.476 -21.126 0.000 0.000 0.000 13 13 -0.037 3.783 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 11 JOB#130Frho - Frame Line F with Rho DATE 10/23/2003 2 FP' REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - DL + 0.75(0.25LL) + ,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 77.691 20448 0.000 0.000 0.000 Z I-' 2 2 -0.018 -0.630 W 3 3 -0.036 -1.380 6 4 4 -0,039 -2.297 U 0 55 5 -0.066 -2.317 N p 6 6 -0,055-1.377 u) UJw 7 7 -0.031 -0.628 H, 8 8 137.472 0.000 0.000 0.000 0,000 03 U- 9 9 -0.022 -2.341 W 00 10 10 -0,018 -1.368 g 11 11 -0.011 -0.624u_ 4 4' 12 12 73.367 15.495 0,000 0,000 0.000 co 13 13 -0.022 -3.532 H W Z= I- 1- O Z 1— w uj U� N'. `O — 0 1— ILI 2 U. 1— Lll Z 0- 1:-._ I--. O Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho PAGE NO. - 12 DATE 10/23/2003 MEMBER 1- 2 LENGTH 9.00 FT MEMBER ANGLE 90,00 iN LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT . (FT) FLG WEB SEG SIZE START END 1 9.00 55. 50. 5 1,80 FT 19,50 IN 19.50 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 86.69 -245.90 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 23.14 33.00 33.00 DEG TEMP DIFF 0, DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.7500 0.2500 8.000 x 0.7500 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5.25 -24.45 24,45 0.16 0.74 0.74 0 WEIGHT 505. LB MAX COMB AT LOAD UNITY CK DIST COND 0.900 9.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 15 -27.32 67,14 MEMBER 2- 3 LENGTH 12,00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 19.00 IN 19.00 IN 8,000 x 0.5000 0.1875 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 46.39 154.25 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.41 31,66 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FB0 FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4,08 22.67 -22.67 0.12 0.72 0.69 0 WEIGHT 464. LB MAX COMB AT LOAD UNITY CK DIST COND 0,840 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 15 -25.63 30.45 MEMBER 3- 4 LENGTH 12.35 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB ''- (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.35 55. 50. 7 1.76 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.1875 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 8.38 175.76 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.96 31,36 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.74 25.83 -25.83 0,04 0.82 0.78 0 WEIGHT 478. LB MAX COMB AT LOAD UNITY CK DIST COND 0.862 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -22.48 30,45 ._J DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho MEMBER 4- 5 LENGTH 27,93 FT MEMBER ANGLE 4.79 DEG TEMP DIFF 0. DEG,F RELEASES PAGE NO. - 13 DATE 10/23/2003_ g / 4 0 WEIGHT 796. LB .jN LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 27.93 55. 50. 14 1.99 FT 18.62 IN 18.62 IN 8.000 x 0.3125 0.1875 8.000 x 0.3125 0.895 0.0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 23.10 -101.90 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.38 33.00 28.93 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.76 -22.31 22,31 0.12 0.68 0,77 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 -15.78 30,45 MEMBER 8- 7 LENGTH 9.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0, DEG,F RELEASES 1001 WEIGHT 513. LB SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 9.00 55. 50. 5 1.80 FT 19.00 IN 19.00 IN 10.000 x 0.5000 0.3750 10.000 x 0.5000 0.513 0.9 FT 18 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 208,34 0.00 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 24.23 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 12.44 0.00 0.00 0.51 0,00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 142,50 MEMBER 7- 6 LENGTH 12.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0, DEG,F RELEASES 1001 WEIGHT 590. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 12.00 55. 50. 7 1.71 FT 18.75 IN 18,75 IN 10.000 x 0.5000 0.2500 10.000 x 0.5000 0.368 0.9 FT 18 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 115.51 0.00 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 21.74 32.65 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8.00 0.00 0.00 0.37 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho PAGE NO, - 14 DATE 10/23/2003 5 MEMBER 6- 5 LENGTH 14.68 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0. DEG,F RELEASES 1001 WEIGHT 263. LB LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB 1. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 14.68 50.0 8 1.84 FT 8.14 IN 8.14 IN Wide Flange: W8 x 18 (B18) MAX COMB AT LOAD UNITY CK DIST COND 0.856 0.9 FT 11 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL, INNER FL. LOAD FORCE ALLOW, - NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 32.82 0.00 7.29 25.37 30,00 6.24 0.00 0.00 0.86 0.00 0.00 1 0,00 37.44 MEMBER 5- 9 LENGTH 28.50 FT MEMBER ANGLE 4.69 DEG TEMP DIFF 0. DEG,F RELEASES 0 WEIGHT 812. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD N0, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 28.50 55. 50. 15 1.90 FT 18.62 IN 18.62 IN 8.000 x 0.3125 0.1875 8.000 x 0.3125 0.916 28.5 FT 14 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 -11.23 -121.07 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33,00 28.93 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR D AXIAL FBO FBI OUTER FL. INNER FL, LOAD FORCE ALLOW. - (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T -1.34 -26.51 26.51 0.04 0.80 0,92 11 16.94 30.45 MEMBER 12-11 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 9.00 55. 50. 5 1.80 FT 20.00 IN 20,00 IN 8.000 x 1.0000 0.2500 8.000 x 1.0000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 95.46 -353.89 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 23.47 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4.66 -27.10 27.10 0.14 0.82 0.82 0 WEIGHT 628. LB MAX COMB AT LOAD UNITY CK DIST COND 0.962 9.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -28.23 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho MEMBER 11-10 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES JN LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB ..,. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1,71 FT 20,00 IN 20.00 IN 8,000 x 1,0000 0.2500 8.000 x 1.0000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 50.04 -260.14 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 20.18 33.00 31.86 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.44 -19.92 19.92 0.12 0,60 0.63 PAGE N0. - 15 DATE 10/23/2003 6 Q-6)3 0 WEIGHT 837. LB MAX COMB AT LOAD UNITY CK DIST COND 0.746 12.0 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -34.71 67,14 MEMBER 10- 9 LENGTH 17.01 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N0. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17.01 55. 50. 9 1,89 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 30.79 -57.45 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 12.24 33.00 26,19 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.28 -10.81 10.81 0.27 0.33 0.36 0 WEIGHT 543. LB MAX COMB AT LOAD UNITY CK DIST COND 0.631 16,1 FT 11 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 -6.53 30.45 MEMBER 9-13 LENGTH 10.49 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 10.49 55. 50. 6 1.75 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 0.00 129.73 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 31.22 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.00 24.42 -24,42 0.00 0.78 0,74 0 WEIGHT 335. LB MAX COMB AT LOAD UNITY CK DIST COND 0.782 0.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 12.37 30.45 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho PAGE NO. - 16 DATE 10/23/2003 7 MEMBER 3- 6 LENGTH 27,83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 1799. LB IN LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD n v. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 27.83 55. 50. 14 1.99 FT 21.75 IN 21.75 IN 8.000 x 0.8750 0.2500 8.000 x 0.8750 0.981 1,0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 3.14 -292.37 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.79 33.00 23.23 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.17 -22.54 22.54 0.01 0.68 0.97 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -48.84 64.96 MEMBER 6-10 LENGTH 28.40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55. 50. 15 1.89 FT 21.50 IN 21.50 IN 8.000 x 0.7500 0.2500 8.000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 32.85 -300.54 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 26.03 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.93 -26.57 26.57 0.07 0.81 0.81 0 WEIGHT 1643. LB MAX COMB AT LOAD UNITY CK DIST COND 0.880 28.4 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 48.20 64.96 MEMBER 2- 7 LENGTH 27.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB • (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 27.83 55. 50. 14 1.99 FT 24.00 IN 24.00 IN 8.000 x 1.0000 0.3125 8.000 x 1.0000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 1.70 -361.23 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.23 33.00 22.94 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.07 -21.72 21.72 0.00 0,66 0.95 0 WEIGHT 2166. LB MAX COMB AT LOAD UNITY CK DIST COND 0.952 1.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -49,44 104.91 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho MEMBER 7-11 LENGTH 28.40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES ,N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Js (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28,40 55. 50. 15 1.89 FT 24.00 IN 24.00 IN 8.000 x 1.0000 0.3125 8,000 x 1.0000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -6.49 -510.32 --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING 30.00 33.00 33.00 -0.28 -30.69 30.69 0.01 0.93 0.93 PAGE NO. - 17 DATE 10/23/2003 8 - 85 0 WEIGHT 2211. LB MAX COMB AT LOAD UNITY CK DIST COND 0,939 28.4 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 18 -48.05 104.91 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 14582, LB Z. 1F-- '~ W De UQco co w WI N W. W O00 D. LL. Q uu Z F– F– O ZI– c) O N O F–uu. U F– - u- O: 1111 0— F - O Z FLANGE BRACE REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Rho L"': Flange Bracing Option: OFF MEMBER 1 - 2 UNBRACED MEMBER 2 - 3 UNBRACED MEMBER 3 - 4 UNBRACED MEMBER 4 - 5 OUTER FL. BRACED AT 5.00FT 10.00FT 15.00FT 20.00FT INNER FL. BRACED AT X X X X MEMBER 8 - 7 UNBRACED MEMBER 7 - 6 UNBRACED MEMBER 6 - 5 UNBRACED MEMBER 5 - 9 OUT" FL. BRACED AT 5.00FT 10.00FT 15.00FT 20.00FT =L. BRACED AT X X X X MEMBER 12 - 11 UNBRACED MEMBER 11 - 10 UNBRACED MEMBER 10 - 9 UNBRACED MEMBER 9 - 13 UNBRACED MEMBER 3 - 6 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X MEMBER 6 - 10 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X MEMBER 2 - 7 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X M' 7 - 11 BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X PAGE NO. - 1 DATE 10/23/2003 9 Z nc Z, w w J U; 00 No LU J H• co LL. w0 g J uL Q' 03 I--• _. Z F- O Z H_ w 73U .O -: I" W Hr- 16, Lid; .. Z': C.)_ 0 17Z .44 JOB TITLE Co NI CON Z�TMAM .5/40423 DESCRIPTION /114 /ki . FA -ft -15 - ,g L.e . E,, .6e,4Me .AT Lac F jJ--.. r... .. ..... l - 1 1 I ;._...._I_.... i .._ :- ..:_ i. . I....':—• --' • r° v. I 1 II JOB NO Zc28c7/ 3 QUOTE NO DESIGNED BYCGoNG y CHK'D BY • DATE 6.-/Z e73 SHEET NO( -.59 2L9/W0-3 4 ia/i 7/03 10/ 61/0 3 /tea /0//61() 282. a 60 THIS C o i uMtkl ruRN-D 9.0 3 n j i I 1 1 1 nil Line F: A -- Rafters -- 8" x 5/16" flanges, 3/16" x 18" web B -- Floor Beams -- 8" x 3/4" an • es 1/4" x 20" web C -- Floor Beams - 8" x . 1 "flanges, 1/4" x 20" web D -- Floor Beams -- 8" x 1" flanges, 5/16" x 22" web J -- Columns -- 8" x 3/8" flanges, 3/16" x 18" web K -- Columns -- 8" x 3/8" flanges, 1/4" x 18" web L -- Columns -- 8" x 1/2" flanges, 3/16" x 18" web M -- Columns -JO" x 1/2" flanges, 343" x 18" web - co/time) - /0" x �/2„-rig6r% 1/q. X )8" web N -- Columns -- 8" x 3/4" flanges, 1/4" x 18" web P -- Columns -- 8" x 1" flanges, 1/4" x 18" web 434". • JOB NO 080.5 - E0630/3 61 JOBT1TLE SE -4 Col`/ CON ST,/sTSIAF/RE SPOTS QUOTE NO . DESCRIPTION DESIGNED BYGoI/Gsf CHK'D BY DATE b "3 D"O 3 SHEET NO 6-6:"(2 MA/1l Ckelitie Ar LiNE F CoMPursA I -War LcAD D4r4 RDL Roof= L DLA _Lem 71- Co • q,q o ¢+5 O 67 p, x ' -/aoo 3 27 6 k/yT. 13t.D6,RooF DL,%• x 18,25#x 30.:67 3.S'` oo R t: L • Roof 40A-,0 - 3.?; G 2% O, L LD6, 4 Rove LL % O,d25 x/6,251 x 3x,671- /2,�r t iC�IIIJD Lo ApS -' , 14.1-,.30 . r'./.".,..1. BAsE .L o;Ap.- i WI1JD1,�/A20 _..., lva .: x Pe 3'. x, 30,67,, t !. !_. Y ... i . L,r4 LJ1.).R9._ :z........ ' —I.. ._ ... _.. _... i 1 • I : i ( I I- ; __� _ . ._i. _;.__.,. _ Fro o -4 , t '1;.) x 0;5 x, ,� • q.1.1.7i.. xi. 013.0 7!.. k/ter 1 4 I ; 1 1 7+ ' '• /OoU L -i/,;.0,, t L : (o, 060 ,67i s'75' ./ V. /1od L, vE 4.0Ao /0.0: PAF w,7 7,2461"r,4, / ,?264 R5'4°41,47:10'; 14404/MA/ 186401 = 2 8)x 30.67 = 8596zr-7-. R r -J50= o,o8 (851-)50) = 5,7ase /Mx,4 FL L - /000 "/ o - o, 40) x 30, 7 : � 84 At_ coovy FLL = 0./Dox 30.67 x8,75'= 2 ,84-1< 2346 coNy S'ioryeiVr FPL /YI = 62,060(3oG7)05-=--;—:5 70,5 � - k- ' FLL /1'1 = (0,100)(3o,67)014—.C.2.) = il7.4. K- F-7 Auto/Steel Design * A Synercom Technology, Inc. Development * • for NCI Building Systems Release 7, MOD 1 2000,9.7.1 Run Start Date 10/23/2003 Time 09:10:13 TITLE - JOB#130Frho - Frame Line F with Omega° PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS DESIGN SUMMARY REPORT WITH DEFLECTIONS EXECUTION OPTIONS EXECUTION MODE --,\}MAXIMUM NUMBER OF ITERATIONS UNITY CHECK RANGE MAXIMUM SEGMENT SIZE COEF, OF LINEAR EXPANSION MOD. OF ELASTICITY,E LOCATE FLANGE BRACING ANALYSIS ONLY 1 0.950 TO 1,050 2.000 FT 0.0000065000/DEG,F 29000000, PSI NO 0-87 Pe -3 11 10 DESIGN INPUT ECHO 11 NCI Building Systems, L,P. JORB130Frho - Frame Line F with Omega° JOB#130Frho - Frame Line F with Omega° JTC,10/08/03 DF,,,, 3,1 N JOINTS JOINT,1,1.42,0.,ll0 JOINT,2,1.42,9.0 JOINT,3,1.42,21.0 JOINT,4,1.42,33.35 JOINT,5,29.25,35.68 JOINT,6,29.25,21.0 JOINT,7,29.25,9.0 JOINT,8,29.25,0.,110 JOINT,9,57.65,38.01 JOINT,10,57.65,21.0 JOINT,11,57.65,9.0 JOINT,12,57.65,0.,ll0 JOINT,13,57.65,48.5 MEMBERS MEMBER,1,2„19,5,,,,19.5,1„ SECTION,1,8G,,,WB,,,86,,,55.,1.5„50.,, MEMBER,2,3„19,,,,,19.,1„ SECTION,1,8E,,,WA,,,8E,,,55.,1.5„50.,, MEMRFR,3,4„19,,,,,19.,1„ N,1,8E,,,WA,,,8E,,,55.,1.5„ 50.,, _R,4,5„18.625,,,,18.625,1„B BRACE,5.,10.,15.,20., SECTION,1,8C,,,WA,,,8C,,,55.,,,50.,, MEMBER,8,7,1001 „19,,,,,19.,1„ SECTION,1,10E,,,WD,,,10E,,,55.,1,5„ 50.,, MEMBER,7,6,1001.,18.75,,,,18.75,1„ SECTION,1,10E,,,WB,,,10E,,,55.,1.5„ 50.,, MEMBER,6,5,1001.,18.75,,,,18.75,1„ SECTION,1,B18 50 ,1.5 MEMBER,5,9„ 18.625,,,,18.625,1„ B BRACE,5.,10.,15.,20., SECTION,1,8C,,,WA,,,8C,,,55.,1.5„ 50.,, MEMBER,12,11„20.,,,,20.,1„ SECTION,I,BI,,,WB,,,BI,,,55.,1.5„50.,, MEMBER,11,10„20.,,,,20.,1„ SECTION,1,8I,,,WB,,,8I,,,55.,1.5„50.,, MEMBER,10,9„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,9,13„ 18,75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.4„50.,, MEMBER,3,6„21.75,,,,21.75,1„B BRACE 7.5,15.,22,5, SECTION,I,BH,,,WB,,,8H,,,55.,,,500,, MEMBER,6,10„21.5,,,,21.5,1„B BRArF 7.5,15.,22.5, S' V,1,8G,,,WB,,,8G,,,55.,,,50.,, M. _,42,7„24.,,,,24.,1„B PAGE 1 10/23/2003 DESIGN INPUT ECHO NCI Building Systems, L.P. J0B.70Frho - Frame Line F with Omegao u.,„,,2,7,FDL,GLOB,Y,UNIF,O.,-1.84 LOAD, 7,11, FDL,GLOB,Y,UNIF,O.,-1.84 LOAD,11,12,FDL,GLOB,Y,CONC,O.,-16.1 LOAD,11.,12,FDL,GLOB,Z,MOMT,O.,-70.5 LOAD,3,6,FLL,GLOB,Y,UNIF,O.,-1.84 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-1,84 LOAD,2,7,FLL,k3LOB,Y,UNIF,O.,-1.84 LOAD, 7,11,FLL,GLOB,Y,UNIF,O.,-1.84 LOAD,11,12,FLL,GLOB,Y,CONC,O.,-26.84 LOAD,11,12,FLL,GLOB,Z,MOMT,O.,-117.4 LOAD,13,9,EQL,GLOB,X,CONC,0.,44.5 LOAD,4,5,EOL,GLOB,X,CONC,14 „15.4 LOAD,3,6,E0L,GLOB,X,CONC,1 LOAD,2,7,E0L,GLOB,X,CONC,1 LOAD,13,9,E0R,GLOB,X,CONC,O.,-44.5 LOAD,4,5,EQR,GLOB,X,CONC,14.,-15.4 LOAD,3,6,EQR,GLOB,X,CONC,1 LOAD,2,7,EQR,GLOB,X,CONC,1 LOAD,4,5,WLV,GLOB,Y,UNIF,O.,-0.767 LOAD,5,9,WLV,GLOB,Y,UNIF,O.,-0.767 LOP .9,10,WLV,GLOB,Y,CONC,O „ -12.5 ,7,WLV,GLOB,Y,UNIF,O.,-1.84 Lam.-.,3,6,WLV,GLOB,Y,UNIF,O.,-1.84 LOAD, 7,11,WLV,GLOB,Y,UNIF,O.,-1.84 LOAD,6,10,WLV,GLOB,Y,UNIF,O.,-1.84 LOAD,11,12,WLV,GLOB,Y,CONC,O.,-26,84 LOAD,11,12,WLV,GLOB,Z,MOMT,O.,-117.4 LOAD,2,7,ELV,GLOB,Y,UNIF,O.,-0.46 L0AD,3,6,ELV,GLOB,Y,UNIF,O.,-0.46 LOAD,7,11,ELV,GLOB,Y,UNIF,O.,-0.46 LOAD,6,10,ELV,GLOB,Y,UNIF,O.,-0.46 LOAD,11,12,ELV,GLOB,Y,CONC,27.5,-6.71 LOAD,11,12,ELV,GLOB,Z,MOMT,8.5,-29.4 END PAGE 3 10/23/2003 """ DETAIL INPUT ECHO """ JOINT 1 1.42 0.00 110 0,000 0.000 0.000 JOINT 2 1.42 9.00 0 0,000 0.000 0.000 JOT"R 3 1,42 21.00 0 0.000 0.000 0.000 4 1.42 33.35 0 0.000 0,000 0.000 . ..IT 5 29.25 35.68 0 0.000 0.000 0,000 JOINT 6 29,25 21.00 0 0.000 0.000 (000 JOINT 7 29.25 9.00 0 0.000 0.000 0.000 JOINT 8 29.25 0.00 110 0.000 0.000 0,000 JOINT 9 57.65 38.01 0 0.000 0.000 0.000 JOINT 10 57.65 21.00 0 0.000 0.000 0,000 JOINT 11 57.65 9.00 0 0.000 0.000 0.000 JOINT 12 57.65 0.00 110 0.000 0.000 0.000 JOINT 13 57.65 48,50 0 0.000 0.000 0.000 MEMBERS MEMBER 1 2 0. 19,500 0.000 0,000 0.000 19.500 1 0.000 SECTION 1 8G WB 86 55.000 1.500 0.000 50.000 MEMBER 2 3 0. 19,000 0.000 0.000 0,000 19.000 1 0.000 SECTION 1 8E WA 8E 55.000 1.500 0.000 50.000 MEMBER 3 4 0. 19,000 0.000 0.000 0.000 19,000 1 0,000 SECTION 1 8E WA 8E 55.000 1.500 0.000 50.000 MEMBER 4 5 0. 18.625. 0,000 0.000 0,000 18.625 1 0.000 B BRACE 5.00010.00015.00020.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8C WA 8C 55.000 0.000 0.000 50.000 MEMBER 8 7 1001. 19,000 0.000 0.000 0.000 19.000 1 0.000 SECTION 1 10E WD 10E 55.000 1.500 0.000 50.000 MEMBER 7 6 1001. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 10E WB 10E 55.000 1.500 0.000 50.000 MEMBER 6 5 1001. 18.750 0.000 0.000 0.000 18.750 1 0.000 SErTTON 1 B18 50.000 1.500 0.000 0.000 5 9 0. 18.625 0,000 0.000 0.000 18,625 1 0.000 B 5.00010.00015.00020.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8C WA 8C 55.000 1,500 0.000 50.000 MEMBER 12 11 0. 20.000 0.000 0,000 0.000 20.000 1 0.000 SECTION 1 8I WB 8I 55.000 1.500 0.000 50.000 MEMBER 11 10 0. 20.000 0.000 0.000 0.000 20.000 1 0.000 SECTION 1 8I WB 8I 55.000 1.500 0.000 50.000 MEMBER 10 9 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50.000 MEMBER 9 13 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WA 8D 55.000 1.400 0.000 50.000 MEMBER 3 6 0. 21.750 0.000 0.000 0.000 21.750 1 0.000 B BRACE 7. 0,00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8H WB 8H 55.000 0.000 0.000 50.000 MEMBER 6 10 0. 21.500 0.000 0.000 0.000 21.500 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8G WB 8G 55,000 0.000 0.000 50.000 MEMBER 2 7 0. 24.000 0.000 0.000 0.000 24.000 1 0.000 B BRACE 7. 0.00015.00022,500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8I WC 8I 55.000 0.000 0.000 50.000 MEMBER 7 11 0. 24.000 0.000 0.000 0.000 24.000 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8I WC 8I 55.000 0.000 0.000 50.000 LDCN 1 100. RDL 0. 0. 0. ROOF DEAD LOAD PLUS COLL LDCN 2 100. RLL 0, 0. 0. ROOF SNOW LOAD am 3 100. AR1 0. 0. 0. WIND LOAD FROM LEFT L' 4 100. AR2 0. 0. 0, WIND LOAD FROM RIGHT L,. 5 100. FDL 0. 0. 0. FLOOR DEAD LOAD LDCN 6 100, FLL 0. 0. 0. FLOOR LIVE LOAD LDCN 7 71. EQL 0. 0. 0. SEISMIC LOADS/1.4 FR OM LEFT LDCN 8 71. EOR 0. 0, 0. SEISMIC LOADS/1,4 FR OM RIGHT LDCN 9 100. DL 100. FDL LDCN 10 100. RLL 100. FLL LDCN 11 100. RDL 100. RLL LDCN 12 100. RDL 100. FDL 100. AR1 LDCN 13 100. RDL 100. FDL 100. AR2 LDr" 14 100. RDL 100, FDL 25. FLL 15 100. RDL 100. FDL 25. FLL L...,, 16 90. RDL 90. FDL 71. EOL LDCN 17 90. RDL 90, FDL 71. EQR LDCN 18 100. RDL 100, FDL 75, WLV LDCN 19 100. RDL 100. FDL 75. WLV LDCN 20 100. RDL 100. FDL 75. ELV LDCN 21 100, RDL 100, FDL 75. ELV LOAD 4 5 RDL GLOB Y UNIF 0.000 LOAD 5 9 RDL GLOB Y UNIF 0,000 LOAD 5 9 RDL GLOB Y CONC 12.000 LOAD 9 10 RDL GLOB Y CONC 0.000 LOAD 4 5 RLL GLOB Y UNIF 0.000 LOAD 5 9 RLL GLOB Y UNIF 0.000 LOAD 9 10 RLL GLOB Y CONC 0.000 LOAD 1 2 AR1 GLOB X UNIF 0.000 LOAD 2 3 AR1 GLOB X UNIF 0,000 LOAD 3 4 AR1 GLOB X UNIF 0.000 LOAD 4 5 AR1 MEMB Y UNIF 0.000 LOAD 5 9 AR1 MEMB Y UNIF 0.000 LOAD 1 2 AR2 GLOB X UNIF 0.000 LOAD 2 3 AR2 GLOB X UNIF 0.000 LOAD 3 4 AR2 GLOB X UNIF 0,000 LOAD 4 5 AR2 MEMB Y UNIF 0,000 LOAD 5 9 AR2 MEMB Y UNIF 0.000 LOAD 3 6 FDL GLOB Y UNIF 0.000 LOP 6 10 FDL GLOB Y UNIF 0,000 2 7 FDL GLOB Y UNIF 0.000 Lt..- 7 11 FDL GLOB Y UNIF 0.000 LOAD 11 12 FDL GLOB Y CONC 0.000 LOAD 11 12 FDL GLOB Z MOMT 0.000 LOAD 3 6 FLL GLOB Y UNIF 0.000 LOAD 6 10 FLL GLOB Y UNIF 0.000 LOAD 2 7 FLL GLOB Y UNIF 0,000 LOAD 7 11 FLL GLOB Y UNIF 0.000 LOAD 11 12 FLL GLOB Y CONC 0.000 LOAD 11 12 FLL GLOB Z MOMT 0.000 LOAD 13 9 EQL GLOB X CONC 0.000 LOAD 4 5 EQL GLOB X CONC 14.000 LOAD 3 6 EQL GLOB X CONC 14,000 LOAD 2 7 EQL GLOB X CONC 14,000 LOAD 13 9 EQR GLOB X CONC 0.000 LOAD 4 5 EQR GLOB X CONC 14,000 LOAD 3 6 EQR GLOB X CONC 14,000 LOAD 2 7 EQR GLOB X CONC 14,000 LOAD 4 5 WLV GLOB Y UNIF 0.000 LOAD 5 9 WLV GLOB Y UNIF 0.000 LOAD 9 10 WLV GLOB Y CONC 0,000 LOAD 2 7 WLV GLOB Y UNIF 0.000 LOAD 3 6 WLV GLOB Y UNIF 0.000 LOAD 7 11 WLV GLOB Y UNIF 0.000 LOAD 6 10 WLV GLOB Y UNIF 0.000 LOP 11 12 WLV GLOB Y CONC 0.000 L 11 12 WLV GLOB Z MOMT 0.000 L6...-/ 2 7 ELV GLOB Y UNIF 0.000 LOAD 3 6 ELV GLOB Y UNIF 0.000 LOAD 7 11 ELV GLOB Y UNIF 0.000 LOAD 6 10 ELV GLOB Y UNIF 0,000 0. 0. RDL + FDL a TOTAL DE AD LOAD 0. 0. RLL + FLL e TOTAL LI VE LOAD 100. RLL 100. FLL TOTAL DL + LL 0. DL + WLL 0. DL + WLR 71. EQL DL + 0.25FLL + EQL/1 ,4 71. EQR DL + 0.25FLL + EQR/1 .4 0. 0.9DL + EQL/1.4 0. 0.9DL + EQR/1,4 75, AR1 DL + 0,75LL + 0,75WL L 75. AR2 DL + 0.75LL + 0.75WL R 54. EQL DL + 0.75(0.25LL) + 0.75(EQL 54. EQR DL + 0.75(0.25LL) + 0,75(EQR -0.276 0.000 0.000 - 0.276 0.000 0,000 -2,600 0,000 0.000 - 3,500 0.000 0.000 -0,767 0,000 0.000 - 0,767 0.000 0.000 -12.500 0.000 0.000 0.351 0.000 0.000 0.351 0.000 0.000 0.351 0.000 0.000 0,307 0.000 0,000 0.307 0.000 0,000 -0.219 0.000 0.000 -0.219 0.000 0.000 -0,219 0.000 0,000 0.307 0.000 0.000 0.307 0.000 0.000 - 1.840 0.000 0.000 - 1.840 0.000 0,000 - 1.840 0.000 0.000 - 1.840 0.000 0.000 -16.100 0.000 0.000 - 70.500 0.000 0.000 - 1.840 0.000 0.000 - 1.840 0.000 0.000 - 1.840 0.000 0.000 - 1.840 0.000 0.000 - 26.840 0.000 0.000 -117.400 0.000 0.000 44.500 0,000 0.000 15.400 0.000 0.000 31,800 0.000 0.000 12.000 0.000 0.000 - 44.500 0.000 0.000 -15.400 0.000 0.000 - 31.800 0.000 0.000 - 12.000 0.000 0.000 - 0,767 0.000 0,000 -0.767 0.000 0.000 - 12.500 0.000 0.000 - 1.840 0.000 0.000 -1,840 0.000 0.000 - 1,840 0.000 0.000 -1.840 0.000 0.000 -26.840 0.000 0.000 -117.400 0.000 0.000 - 0.460 0.000 0.000 - 0.460 0.000 0.000 - 0.460 0.000 0.000 - 0.460 0.000 0.000 au7,i4td,,,7;;.t:125 62- 9X15 LOAD 11 12 ELV GLOB Y CONC 27.500 -6.710 0.000 0.000 LOAD 11 12 ELV GLOB Z MOMT 8.500 -29,400 0.000 0.000 END CI316 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° FRAw REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO. - 1 DATE 10/23/2003 17 62- 91j -- Z 1 1 3.644 0.048 0.000 0.000 0.000 = 1= 2 2 -0.001 0.001 fr- W 3 3 -0.002 0.001 Dt = 4 4 -0.004 -0.009 -J 0 5 5 -0.017 -0,010 U p 6 6 -0.005 0.002 co W 7 7 -0.002 0,001LU H 8 8 9.707 0.000 0.000 0.000 0.000 CO li 9 9 -0.010 -0.013 LU O}} 10 10 -0,004 0.003 11 11 -0,002 0.001 g Q 12 12 8.322 -0.048 0.000 0.000 0.000 oa :. 13 13 -0.010 -0.115 F_=- W DL FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD Z '- I-- O Z (- ill SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION U CI NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) O NC3 E. ] 1 10.224 0.049 0.000 0.000 0.000 111 = U 2 -0.002 0.005 1- :` 3 -0.007 0.016 -- O 4 4 -0,011 0.065 Ali Z 5 5 -0.040 0.063 N 6 6 -0,013 0,019 p ►- 7 7 -0.005 0,005 8 8 22.600 0.000 0.000 0.000 0.000 9 9 -0.027 0.057 10 10 -0.010 0.021 11 11 -0.004 0,005 12 12 22.952 -0,049 0.000 0.000 0,000 13 13 -0.027 -0.088 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omegao FR,MF REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND LOAD FROM LEFT ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO. - 2 DATE 10/23/2003 18 Q-95 Z 1 1 -6.616 -5.475 0.000 0.000 0.000 1 H 2 2 0.001 0,152 it W 3 3 0.004 0.283 m -I 4 4 0.006 0,343 U 5 5 0.016 0.343 U C 6 6 0.005 0.280 u) W 7 7 0.002 0.151 -I H 8 8 -9.065 0.000 0.000 0.000 0,000 N u. 9 9 0.004 0.346 W O 10 10 0.001 0.277 2 11 11 0.000 0.150LL Q 12 12 -1.581 -4.800 0.000 0.000 0.000 N i 13 13 0.004 0.431 H W Z= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - WIND LOAD FROM RIGHT F- F- O Z F - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION 0 co NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) p 1 1 -0.884 4.568 0.000 0.000 0.000 2 0.000 -0.150 3 0,001 -0.306 4 4 0.003 -0,482 5 5 0.016 -0.483 6 6 0,005 -0.305 7 7 0.002 -0.149 8 8 -9.254 0,000 0.000 0.000 0.000 9 9 0.006 -0,480 j 10 10 0.003 -0.304 11 11 0,001 -0.148 12 12 -7.125 4.166 0.000 0,000 0,000 13 13 0.006 -0.493 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 3 JOB#130Frho - Frame Line F with Omega() DATE 10/23/2003 19 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - FLOOR DEAD LOAD MON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 47,699 3.210 0.000 0,000 0.000 2 2 -0.011 0,039 3 3 -0.021 0.062 4 4 -0,021 0.117 5 5 -0.042 0.117 6 6 -0.043 0,058 7 7 -0.024 0.042 8 8 107.927 0.000 0.000 0.000 0.000 9 9 -0,018 0.112 10 10 -0.018 0.053 11 11 -0,012 0.045 12 12 67,401 -3,210 0.000 0,000 0.000 13 13 -0.018 0,175 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 47.128 2.217 0.000 0.000 0.000 2 -0.011 0.079 3 -0,021 0.140 4 4 -0.021 0.212 5 5 -0,042 0.211 6 6 -0,043 0.136 7 7 -0.024 0.082 8 8 107.407 0,000 0,000 0.000 0.000 9 9 -0.021 0.207 10 10 -0.020 0.132 11 11 -0.014 0.085 12 12 79.232 -2.217 0.000 0.000 0.000 13 13 -0.021 0.276 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° PAGE NO. - 4 DATE 10/23/2003 FRAmr REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1.4 FR SL,..ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -45.409 -37.359 0.000 0,000 0.000 2 2 0.010 1.531 3 3 0.023 3.393 4 4 0,027 6.301 5 5 -0.002 6.361 6 6 -0.003 3,372 7 7 -0.001 1.536 8 8 2.778 0.000 0.000 0,000 0.000 9 9 -0.021 6.414 10 10 -0.013 3,339 11 11 -0.008 1.540 12 12 42.631 -36.682 0,000 0.000 0.000 13 13 -0.021 10.274 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 45.409 37.359 0.000 0.000 0.000 2 -0.010 -1.531 3 -0.023 -3.393 4 4 -0.027 -6.301 5 5 0.002 -6.361 6 6 0.003 -3.372 7 7 0.001 -1.536 8 8 -2.778 0.000 0.000 0.000 0.000 9 9 0.021 -6.414 10 10 0.013 -3.339 11 11 0.008 -1.540 12 12 -42.631 36.682 0,000 0.000 0.000 13 13 0.021 -10.274 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#I30Frho - Frame Line F with Omegao PAGE NO. - 5 DATE 10/23/2003 21 FRAM' REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL - TOTAL DE ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 47.699 3.210 0.000 0.000 0.000 2 2 -0.011 0.039 3 3 -0.021 0,062 4 4 -0.021 0.117 5 5 -0.042 0,117 6 6 -0.043 0.058 7 7 -0.024 0.042 8 8 107.927 0.000 0.000 0.000 0.000 9 9 -0.018 0.112 10 10 -0.018 0.053 11 11 -0.012 0.045 12 12 67.401 -3.210 0.000 0.000 0.000 13 13 -0.018 0,175 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL = TOTAL LI SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 3 1 57.352 2.266 0,000 0.000 0.000 2 -0.013 0,084 3 -0.028 0.156 4 4 -0.032 0.276 5 5 -0.082 0.274 6 6 -0.055 0.155 7 7 -0.029 0.087 8 8 130.007 0.000 0.000 0.000 0.000 9 9 -0.047 0.264 10 10 -0.030 0.153 11 11 -0.019 0,090 12 12 102.184 -2.266 0.000 0.000 0.000 13 13 -0.047 0.188 Z _ E- t - W ce -J U. 0 O 000 UJ WI H NO W}} gJ WQ =a F- E_ HO Z 2 :0 U0 ON 0 WW U -- ~O LidZ O Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 6 JOB#130Frho - Frame Line F with OmegaO DATE 10/23/2003 2 q- FRAM REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 60.996 2,314 0.000 0.000 0.000 2 2 -0.014 0.085 3 3 -0.030 0,157 4 4 -0.036 0.268 5 5 -0.099 0,264 6 6 -0.061 0.157 7 7 -0.031 0.088 8 8 139.714 0.000 0.000 0.000 0.000 9 9 -0.057 0.251 10 10 -0.034 0.156 11 11 -0.020 0.090 12 12 110.506 -2,314 0.000 0.000 0.000 13 13 -0.057 0.073 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 3 1 44,727 -2.217 0.000 0,000 0,000 "�. 2 -0.010 0.192 3 -0.020 0,346 4 4 -0.020 0,452 5 5 -0,044 0,450 6 6 -0.043 0.340 7 7 -0.024 0,193 8 8 108,569 0.000 0.000 0.000 0.000 9 9 -0,024 0,445 10 10 -0,021 0.334 11 11 -0.013 0,195 12 12 74,141 -8.059 0.000 0,000 0.000 13 13 -0,024 0.491 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with OmegaO FRPMG REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR b, -,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 50.459 2 2 3 3 4 4 5 5 6 6 7 7 8 8 108.380 9 9 10 10 11 11 12 12 68.597 13 13 7.827 0.000 0.000 0.000 0.908 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - SECTION MEMBER JOINT JOINT NUMBER NUMBER 4 5 6 7 8 9 10 11 12 13 VERTICAL HORIZONTAL REACTION REACTION (KIPS) (KIPS) MOMENT REACTION (KIP -FT) 1 17.716 -33.546 0.000 2 3 4 5 6 7 8 147.264 0.000 0.000 9 10 11 12 138.161 -40.495 0.000 13 0.000 -0.011 - 0.022 -0.022 - 0.043 -0.043 - 0.024 0,000 - 0.022 -0.019 - 0.012 0.000 -0.022 0.000 -0,110 - 0.243 -0.374 - 0.376 - 0.245 - 0.107 0,000 - 0.380 -0.248 - 0.103 0.000 -0.433 DL + 0.25FLL + EQL/1 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 -0.004 -0.006 -0.003 -0,072 -0.062 -0.033 0.000 -0.055 - 0.040 -0.025 0.000 - 0.055 0.000 1.590 3.491 6.463 6.521 3.466 1.599 0.000 6.565 3.429 1.606 0.000 10,404 PAGE NO. - 7 DATE 10/23/2003 23 Q -/O0 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° PAGE NO. - 8 DATE ' 10/23/2003 FRAME, REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0.25FLL + EOR/1 '`ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 24 _/0) 1 1 108.534 41.172 0.000 0.000 0.000 1 ~ 2 2 -0,024 -1.471 `� W 3 3 -0.051 -3.295 6 D' 4 4 -0.058 -6.139 U 0 5 5 -0,068 -6.202 N 0 6 6 -0.056 -3,278 v) W 7 7 -0.032 -1,474 J H 8 8 141.708 0.000 0.000 0,000 0.000 N u- 9 9 -0.012 -6.263W 0 10 10 -0.014 -3.250 g 7. 11 11 -0.010 -1.474 uL, Q 12 12 52.899 32.870 0.000 0.000 0.000 v_) d 13 13 -0,012 -10.145 H W Z= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - O.9DL + EOL/1,4 F- 0 O Z t-: uu SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION U 0. NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 �. 0 WW 1 1 0.800 -34.426 0.000 0.000 0.000 2 0.000 1,567 I" FU-., 3 0,001 3.450 L" 0 4 4 0.004 6.399 W c 5 5 -0,055 6.457 U 6 6 -0.046 3.426 0 h'. 7 7 -0.024 1.575 Z 8 8 108.649 0.000 0.000 0.000 0.000 9 9 -0.047 6.503 10 10 -0,033 3.390 11 11 -0.020 1.580 12 12 110.781 -39.615 0.000 0.000 0.000 13 13 -0.047 10.329 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with OmegaO FRAM REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0,9DL + EOR/1,4 Sr LION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO, - 9 DATE 10/23/2003 25 / 0.2 Z 1 1 91.618 40,292 0,000 0.000 0.000 II-- 2 2 -0.021 -1,495 ILI0C 2 3 3 -0,044 -3,336 4 .4 -0.050 -6.203 U O 5 5 -0,051 -6.265 co 0 6 6 -0.041 -3.318 U) lid 7 7 -0,023 -1.498 -J H. 8 8 103.093 0.000 0,000 0.000 0.000 N LL 9 9 -0,004 -6,324 W 8 10 10 -0.007 -3,288� D- 11 11 -0,005 -1.499 Q uL., 12 12 25.519 33.750 0.000 0.000 0.000 cod 13 13 -0,004 -10.220 H 1 Z !- FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0.75LL + 0.75WL . 0 z,- SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 2 JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION D 0o. NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 00 H WW NU u'O. WZ U= l= 0 1- 1 1 89.395 0.852 0.000 0,000 0.000 ' 2 -0.020 0.217 3 -0,042 0,392 4 4 -0.045 0.574 5 5 -0.109 0.569 6 6 -0.086 0.386 7 7 -0,046 0,221 8 8 208.340 0.000 0.000 0.000 0.000 9 9 -0,060 0.556 10 10 -0.044 0.379 11 11 -0,027 0.225 12 12 151,174 -8.558 0.000 0.000 0.000 13 13 -0.060 0.524 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with OmegaO PAGE NO, - 10 DATE 10/23/2003 FRA_! REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0.75LL + 0.75WL SL....ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 26 / 03 Z 1 1 93.694 8.384 0,000 0.000 0.000 2 2 -0.021 -0.009 a~ .,I-: 3 3 -0.043 -0,049 Q j 4 4 -0.047 -0.046 0.i U 5 5 -0.108 -0.050 0 O 6 6 -0.086 -0.053 CO C3W 2 7 7 -0.046 -0.004 UJ 8 8 208.199 0.000 0.000 0.000 0.000 N u_ 9 9 -0.059 -0.063 W O 10 10 -0.043 -0.057 11 11 -0,027 0.001 g -. ct 12 12 147,016 -1.833 0.000 0.000 0.000 22 13 13 -0.059 -0.168 H W Z= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) + ~ I- O Z (- SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION p NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 (2n: 1 25.962 -25.203 0.000 0.000 0.000 2 -0.006 1.220 - 3 -0.011 2.651 4 4 -0.009 4.889 5 5 -0.069 4.932 6 6 -0.058 2.631 7 7 -0.031 1.228 8 8 140.174 0,000 0.000 0.000 0.000 9 9 -0.045 4,963 10 10 -0.033 2.602 11 11 -0.019 1.235 12 12 122.395 -30.328 0,000 0.000 0.000 13 13 -0.045 7.831 Z • DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° FRDMG REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - DL + 0.75(0.25LL) + .SON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 94.075 30.835 0.000 0.000 0,000 2 2 -0.021 -1.076 3 3 -0.044 -2.439 4 4 -0.050 -4.562 5 5 -0.066 -4.609 6 6 -0.054 -2.427 7 7 -0,030 -1.076 8 8 136.007 0,000 0.000 0.000 0.000 9 9 -0.013 -4.657 10 10 -0.013 -2,407 11 11 -0.008 -1,075 12 12 58.448 24.696 0,000 0,000 0,000 13 13 -0.013 -7,580 PAGE NO. - 11 DATE 10/23/2003 2j � —I O DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° MEMBER 1- 2 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES I LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 9.00 55. 50. 5 1.80 FT 19.50 IN 19.50 IN 8.000 x 0.7500 0,2500 8,000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 108.53 -370.55 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 23,14 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 6.58 -36.84 36.84 0.20 1.12 1.12 PAGE NO. - 12 DATE 10/23/2003 28 65? --/Q5 0 WEIGHT 505, LB MAX COMB AT LOAD UNITY CK DIST COND 1.316* 9,0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -41.17 67.14 MEMBER 2- 3 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12,00 55. 50. 7 1.71 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.1875 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 61.49 227.74 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.28 31.66 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5,41 33,47 -33,47 0.16 1.06 1.01 0 WEIGHT 464. LB MAX COMB AT LOAD UNITY CK DIST COND 1.221* 0,0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 15 -32.64* 30.45 MEMBER 3- 4 LENGTH 12.35 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 12.35 55. 50. 7 1.76 FT 19.00 IN 19.00 IN 8.000 x 0,5000 0.1875 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 14.34 404.27 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.96 31.36 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.26 59.41 -59.41 0.07 1.89 1.80 0 WEIGHT 478. LB MAX COMB AT LOAD UNITY CK DIST COND 1.961* 0,0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -50.22* 30.45 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° PAGE NO. - 13 DATE 10/23/2003 MEMBER 4- 5 LENGTH 27,93 FT MEMBER ANGLE 4.79 DEG TEMP DIFF 0. DEG,F RELEASES 0 WEIGHT 796. LB N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD .,,,, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 27.93 55. 50. 14 1.99 FT 18.62 IN 18.62 IN 8.000 x 0.3125 0.1875 8,000 x 0.3125 1.820* 0.0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 51,24 -215.90 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.71 33.00 28.93 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 6.12 -47.27 47.27 0.19 1.43 1,63 ----WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 11 -15.78 30.45 MEMBER 8- 7 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 513. LB SECTION LENGTH YIELD NO. (FT) FLG WEB 1 9.00 55, 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 208.34 0.00 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 5 1.80 FT 19.00 IN 19.00 IN 10.000 x 0.5000 0.3750 10.000 x 0.5000 0.513 0.9 FT 18 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 24.23 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 12.44 0.00 0.00 0.51 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 142.50 MEMBER 7- 6 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 590. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 10.000 x 0.5000 0.2500 10.000 x 0.5000 0.368 0.9 FT 18 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 115.51 0.00 --ALLOWABLE STRESSES -- FA FB0 FBI (KSI) (KSI) (KSI) 21.74 32.65 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8.00 0.00 0.00 0.37 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 67.14 29 Z m Ng i0 0O OD ca U.1 CO LL w0 LL< =d �w Z= F- F- 0 ZF- w W U0 ON OH WW F- - u_O .Z W U= 0 F - Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° PAGE NO. - 14 DATE 10/23/2003 30 /07 MEMBER 6- 5 LENGTH 14.68 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG,F RELEASES 1001 WEIGHT 263. LB )N LENGTH YIELD N0, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 14,68 50.0 8 1,84 FT 8.14 IN 8,14 IN Wide Flange: W8 x 18 (B18) 0,856 0,9 FT 11 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0, (KIPS) (KIP -FT) 1 32.82 0.00 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 7.29 25.37 30.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 6.24 0.00 0,00 0.86 0,00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 37,44 MEMBER 5- 9 LENGTH 28.50 FT MEMBER ANGLE 4,69 DEG TEMP DIFF 0, DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.50 55. 50. 15 1,90 FT 18,62 IN 18.62 IN 8.000 x 0.3125 0.1875 8.000 x 0,3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 -32.73 -257.64 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 28.93 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING -3,91 -56.41 56,41 0.13 1.71 1.95 0 WEIGHT 812. LB MAX COMB AT LOAD UNITY CK DIST COND 1.950' 28.5 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 16,94 30,45 MEMBER 12-11 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG,F RELEASES SECTION LENGTH YIELD NO. (FT) FLG WEB ---, 9.00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 115.35 -464,31 N0. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 5 1.80 FT 20.00 IN 20,00 IN 8,000 x 1.0000 0.2500 8.000 x 1.0000 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 23,47 33,00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5.63 -35.56 35.56 0,17 1,08 1.08 0 WEIGHT 628. LB MAX COMB AT LOAD UNITY CK DIST COND 1.248" 9.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -40.50 67,14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega0 MEMBER 11-10 LENGTH 12,00 FT MEMBER ANGLE 90.00 IN LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT J. (FT) FLG WEB SEG SIZE START END 1 12.00 55. 50. 7 1.71 FT 20,00 IN 20.00 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 61.28 -364,73 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 20.18 33.00 31.86 DEG TEMP DIFF 0. DEG,F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 1,0000 0.2500 8.000 x 1.0000 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.99 -27.93 27.93 0,15 0.85 0.88 PAGE NO. - 15 DATE 10/23/2003 31 a _10 E3 0 WEIGHT 837, LB MAX COMB AT LOAD UNITY CK DIST COND 1.025 12,0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -53.82 67.14 MEMBER 10- 9 LENGTH 17.01 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17.01 55. 50. 9 1.89 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0,3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -6.25 -132,80 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 26.19 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 0.67 -25.00 25.00 0,02 0.76 0.95 0 WEIGHT 543. LB MAX COMB AT LOAD UNITY CK DIST COND 0.955 17.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -7.45 30.45 MEMBER 9-13 LENGTH 10.49 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 10.49 55. 50. 6 1.75 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8,000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 0.00 -333.30 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 31.22 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.00 -62.74 62,74 0.00 1.90 2,01 0 WEIGHT 335, LB MAX COMB AT LOAD UNITY CK DIST COND 2,010* 0.0 FT 7 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 7 31.77 30.45 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omega° PAGE NO. - 16 DATE 10/23/2003 32 MEMBER 3- 6 LENGTH 27.83 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES 0 WEIGHT 1799. LB N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD J; (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 27.83 55. 50. 14 1.99 FT 21.75 IN 21.75 IN 8.000 x 0,8750 0,2500 8.000 x 0.8750 1.734" 1.0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -17.58 -522.46 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 23.23 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.93 -40.28 40.28 0.03 1.22 1.73 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -52.00 64.96 MEMBER 6-10 LENGTH 28.40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55. 50, 15 1.89 FT 21.50 IN 21.50 IN 8.000 x 0.7500 0,2500 8.000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 53.57 -444.67 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 26.03 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.15 -39.32 39.32 0.12 1.19 1.19 0 WEIGHT 1643. LB MAX COMB AT LOAD UNITY CK DIST COND 1.313' 28.4 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 48,20 64.96 MEMBER 2- 7 LENGTH 27.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N(1. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 27.83 55. 50. 14 1.99 FT 24.00 IN 24.00 IN 8.000 x 1.0000 0.3125 8.000 x 1.0000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 8,53 -552.67 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.23 33.00 22.94 - -MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI) 0.37 -33.23 33.23 --UNITY CHECK COMPONENTS -- OUTER FL, INNER FL. AXIAL BENDING BENDING 0,02 1.01 1.45 0 WEIGHT 2166. LB MAX COMB AT LOAD UNITY CK DIST COND 1.473" 1.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -51.61 104.91 Z =Z cc Ni: CD UO OD C) OD UU WI 1.- () O IL Q �W Z= HO Z I- W W U0 N O 0 F- W lU H H LL- O. tiI Z U =: O~ Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Frho - Frame Line F with Omegao PAGE NO. - 17 DATE 10/23/2003 MEMBER 7-11 LENGTH 28.40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES 0 WEIGHT 2211. LB N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD ..u, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 28.40 55. 50. 15 1,89 FT 24.00 IN 24.00 IN 8,000 x 1.0000 0.3125 8.000 x 1.0000 1.378• 28.4 FT 14 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 -13.32 -745.40 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -0.58 -44.82 44.82 0.02 1.36 1,36 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -54.07 104.91 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 14582. LB • 33 JOB TITLE ...SE -Acord CoN Sr/ STARAkif .SA7 73 l DESCRIPTION /1)4/A , F -44-n6 - B L.46. ,, E • II i 1 i.. --i- i I 1 •.I, . c 14114.g ANr r.. L)N c 7r. ' N 12 JOB NO QUOTE NO DESIGNED BYCI"°1 y CHK'D BY zo8o13 34 DATE 6-12.03 SHEET NO 62-/11 9/2 3/o 3 ld/8/v' /1.06/'003 28`a P1/5 .Cot- u,,kl ruRi4C-2 90 i \I { ! : • • Line G: • A -- Rafters -- 8" x 5/16" flanges, 3/16" x 18" web B -- C -- D -- E Floor Beams Floor Beams Floor Beams Floor Beams Columns -- Columns -- Columns -- Columns -- Columns -- Coluri/1 — -- 8" x 1/2" flanges, 1/4" x 20" web -- 8" x 3/4" flanges, 1/4" x 20" web -- 8" x 3/4" flanges, 1/4" x 22 1/2" web -- 8" x 1" flanges, 1/4" x 22" web 8" x 3/8" flanges, 8" x 3/8" flanges, 8" x 1/2" flanges, 8" x 5/8" flanges, 8" x 3/4" flanges, x Sig r1 an9es, Y'YLi3:. 3/16" x 18" web 1/4" x 18" web 3/16" x 18" web 1/4"x 18"web 1/4" x 18" web 3/ "x Ij" kJeb • 4 JOB NO 080,.5- 20630/3 35 JOB TITLE SEA CON CONST./SrARp,RE SPoRTs QUOTE NO DESCRIPTION DESIGNED BYLva6At CHK'D BY DATE 5-3(2"c' 3 SHEET NO J Ja, /1)AnJ FAA/ifE 4 LiNLE ,G CorJPur 2 -war L c DAT4 RDL RooF L oAD f CvLL . 6344 4fs /000" /6.6 = 0. /49 '/p1-. /?Ax, A/G L o AD : 0,1 x 14. = ©.,¢'S"Gve.A7t0 @ /6 'Fievm L,,vF 1.3LDG, A R00% pL ; JCC L Roof= Live torso 44-3 iaoo x /6,25'x 30,71= 3,S,< 25" /aoo /6,G' = 606. A Roop LL: 0,025x /4.,25 x 30.67 = /2,5k \V WI) LO AD- L CE LJA R� u PL )FT FDL. FL L 14,3o PsF BASE GoA// 14,.3oxO,8x /4,G' iaao 0,/90 ij) x o,sx 10,6' = -.o, I/9 K/,ti; 6°`'c'y��I co FLOo2 D yip Loq30 : 4000")l,•/54y) 96 7/r.;. BALcoN' fir LJNL- 4- (0.00 )04,9.")8.7s9:=- 81K FLc'oi L/ vc Loco: 100 PS tn1I P1 74/6z/7-A,P% A26A R&Duc770N AA E -4,41A 2 8' x /5,9 � = 445. sa FT. R = y(A-/�(2) = 0,4g x(445-)50) = 23,6 ase 232 R<<pu47-/A4 FLL /ovv (1,o ora3) x /.109 /.2'2 x/ BALCc&V' ELL 11 0./0o x Y5-,9' x8,75'= /3,9k. 3AL CoN`/ Moil/ Fr)T: Fl2L /I'l = (0,0c0)(15-5 )(-61,27.4) 36', 5 k' Fr FL L Nj = (o, Jct o) (1.5, 9� (�, ?s) 6, 0 . i.!i.;x'::'iv.•''l.''>tiP,:ai:.cw:,.:i.v JOB NO O 0- 20801,3 36 JOB TITLE SEA GOAT ' Conl sr. .ZS -r g FARC SPORTS QUOTE NO DESCRIPTION DESIGNED BY CHK'D BY • DATE 5-30-03 SHEET NO 6P -P.3 923/03 />')Ai/ Ar GA/I) ,6 CO 1)1-1.7-4 ; ,Tv. / n1 r Aii.). M ;13 Q s 3 /0 2 7 a i . • 1 8 )2 • . els/we LoA!D ' Iwo T' 1._ i. ! .i i:, A.L.. i i. .; LOAD 5 FRo ‘40Rt L Di 57-4/ su "/o1J, PGC A -32-d- PP- 4-0 • Eh pEk 14E1, ROOF A' V : ,5e R x ,� = 15,59" )7,32' 4.4-. 5k ' z RooFs 0 E \/-04,6+12,40x%5= 5,50 K Gook 15,44 21:-‘" L&VES.: V = 84.8 x.5--/-i0,46A 3°'3 9 L.EvE1- ' V = 41,1 x is + 2,z4" 1 01 14'12.37 1, 67' " Auto/Steel Design " A Synercom Technology, Inc, Development * " for NCI Building Systems " " Release 7, MOD 1 " 2000.9.7.1 Run Start Date 10/23/2003 Time 09:17:01 TITLE - JOB#130Grho - Frame Line G with Rho PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS FLANGE BRACE REPORT DESIGN SUMMARY REPORT WITH DEFLECTIONS F TION OPTIONS EXECUTION MODE a ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS a 1 UNITY CHECK RANGE - 0.950 TO 1.050 MAXIMUM SEGMENT SIZE s 2,000 FT COEF. OF LINEAR EXPANSION - 0.0000065000/DEG.F MOD. OF ELASTICITY,E o 29000000. PSI LOCATE FLANGE BRACING a NO 37 J�j- DESIGN INPUT ECHO NCI Building Systems, L.P. 30Grho - Frame Line G with Rho J0B#130Grho - Frame Line G with Rho JTC,10/08/03 FB„ DF,,,, 3,1,,,,,,,N„ JOINTS JOINT,1,1.42,0.,U0 JOINT,2,1.42,9.0 JOINT,3,1.42,21.0 JOINT,4,1.42,33.35 JOINT,5,29.25,35.68 JOINT,6,29.25,21.0 JOINT,7,29.25,9.0 JOINT,8,29.25,0.,110 JOINT,9,57.65,38.01 JOINT,10,57.65,21.0 JOINT,ll,57.65,9.0 JOINT,12,57.65,0.,110 JOINT,13,57.65,43.5 MEMBERS MEMBER,1,2„19.25,,,,19.25,1„ SECTION,1,8F,,,WB,,,8F,,,55.,1.5„50.,, MEMBER,2,3„19.,,,,19.,1„ SECTION,I,8E,,,WA,,,8E,,,55.,1.5„50.,, N 1,3,4„19.,,,,19.,1„ IN,1,8E,,,WA,,,8E,,,55.,1.5„50.,, N. _R,4,5„18.625,,,,18.625,1„B BRACE,5.,10.,15.,20., SECTION,I,8C,,,WA,,,8C,,,55.,,,50.,, MEMBER,8,7,1001.,18.75,,,,18.75,1„ SECTION,1,8D,,,WD,,,8D,,,55.,1.5„50.,, MEMBER,7,6,1001.,18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,6,5,1001.,18.75,,,,18.75,1„ SECTION,L 8D,,,WB,,,BD,,,55.,1.5„50.,, MEMBER,5,9„ 18.625,,,,18.625,1„B BRACE,5.,10.,15.,20., SECTION,1,8C,,,WA,,,8C,,,55.,1.5„ 50.,, MEMBER,12,11„ 19.5,,,,19.5,1„ SECTION,I,8G,,,WB,,,8G,,,55.11.5„50.,, MEMBER,ll,10„ 19.5,,,,19.5,1„ SECTION,1,8G,,,WB,,,8G,,,55.,1.5„50.,, MEMBER,10,9„18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„ 50.,, MEMBER,9,13„18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.4„50.,, MEMBER,2,7„24.,,,,24.,1„B BRACE 7.5,15.,22.5, SECTION,1,8I,,,WB,,,BI,,,55.,,,50.,, MEMBER,3,6„21.5,,,,21.5,1„B BI 7.5,15.,22.5, SF ',1,8G,,,WB,,,8G,,,55.,,,50.,, ML.. ;7,11„24.„„24„1„B PAGE 1 10/23/2003 ,cam _`I) 538 zQ Z '~ W ce 0O 0. W= J WW Wo Q LLQ OD0 =a W F- O WH U �. O -, O F- W W. H -. u. O .• Z W U= O • 1— z Z DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 2 30Grho - Frame Line G with Rho 10/23/2003 1 . .,t 7.5,15.,22.5, SECTION,1,8G,,,WB,,18G,,,55.11,50.,, -) 16" J/639 MEMBER,6,10„21.,,,,21.,1„B BRACE 7.5,15.,22.5,z SECTION,1,8E,,,WB,,,8E,,,55•,,,50•„ , = H H W LOADCOND a LDCN,1,100.,RDL ROOF DEAD LOAD PLUS COLL J U LDCN,2,100.,RLL ROOF SNOW LOAD U co g LDCN,3,100.,AR1 WIND LOAD FROM LEFT LDCN,4,100.,AR2 WIND LOAD FROM RIGHT W = LDCN,5,100.,FDL FLOOR DEAD LOAD v) LL LDCN,6,100.,FLL FLOOR LIVE LOAD W O LDCN,7,71.4,EOL SEISMIC LOADS/1.4 FROM LEFT Q2 LDCN,8,71.4,EOR SEISMIC LOADS/1.4 FROM RIGHT J LDCN,9,100.,DL,100.,FDL RDL + FDL = TOTAL DEAD LOAD CO d LDCN,10,100.,RLL,100.,FLL RLL + FLL a TOTAL LIVE LOAD = LDCN,11,100.,RDL,100.,RLL,100,RLL,100.,FLL,TOTAL DL + LL F' W Z= LDCN,12,100.,RDL,100.,FDL,100.,AR1,,,DL + WLL LDCN,13,100.,RDL,100.,FDL,100.,AR2,,,DL + WLR Z O LDCN,14,100.,RDL,100.,FDL,25.,FLL,71.4,EOL,DL + 0,25FLL + EOL/1.4 LU WW LDCN,15,100.,RDL,100.,FDL,25.,FLL,71.4,E0R,DL + 0.25FLL + EOR/1.4 p LDCN,16,90.,RDL,90.,FDL,71.4,EOL,,,0.9DL + EQL/1.4 UO cn LDCN,17,90.,RDL,90.,FDL,71.4,EQR,,,0.9DL + EOR/1.4 0 1- l” 1.8,100.,RDL,100.,FDL,75.,WLV,75.,AR1,DL + 0.75LL + 0.75WLL W W 19,100.,RDL,100.,FDL,75.,WLV,75.,AR2,DL + 0.75LL + 0.75WLR 11-- U .....,20,100.,RDL,100.,FDL,75.,ELV,53.55,EOL,DL + 0.75(0.25LL) + 0.75(EQL/1.4) L- p` LDCN,21,100.,RDL,100.,FDL,75.,ELV,53.55,EQR,DL + 0.75(0.25LL) + 0.75(EQR/1.4) W Z U(1) — _ 0 I - LOADS LOAD,4,5,RDL,GLOB,Y,UNIF,O.,-.149 LOAD,5,9,RDL,GLOB,Y,UNIF,O.,-.149 LOAD,5,9,RDL,GLOB,Y,CONC,12.,-0.45 LOAD,9,10,RDL,GLOB,Y,CONC,O.,-3.50 L0AD,4,5,RLL,GLOB,Y,UNIF,O.,-.415 LOAD,5,9,RLL,GLOB,Y,UNIF,O.,-.415 LOAD,9,10,RLL,GLOB,Y,CONC,O.,-12.5 LOAD,1,2,AR1,GLOB,X,UNIF,O.,0.190 LOAD,2,3,AR1,GLOB,X,UNIF,0.,0,190 LOAD,3,4,AR1,GLOB,X,UNIF,0.,0.190 LOAD,4,5,ARL MEMB,Y,UNIF,0.,0.166 LOAD,5,9,AR1,MEMB,Y,UNIF,0.,0.166 LOAD,I,2,AR2,GLOB,X,UNIF,O.,-0.119 LOAD,2,3,AR2,GLOB,X,UNIF,O.,-0.119 LOAD,3,4,AR2,GLOB,X,UNIF,O.,-0.119 LOAD,4,5,AR2,MEMB,Y,UNIF,0.,0.166 LOAD,5,9,AR2,MEMB,Y,UNIF,0.,0.166 1 4,6,FDL,GLOB,Y,UNIF,O.,-0.96 L..:i,10,FDL,GLOB,Y,UNIF,O.,-0.96 Z DESIGN INPUT ECHO NCI Building Systems, L.P. 30Grho - Frame Line G with Rho LvmD,2,7,FDL,GLOB,Y,UNIF,O.,-0.96 LOAD,7,11,FDL,GLOB,Y,UNIF,O „ -0,96 LOAD,11,12,FDL,GLOB,Y,CONC,O.,-8.35 LOAD,11,12,FDL,GLOB,Z,MOMT,O.,-36.5 LOAD,3,6,FLL,GLOB,Y,UNIF,O.,-0.96 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-0.96 LOAD,2,7,FLL,GLOB,Y,UNIF,O.,-0.96 L0AD,7,ll,FLL,GLOB,Y,UNIF,O „ -0.96 LOAD,11,12,FLL,GLOB,Y,CONC,O.,-13.9 LOAD,11,12,FLL,GLOB,Z,MOMT,O.,-60.9 LOAD,13,9,EQL,GLOB,X,CONC,0.,17.32 L0AD,4,5,EOL,GLOB,X,CONC,14.,6.00 LOAD,3,6,EOL,GLOB,X,CONC,14.133.6 L0AD,2,7,E0L,GLOB,X,CONC,14.,12.3 LOAD,13,9,EOR,GLOB,X,CONC,O.,-17.32 LOAD,4,5,EQR,GLOB,X,CONC,14.,-6,00 LOAD,3,6,EQR,GLOB,X,CONC,14.,-33.6 LOAD,2,7,EQR,GLOB,X,CONC,14.,-12.3 LOAD,4,5,WLV,GLOB,Y,UNIF,O.,-.415 LOAD,5,9,WLV,GLOB,Y,UNIF,O.,-.415 1,10,WLV,GLOB,Y,CONC,O.,-12.5 2,7,WLV,GLOB,Y,UNIF,O.,-0.96 Lu..,3,6,WLV,GLOB,Y,UNIF,O.,-0.96 LOAD,7,11,WLV,GLOB,Y,UNIF,O.,-0.96 LOAD,6,10,WLV,GLOB,Y,UNIF,O.,-0.96 LOAD,11,12,WLV,GLOB,Y,CONC,O.,-13.9 LOAD,11,12,WLV,GLOB,Z,MOMT,O.,-60.9 LOAD,2,7,ELV,GLOB,Y,UNIF,O.,-0.24 LOAD,3,6,ELV,GLOB,Y,UNIF,O.,-0.24 LOAD,7,11,ELV,GLOB,Y,UNIF,O „ -0.24 LOAD,6,10,ELV,GLOB,Y,UNIF,O „ -0.24 LOAD,11,12,ELV,GLOB,Y,CONC,27.5,-3.48 LOAD,11,12,ELV,GLOB,Z,MOMT,8.5,-15.23 END PAGE 3 10/23/2003 61-1/740 "•" DETAIL INPUT ECHO """ JOINT 1 1,42 0.00 110 0.000 0.000 0.000 JOINT 2 1,42 9.00 0 0,000 0,000 0.000 3 1.42 21.00 0 0,000 0.000 0.000 4 1.42 33.35 0 0.000 0.000 0.000 .1- 5 29.25 35,68 0 0.000 0.000 0,000 JOINT 6 29.25 21,00 0 0.000 0.000 0,000 JOINT 7 29.25 9.00 0 0.000 0.000 0.000 JOINT 8 29.25 0.00 110 0.000 0,000 0.000 JOINT 9 57.65 38.01 0 0.000 0.000 0.000 JOINT 10 57.65 21.00 0 0.000 0.000 0.000 JOINT 11 57.65 9.00 0 0.000 0.000 0.000 JOINT 12 57.65 0,00 110 0.000 0,000 0.000 JOINT 13 57.65 43.50 0 0.000 0.000 0.000 MEMBERS MEMBER 1 2 0, 19,250 0.000 0,000 0,000 19,250 1 0.000 SECTION 1 8F WB 8F 55.000 1.500 0.000 50,000 MEMBER 2 3 0, 19.000 0.000 0.000 0,000 19.000 1 0.000 SECTION 1 8E WA 8E 55,000 1.500 0.000 50.000 MEMBER 3 4 0, 19,000 0,000 0.000 0.000 19.000 1 0.000 SECTION 1 8E WA 8E 55.000 1.500 0.000 50.000 MEMBER 4 5 0. 18.625 0.000 0.000 0.000 18.625 1 0.000 B BRACE 5.00010.00015.00020.000 0.000 0.000 0.000 0.000 0.000 0,000 SECTION 1 8C WA 8C 55.000 0.000 0.000 50.000 MEMBER 8 7 1001. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WD 8D 55,000 1.500 0.000 50.000 MEMBER 7 6 1001. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WB 8D 55,000 1.500 0.000 50,000 MEMBER 6 5 1001, 18.750 0.000 0.000 0.000 18.750 1 0.000 )N 1 8D WB 8D 55.000 1,500 0.000 50.000 ._'4 5 9 0. 18.625 0.000 0.000 0,000 18.625 1 0.000 B 5.00010.00015.00020.000 0.000 0.000 0,000 0.000 0,000 0.000 SECTION 1 8C WA 8C 55.000 1.500 0.000 50.000 MEMBER 12 11 0. 19.500 0.000 0.000 0.000 19.500 1 0.000 SECTION 1 8G WB 8G 55.000 1.500 0.000 50.000 MEMBER 11 10 0, 19.500 0.000 0.000 0,000 19.500 1 0.000 SECTION 1 8G WB 8G 55.000 1.500 0.000 50.000 MEMBER 10 9 0. 18.750 0.000 0.000 0.000 18.750 1 0,000 SECTION 1 8D WA 8D 55.000 1.500 0.000 50.000 MEMBER 9 13 0. 18.750 0.000 0.000 0.000 18.750 1 0.000 SECTION 1 8D WA 8D . 55.000 1.400 0.000 50.000 MEMBER 2 7 0, 24.000 0.000 0.000 0.000 24.000 1 0.000 B BRACE 7. 0.00015,00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8I WB 8I 55.000 0.000 0.000 50.000 MEMBER 3 6 O. 21.500 0,000 0.000 0.000 21.500 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SECTION 1 8G WB 8G 55.000 0.000 0.000 50.000 MEMBER 7 11 0. 24.000 0.000 0.000 0.000 24,000 1 0.000 B BRACE 7. 0.00015.00022.500 0.000 0.000 0,000 0.000 0.000 0,000 0.000 SECTION 1 8G WB 86 55.000 0.000 0.000 50.000 MEMBER 6 10 0. 21.000 0.000 0.000 0.000 21.000 1 0.000 B BRACE 7, 0,00015.00022.500 0.000 0.000 0.000 0,000 0.000 0.000 0.000 SECTION 1 8E WB 8E 55.000 0,000 0.000 50.000 LDCN 1 100. RDL 0. 0, 0. ROOF DEAD LOAD PLUS COLL LDCN 2 100. RLL 0. 0. 0. ROOF SNOW LOAD L 3 100, AR1 0. 0. 0. WIND LOAD FROM LEFT LT' 4 100. AR2 0. 0. 0. WIND LOAD FROM RIGHT LL 5 100. FDL 0. 0. 0, FLOOR DEAD LOAD LDCN 6 100. FLL 0, 0, 0. FLOOR LIVE LOAD LDCN 7 71. EOL 0. 0. 0. SEISMIC LOADS/1.4 FR OM LEFT LDCN 8 71. EOR 0. 0. 0, SEISMIC LOADS/1,4 FR OM RIGHT .'�_��r.u-.a�+...�..�:'v'uli.iwi»:',4,w:J7..liw�Id��.F�i4�i�..:.;iWr��•.•. LDCN 9 100. DL 100, FDL 0. 0. RDL + FDL a TOTAL DE AD LOAD LDCN 10 100. RLL 100. FLL 0. 0. RLL + FLL = TOTAL LI VE LOAD LDCN 11 100. RDL 100. RLL 100, RLL 100. FLL TOTAL DL + LL -// 42 LDCN 12 100. RDL 100. FDL 100. AR1 0. DL + WLL LDCN 13 100. RDL 100. FDL 100. AR2 0. DL + WLR 14 100. RDL 100. FDL 25. FLL 71. EQL DL + 0,25FLL + EQL/1 .4 15 100. RDL 100. FDL 25. FLL 71. EQR DL + 0.25FLL + EOR/1 .4 16 90, RDL 90. FDL 71. EQL 0. 0.9DL + EQL/1,4 LDCN 17 90. RDL 90. FDL 71. EQR 0. 0.9DL + EQR/1.4 LDCN 18 100. RDL 100. FDL 75. WLV 75. AR1 DL + 0,75LL + 0.75WL L LDCN 19 100. RDL 100. FDL 75. WLV 75. AR2 DL + 0.75LL + 0.75WL R LDCN 20 100. RDL 100. FDL 75. ELV 54. EQL DL + 0.75(0,25LL) + 0.75(EQL LDCN 21 100. RDL 100. FDL 75. ELV 54. EQR DL + 0.75(0.25LL) + 0.75(EQR ;H W LOAD 4 5 RDL GLOB Y UNIF 0.000 -0,149 0,000 0.000 CC LOAD 5 9 RDL GLOB Y UNIF 0,000 -0,149 0.000 0.000 6 0 LOAD 5 9 RDL GLOB Y CONC 12.000 -0.450 0.000 0,000 U 0 co LOAD 9 10 RDL GLOB Y CONC 0.000 -3.500 0.000 0.000 LOAD 4 5 RLL GLOB Y UNIF 0.000 -0.415 0.000 0.000 J Z LOAD 5 9 RLL GLOB Y UNIF 0.000 -0.415 0.000 0,000 t� u LOAD 9 10 RLL GLOB Y CONC 0.000 , -12.500 0.000 0.000 W 0 LOAD 1 2 AR1 GLOB X UNIF 0.000 0.190 0.000 0.000 Q2Q LOAD 2 3 AR1 GLOB X UNIF 0.000 0,190 0.000 0.000 LL Q LOAD 3 4 AR1 GLOB X UNIF 0.000 0.190 0,000 0.000 LOAD 4 5 AR1 MEMB Y UNIF 0.000 0.166 0,000 0.000 = W LOAD 5 9 AR1 MEMB Y UNIF 0,000 0.166 0.000 0.000 LOAD 1 2 AR2 GLOB X UNIF 0.000 -0.119 0.000 0.000 Z F" LOAD 2 3 AR2 GLOB X UNIF 0.000 -0.119 0.000 0.000 Z O LOAD 3 4 AR2 GLOB X UNIF 0.000 -0.119 0.000 0.000 UJ uu LOAD 4 5 AR2 MEMB Y UNIF 0.000 0.166 0.000 0.000 0 LOAD 5 9 AR2 MEMB Y UNIF 0.000 0.166 0.000 0.000 0 cn LOAD 3 6 FDL GLOB Y UNIF 0.000 -0.960 0.000 0,000 0 H 1' 6 10 FDL GLOB Y UNIF 0.000 -0.960 0.000 0.000 = LU L' 2 7 FDL GLOB Y UNIF 0.000 -0.960 0,000 0.000 F - Lt. 7 11 FDL GLOB Y UNIF 0,000 -0.960 0,000 0.000u 0 LOAD 11 12 FDL GLOB Y CONC 0.000 -8.350 0,000 0,000til Z LOAD 11 12 FDL GLOB Z MOMT 0.000 -36.500 0.000 0.000 U N LOAD 3 6 FLL GLOB Y UNIF 0.000 -0.960 0,000 0,000 ~O LOAD 6 10 FLL GLOB Y UNIF 0.000 -0.960 0.000 0.000 Z LOAD 2 7 FLL GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 7 11 FLL GLOB Y UNIF 0,000 -0.960 0.000 0.000 LOAD 11 12 FLL GLOB Y CONC 0.000 -13.900 0.000 0.000 LOAD 11 12 FLL GLOB Z MOMT 0,000 -60.900 0,000 0.000 LOAD 13 9 EQL GLOB X CONC 0.000 17.320 0.000 0.000 LOAD 4 5 EQL GLOB X CONC 14,000 6.000 0.000 0,000 LOAD 3 6 EQL GLOB X CONC 14,000 33.600 0.000 0.000 LOAD 2 7 EQL GLOB X CONC 14,000 12.300 0.000 0.000 LOAD 13 9 EQR GLOB X CONC 0.000 -17.320 0.000 0.000 LOAD 4 5 EQR GLOB X CONC 14,000 -6.000 0.000 0.000 LOAD 3 6 EQR GLOB X CONC 14,000 -33.600 0.000 0.000 LOAD 2 7 EQR GLOB X CONC 14.000 -12.300 0.000 0.000 LOAD 4 5 WLV GLOB Y UNIF 0.000 -0.415 0.000 0.000 LOAD 5 9 WLV GLOB Y UNIF 0.000 -0.415 0,000 0.000 LOAD 9 10 WLV GLOB Y CONC 0,000 -12.500 0.000 0.000 LOAD 2 7 WLV GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 3 6 WLV GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 7 11 WLV GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 6 10 WLV GLOB Y UNIF 0,000 -0.960 0.000 0.000 LC 11 12 WLV GLOB Y CONC 0.000 -13.900 0.000 0.000 LO, 11 12 WLV GLOB Z MOMT 0.000 -60.900 0,000 0.000 LOk _,/' 2 7 ELV GLOB Y UNIF 0.000 -0,240 0.000 0.000 LOAD 3 6 ELV GLOB Y UNIF 0.000 -0.240 0.000 0.000 LOAD 7 11 ELV GLOB Y UNIF 0.000 -0.240 0.000 0,000 LOAD 6 10 ELV GLOB Y UNIF 0.000 -0.240 0.000 0,000 LOAD 11 12 ELV GLOB Y CONC 27,500 -3,480 0.000 0,000 LOAD 11 12 ELV GLOB Z MOMT 8,500 -15.230 0,000 0,000 END Z 1 W 2. 6U UO CO ILI Ili = (0 U„: . w O' g Q. = W Z H. I- O Z!- CI O I-: • = -. w Z UN Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 1 DATE 10/23/2003 4 •REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS aL„IION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z • 1 1 1.959 0.014 0.000 0.000 0.000 1C z '~ 2 2 -0,001 0.001 W ct 2 3 3 -0.001 0.003n 4 4 -0.002 0.008 -J UO 5 5 -0.006 0.008 co D 6 6 -0.004 0.003 0, ULI 7 7 -0.001 0.001 -J 1=- N u-. 8 8 4,705 0.000 0.000 0.000 0.000 W O 9 9 -0,007 0.007 } 10 10 -0.003 0.004 11 ll -0.001 0.001 LL Q. 12 12 5.693 -0.014 0.000 0.000 0.000 N d` 13 13 -0.007 -0.012 = W Z � FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD I-- 0 Z I- ID - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 2 j. JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION U D. NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) O N Di- ll! 1 5.460 0.024 0,000 0.000 0.000 H U 2 -0.001 0.004 LL 0 33 -0.004 0.011 Z 4 4 -0.006 0.040 uu 0 5 5 -0.017 0.038V-, .41: 6 6 -0,009 0.013 O g: 7 7 -0.004 0.003 Z 8 8 12.371 0.000 0.000 0.000 0.000 9 9 -0.023 0.037 10 10 -0.010 0.014 11 11 -0.004 0.003 12 12 18.085 -0.024 0.000 0.000 0,000 13 13 -0.023 -0.003 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND LOAD FROM LEFT ,'ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO. - 2 DATE 10/23/2003> X45 2E 1 1 -3.711 -3.157 0.000 0.000 0.000Z 2 2 0,001 0.098 Or 412 3 3 0.002 0.181 4 4 0,003 0.222 -1 U 5 5 0.006 0.221 U p 6 6 0,004 0.180 u W 7 7 0,001 0,097 _i H 8 8 -4,643 0.000 0.000 0,000 0.000 N u_ 9 9 0.002 0.223 W O 10 10 0.001 0.178 2. 11 11 0.000 0.097 g Q 12 12 -0.981 -2.406 0.000 0.000 0.000 CO D 13 13 0.002 0.248 H W i FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - WIND LOAD FROM RIGHT 1- H F- O ZH SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL Wu JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION V 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) O N 0 1- 1 1 -0.304 2.641 0.000 0.000 0.000 WW 2 0.000 -0.097 F" H. 3 0.001 -0.197 U- r- - 4 4 0.002 -0.304U N 5 5 0.007 -0.304 6 6 0.004 -0.196 p }-. 7 7 0,002 -0.096 8 8 -5.336 0.000 0.000 0.000 0.000 9 9 0.003 -0.303 10 10 0.002 -0.196 11 11 0.001 -0.096 12 12 -3.694 2.102 0,000 0.000 0.000 13 13 0,003 -0.309 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 3 JOB#130Grho - From Line G with Rho DATE 10/231 2003 ' REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - FLOOR DEAD LOAD MON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 4 1 1 25.055 1,508 0.000 0.000 0.000 1 F- 2 2 -0.006 0,023 W 3 3 -0.012 0,040 4 4 -0.012 0.069 _i O 5 5 -0,029 0.069 U O NO 6 6 -0.030 0.038 to W 7 7 -0.016 0.025 _ H 8 8 55.986 0.000 0.000 0,000 0.000 S2 u. 99 -0.012 0.066 W O 10 10 -0.012 0,034 2 11 11 -0.008 0.027 IL < 12 12 35.271 -1.508 0,000 0.000 0.000 N 13 13 -0.012 0.085 H W Z1 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD HO 0 Z (- LIJ SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL D JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION n 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 N 0E- 1 24.734 0.953 0.000 0.000 0.000 2 W 2 -0.006 0.048 1- H 3 -0.012 0.087 U. 0 4 4 -0.012 0,127 id z 5 5 -0.029 0.127 UN - 6 6 -0.030 0.085 �0 H 7 7 -0.016 0.050 Z Z Q • 8 8 55.763 0.000 0.000 0.000 0.000 9 9 -0,013 0.124 10 10 -0.013 0.082 11 11 -0.009 0.052 12 12 41.365 -0.953 0.000 0.000 0.000 13 13 -0.013 0.145 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO, - 4 JOB#130Grho - Frame Line G with Rho DATE 10/23/2003 47 REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1,4 FR :.._,i0N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -25.078 -25.903 0.000 0.000 0.000 1 I' 2 2 0.006 1.144 ,F- Z LU 3 3 0.012 2,390 GC 4 4 0.014 3.729 u.J 0 5 5 -0.004 3.750 0 0 N0: 6 6 -0.004 2.384 7 7 -0.001 1,145 UU Z 8 8 4.981 0.000 0.000 0.000 0.000 0) U 9 9 -0.010 3.768 W 0: 10 10 -0.007 2.365 Q2Q 11 11 -0,005 1.144 LL Q 12 12 20.097 -23.521 0.000 0.000 0.000 w :. 13 13 -0.010 4.282 = a 1._ al FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1,4 FR I" I- O Z I - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL UJ ?' JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 N O 1 - W • W -O F- _ O I - Z 1 25.078 25.903 0.000 0.000 0.000 2 -0.006 -1.144 3 -0.012 -2,390 4 4 -0.014 -3,729 5 5 0.004 -3.750 6 6 0.004 -2.384 7 7 0.001 -1.145 8 8 -4.981 0.000 0.000 0.000 0.000 9 9 0.010 -3.768 10 10 0.007 -2.365 11 11 0.005 -1.144 12 12 -20.097 23.521 0.000 0.000 0.000 13 13 0,010 -4.282 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 5 DATE 10/23/2003 REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL a TOTAL DE MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 25,055 1.508 0.000 0,000 0.000 2 2 -0.006 0.023 3 3 -0,012 0.040 4 4 -0.012 0.069 5 5 -0.029 0.069 6 6 -0.030 0.038 7 7 -0.016 0.025 8 8 55.986 0.000 0.000 0.000 0.000 9 9 -0.012 0.066 10 10 -0,012 0.034 11 11 -0.008 0.027 12 12 35.271 -1.508 0.000 0.000 0.000 13 13 -0.012 0.085 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL n TOTAL LI SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 30.194 0.977 0.000 0.000 0.000 2 -0.008 0.051 3 -0.016 0.098 4 4 -0.018 0.167 5 5 -0.046 0.165 6 . 6 -0.039 0.098 7 7 -0.020 0.053 8 8 68.134 0.000 0.000 0.000 0.000 9 9 -0,036 0,160 10 10 -0.023 0.097 11 11 -0,013 0.055 12 12 59.450 -0.977 0.000 0.000 0.000 13 13 -0.036 0.142 48 -/Z5 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 6 JOB#130Grho - Frame Line G with Rho DATE 10/23/2003 419 7. REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL MON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 32.152 0.992 0.000 0.000 0.000 2 2 -0.008 0.052 3 3 -0.017 0,101 4 4 -0.020 0.175 5 5 -0,053 0.173 6 6 -0.043 0.101 7 7 -0.021 0.054 8 8 72.839 0.000 0.000 0.000 0.000 9 9 -0.044 0.167 10 10 -0.026 0.101 11 11 -0.015 0.056 12 12 65.143 -0.992 0.000 0.000 0.000 13 13 -0,044 0.130 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 23.303 -1.634 0.000 0.000 0.000 2 -0.006 0.122 3 -0,011 0.224 4 4 -0,011 0.299 5 5 -0.029 0.298 6 6 -0.030 0.221 7 7 -0.016 0.123 8 8 56.048 0.000 0,000 0.000 0.000 9 9 -0.017 0.295 10 10 -0.014 0.216 11 11 -0.009 0.125 12 12 39.983 -3.929 0.000 0.000 0.000 13 13 -0.017 0.321 Z = •Z ct -J UO ND W = J W O-- ur Q op d. !_- _ ZF I- O Z I- W LU U o. 092 ci WWr- -- H O WZ 0 -. O Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 7 JOB#130Grho - Frame Line G with Rho DATE 10/23/2003 50 Q-/027 7. REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 26.709 4,163 0.000 0.000 0.000 Q 2 2 -0.007 -0.073 ;F W 3 3 -0,013 -0,154 CC 2 4 4 -0.013 -0.227 J U 5 5 -0.029 -0.228 U 0 6 6 -0.029 -0,155 co 0 7 7 -0.016 -0.071 J = 8 8 55.355 0.000 0.000 0.000 0.000 1- 9 9 -0.016 -0.230 W0 10 10 -0.013 -0.157 2 11 11 -0.008 -0.068 12 12 37.270 0.579 0.000 0.000 0.000 LL 13 13 -0.016 -0.236 = Ci W FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL + 0,25FLL + EQL/1 Z H I- 0 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL U-1 LU JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) U 0 D. 0 1- 1 8.119 -24.142 0,000 0.000 0.000 W W `\ 2 -0.002 1.180 H 0 3 -0,004 2.455ti ~O 4 4 -0.003 3.838 Z 5 5 -0.048 3.859 U N 6 6 -0.044 2.446 O H 7 7 -0.023 1.183 8 8 79.613 0,000 0.000 0.000 0.000 9 9 -0.032 3.872 10 10 -0.025 2.424 11 11 -0.016 1.184 12 12 71.402 -25.282 0.000 0.000 0,000 13 13 -0.032 4.391 Z DESIGN SUMMARY REPORT NCI Building Systems, L,P, JOB#130Grho - Frame Line G with Rho REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0,25FLL + EQR/1 ..,.iION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 1 58.275 27.663 0.000 0.000 0.000 ' 2 2 -0.015 -1.108 3 3 -0.028 -2.325 4 4 -0.031 -3.619 5 5 -0.039 -3.642 6 6 -0.037 -2.322 7 7 -0.020 -1,107 8 8 69,650 0.000 0.000 0.000 0.000 9 9 -0.013 -3.665 10 10 -0.011 -2.306 11 11 -0,007 -1.103 12 12 31.208 21.760 0.000 0.000 0.000 13 13 -0,013 -4.173 PAGE NO. - 8 DATE 10/23/2003 51 67, �a8 ~w re 62 O 0 W= J CO U. W o Q: Z ", I -W m. FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - 0,9DL + EQL/1.4 . O Z F - UJ SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL D JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION ' C) 13NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) N. 1 -0.766 -24.532 0.000 0.000 0.000 2 0,000 1.166 3 0,000 2.429 4 4 0,001 3.798 5 5 -0.037 3.819 6 6 -0,034 2.421 7 7 -0.017 1.168 8 8 59.603 0.000 0.000 0.000 0.000 9 9 -0,027 3.834 10 10 -0.021 2,400 11 11 -0,013 1.169 12 12 56.964 -24.891 0.000 0.000 0.000 13 13 -0.027 4.348 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 9 JOB#130Grho - Frame Line G with Rho DATE 10/23/2003 52 REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0,9DL + EOR/1.4 ,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 49.391 27.273 0.000 0.000 0.000 2 2 -0.013 -1.122 is- W 3 3 -0,024 -2.351 Q 4 4 -0.027 -3.659 -J 0 5 5 -0.028 -3.681 U O U)o 6 6 -0.026 -2.347 W = 7 7 -0.014 -1.122 ,J 1.- 8 8 49.641 0.000 0.000 0.000 0.000 to ur 9 9 -0,008 -3.703 W O 10 10 -0.006 -2.330 2 11 11 -0.004 -1,119 Q 12 12 16.771 22.151 0.000 0.000 0.000 co 13 13 -0.008 -4.217 H W Z1.' FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0.75LL + 0.75WL Z O. SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W W. JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION n 00 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 to 0 E-_ 1 46.876 -0.112 0.000 0.000 0.000 = W 2 -0.012 0.136 F- 3 -0.023 0,252 u- O 4 4 -0.026 0.369 W Z. 5 5 -0.066 0.367 V N 6 6 -0.060 0.249 o i=- 7 7 -0.032 0.139 8 8 108.309 0,000 0.000 0.000 0.000 9 9 -0.045 0.360 10 10 -0.031 0.244 11 11 -0.019 0.142 12 12 84.815 -4,060 0.000 0.000 0.000 13 13 -0.045 0.365 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 10 JOB#130Grho - Frame Line G with Rho - REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0.75LL + 0.75WL MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) DATE 10/23/20036.1 -13 J�3 Z 1 1 49.431 4.236 0.000 0,000 0.000 1 Z 2 2 -0.013 -0.010 Ui 3 3 -0,025 -0.031 4 4 -0.027 -0.026 U O 5 5 -0.065 -0.028 N 0 6 6 -0.060 -0.033 7 7 -0,031 -0.007 I.- 8 8 107.790 0.000 0.000 0.000 0.000 (0 u 9 9 -0,044 -0.034 W O 10 10 -0.031 -0.036 2 Q 11 11 -0.019 -0.003 u_ 12 12 82.781 -0.679 0.000 0.000 0.000 oo d 13 13 -0.044 -0,052 H W Z3C FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) +1--. 0 O Z !- ui SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL 2 JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION U 0. NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 -. 0 I- uu 1.- -L6 U u' O tll Z -_ 0 F - Z 1 12.749 -18.217 0.000 0,000 0.000 2 -0,003 0.902 3 -0.006 1.863 4 4 -0.006 2.907 5 5 -0.045 2.923 6 6 -0.042 1.856 7 7 -0,022 0.906 8 8 75.067 0,000 0,000 0,000 0.000 9 9 -0.027 2.932 10 10 -0.021 1.838 11 11 -0.013 0.907 12 12 63.705 -18.850 0.000 0,000 0.000 13 13 -0.027 3.321 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 11 54 DATE 10/23/2003 i REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - DL + 0.75(0.251L) + &.MON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 50.367 20.637 0.000 0.000 0.000 2 2 -0.013 -0.814 3 3 -0.025 -1.722 4 4 -0.027 -2,685 5 5 -0.038 -2.703 6 6 -0.036 -1.720 7 7 -0,020 -0.812 8 8 67.595 0.000 0,000 0.000 0.000 9 9 -0.013 -2.721 10 10 -0.010 -1,709 11 11 -0.006 -0.808 12 12 33.560 16.431 0.000 0.000 0.000 13 13 -0.013 -3.102 �,�.a.,.,�.�.�,. �> ..�........��.._ ......................M.........�,.=�wx�:;t�:;_., .:sic Z T. W . UO OD CI OD 111 J = H N IL. WO LL Q. �.. W O Z h- •� OE-' W LU h=- 0. .W Z U =. O~ Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho MEMBER 1- 2 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES PAGE NO, - 12 DATE 10/23/2003 55 --/Q2 0 WEIGHT 444t, LB ION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD .,J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 9.00 55. 50. 5 1.80 FT 19.25 IN 19.25 IN 8.000 x 0.6250 0.2500 8.000 x 0.6250 1.017 9,0 FT 17 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 49,39 -245,46 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.88 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.41 -28,66 28.66 0.15 0.87 0.87 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -27.66 67.14 MEMBER 2- 3 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.1875 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 30.61 151,09 - -ALLOWABLE STRESSES -- FA FB0 FBI (KSI) (KSI) (KSI) 19.41 31.66 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.69 22.20 -22.20 0,14 0.70 0.67 0 WEIGHT 464, LB MAX COMB AT LOAD UNITY CK DIST COND 0.840 0,0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -25.11 30.45 MEMBER 3- 4 LENGTH 12.35 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 478. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 12.35 55. 50, 7 1.76 FT 19.00 IN 19.00 IN 8.000 x 0.5000 0.1875 8.000 x 0.5000 0,650 0.0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 6.80 131.92 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.96 31.36 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.60 19.39 -19.39 0,03 0.62 0.59 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -18.59 30.45 Z H W. ce Ng 00 N CI • 11.1 J= F- • LL W }O gJ LL Q =a. �W Z1C t -- H O Z I- W W O- 0 t - WW O Lid l- et Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 13 DATE 10/23/2003 56 MEMBER 4- 5 LENGTH 27.93 FT MEMBER ANGLE 4.79 DEG TEMP DIFF 0. DEG,F RELEASES (ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 27.93 55. 50. 14 1.99 FT 18.62 IN 18.62 IN 8,000 x 0.3125 0.1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 19.09 -97.64 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.38 33.00 28.93 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.28 -21.38 21.38 0.10 0,65 0.74 0 WEIGHT 796, LB MAX COMB AT LOAD UNITY CK DIST COND 0.841 0.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 -8.48 30,45 MEMBER 8- 7 LENGTH 9.00 FT MEMBER ANGLE 90,00 DEG TEMP DIFF 0, DEG.F RELEASES 1001 WEIGHT 390. LB SECTION LENGTH YIELD NO. (FT) FLG WEB 1 9.00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 108.31 0.00 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 5 1.80 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.3750 8.000 x 0.3750 0,411 0.9 FT 18 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 20.67 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8.49 0.00 0.00 0.41 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0,00 140.62 MEMBER 7- 6 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 429. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 12.00 55. 50. 7 1.71 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 0.327 0.9 FT 18 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 59.71 0.00 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 17.40 31.18 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5.69 0.00 0.00 0.33 0.00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0,00 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 14 DATE 10/23/2003 5 MEMBER 6- 5 LENGTH 14.68 FT MEMBER ANGLE 90.00 'ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT ..,. (FT) FLG WEB SEG SIZE START END 1 14.68 55. 50. 8 1.84 FT 18.75 IN 18.75 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 17.15 0.00 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 13,31 28.45 33.00 DEG TEMP DIFF 0. DEG,F RELEASES 1001 WEIGHT 525. LB OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0,3750 0.2500 8,000 x 0.3750 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.63 0.00 0,00 0.12 0,00 0.00 MAX COMB AT LOAD UNITY CK DIST COND 0.123 0.9 FT 11 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0,00 67.14 MEMBER 5- 9 LENGTH 28.50 FT MEMBER ANGLE 4.69 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.50 55. 50. 15 1.90 FT 18.62 IN 18.62 IN 8.000 x 0.3125 0.1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -10.50 -84.30 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 28.93 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING -1.25 -18.46 18.46 0,04 0.56 0,64 0 WEIGHT 812. LB MAX COMB AT LOAD UNITY CK DIST COND 0.638 28.5 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 8.62 30,45 MEMBER 12-11 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 9.00 55. 50. 5 1,80 FT 19.50 IN 19.50 IN 8.000 x 0.7500 0.2500 8.000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 59.58 -279.26 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 23.14 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.61 -27.77 27.77 0.11 0.84 0,84 0 WEIGHT 505. LB MAX COMB AT LOAD UNITY CK DIST COND 0.951 9.0 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -25.28 67.14 )3 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 15 58 DATE 10/23/2003 MEMBER 11-10 LENGTH 12.00 FT MEMBER ANGLE 90,00 'ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT ,.J, (FT) FLG WEB SEG SIZE START END 1 12,00 55. 50. 7 1.71 FT 19.50 IN 19.50 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 30.64 -193.53 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.67 33.00 31.73 DEG TEMP DIFF 0. DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.7500 0.2500 8.000 x 0.7500 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.86 -19,24 19.24 0.09 0.58 0.61 0 WEIGHT 674. LB MAX COMB AT LOAD UNITY CK DIST COND 0,701 12.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -26.78 67.14 MEMBER 10- 9 LENGTH 17.01 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17.01 55. 50. 9 1.89 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 23,59 -29.01 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 12.24 33.00 26.19 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.52 -5,46 5.46 0.21 0.17 0.18 0 WEIGHT 543, LB MAX COMB AT LOAD UNITY CK DIST COND 0.387 16.1 FT 11 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 -3.46 30.45 MEMBER 9-13 LENGTH 5.49 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 5.49 55. 50. 3 1.83 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 0.00 -67,89 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 24,91 33.00 31.22 • - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.00 -12.78 12.78 0.00 0.39 0.41 0 WEIGHT 175. LB MAX COMB AT LOAD UNITY CK DIST COND 0.409 0.0 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -12.37 30.45 h35 2E Z. 11 W 00 coo ciLl J = 1_- 00 W. WO LLQ =d. W Z= F- F- O W~ W 2 73O- 0E - WW Z F' H -- O .. Z W U= O~ Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 16 DATE 10/23/2003 -43 MEMBER 2- 7 LENGTH 27.83 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0. DEG,F RELEASES BION LENGTH YIELD ,. (FT) FLG WEB 1 27.83 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 2.55 -373.16 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 14 1.99 FT 24,00 IN 24.00 IN 8,000 x 1.0000 0.2500 8,000 x 1,0000 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.90 33.00 23,28 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0,12 -22.97 22.97 0.01 0,70 0.99 0 WEIGHT 2036. LB MAX COMB AT LOAD UNITY CK DIST COND 0.994 1,0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -30.10 59.05 MEMBER 3- 6 LENGTH 27.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 27.83 55. 50. 14 1,99 FT 21.50 IN 21.50 IN 8.000 x 0.7500 0.2500 8.000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 6.52 -259.08 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 11.17 33.00 22.99 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.38 -22.91 22.91 0.03 0.69 1.00 0 WEIGHT 1610. LB MAX COMB AT LOAD UNITY CK DIST COND 1.031 1.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -26.12 64.96 MEMBER 7-11 LENGTH 28.40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 28.40 55. 50. 15 1.89 FT 24.00 IN 24.00 IN 8.000 x 0.7500 0.2500 8.000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -1,50 -407,10 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 0.09 -31.53 31.53 0.00 0,96 0.96 0 WEIGHT 1703, LB MAX COMB AT LOAD UNITY CK DIST COND 0.958 28.4 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -28.94 57.74 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Rho PAGE NO. - 17 DATE 10/23/2003 60--) 0 MEMBER 6-10 LENGTH 28.40 FT MEMBER ANGLE 0,00 DEG TEMP DIFF 0, DEG.F RELEASES ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB viu, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.40 55. 50. 15 1.89 FT 21.00 IN 21.00 IN 8.000 x 0,5000 0.2500 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 24.50 -215.99 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 25.69 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.88 -27.02 27.02 0.07 0.82 0.82 0 WEIGHT 1256, LB MAX COMB AT LOAD UNITY CK DIST COND 0.892 28.4 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 19 24.93 64.96 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 12841. LB FLANGE BRACE REPORT NCI Building Systems, L.P. J0B#130Grho - Frame Line G with Rho e Flange Bracing Option: OFF PAGE NO. - 1 DATE 10/23/2003 MEMBER 1 - 2 UNBRACED MEMBER 2 - 3 UNBRACED MEMBER 3 - 4 UNBRACED MEMBER 4 - 5 OUTER FL. BRACED AT 5.00FT 10.00FT 15,00FT 20.00FT INNER FL. BRACED AT X X X X MEMBER 8 - 7 UNBRACED MEMBER 7 - 6 UNBRACED MEMBER 6 - 5 UNBRACED MEMBER 5 - 9 r ' FL. BRACED AT 5.00FT 10.00Fr 15.00FT 20.00FT FL. BRACED AT X X X X MEMBER 12 - 11 UNBRACED MEMBER 11 - 10 UNBRACED MEMBER 10 - 9 UNBRACED MEMBER 9 - 13 UNBRACED MEMBER 2 - 7 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X MEMBER 3 - 6 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X MEMBER 7 - 11 OUTER FL. BRACED AT 0.00FT 15.00FT 22.50FT INNER FL. BRACED AT X X X I. 4. 6-10 Ol )1. BRACED AT 0.00FT 15.00FT 22.50FT INNut FL. BRACED AT X X X 61 -/3 rt 2 J U: O 0 N 0 J N O' W LL < =• a �W z� F -O z F- W uj Uo O N` • H. W • LU. 1-- — u. O. z. F= • _ O 1— z N Auto/Steel Design * A Synercom Technology, Inc. Development * • for NCI Building Systems Release 7, MOD 1 2000,9.7.1 Run Start Date 10/23/2003 Time 09:17:12 TITLE - JOB#130Grho - Frame Line G with OmegaO PROJECT - 10/08/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS DESIGN SUMMARY REPORT WITH DEFLECTIONS EXECUTION OPTIONS EXECUTION MODE "'N_. MAXIMUM NUMBER OF ITERATIONS UNITY CHECK RANGE MAXIMUM SEGMENT SIZE COEF. OF LINEAR EXPANSION MOD. OF ELASTICITY,E LOCATE FLANGE BRACING a ANALYSIS ONLY ▪ 1 ▪ 0.950 TO 1.050 a 2,000 FT • 0.0000065000/DEG.F • 29000000. PSI e 61_/3 96 2 Z OC F- 11— IQX 2 JU. UO U 0' W= J 1.- 00 00 LL. W}O u` Q: N d` =W I— Z. I— O Z I— W ill Dp O -' 0 E- W 1- U. - O; U O Z DESIGN INPUT ECHO NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega° JOB#130Grho - Frame Line G with Omega° JTC,10/08/03 DF,,,, PAGE 1 10/23/2003 3,1 N Z JOINTS _ H JOINT,1,1.42,0.,110 ;t- W JOINT,2,1.42,9.0 Q0e g JOINT,3,1.42,21.0 J U JOINT,4,1.42,33.35 U O NO JOINT,5,29.25,35.68 JOINT,6,29.25,21.0 W H JOINT, 7,29.25,9,0 N W JOINT,8,29.25,0.,110 W O JOINT,9,57.65,38.01 2 JOINT,10,57.65,21.0 g Q JOINT,11,57.65,9.0 JOINT,12,57.65,0.,110 = W JOINT,13,57.65,43.5 F- Z� 1- O Z W W UO O 5. O = U� Y= �Z 0 O MEMBERS MEMBER,1,2„ 19.25,,,,19.25,1„ SECTION,1,8F,,,WB,,,8F,,,55.,1.5„ 50.,, MEMBER,2,3„ 19.,,,,19.,1„ SECTION,1,8E,,,WA,,,BE,,,55.,1.51,50.,, MEMBER,3,4„ 19.,,,,19.,1„ 0N,1,8E,,,WA,,,BE,,,55.,1.5„ 50.,, .R,4,5„18.625,,,,18.625,1„B BRACE,5.,10.,15.,20., SECTION,1,8C,,,WA,,,8C,,,55.,,,50.,, MEMBER,8,7,1001.,18,75,,,,18,75,1„ SECTION,1,8D,,,WD,,,8D,,,55.,1.5„50.,, MEMBER,7,6,1001.,18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,6,5,1001.,18.75,,,,18.75,1„ SECTION,1,8D,,,WB,,,8D,,,55.,1.5„ 50.,, MEMBER,5,9„ 18.625,,,,18.625,1„B BRACE,5.,10.,15.,20., SECTION,1,8C,,,WA,,,8C,,,55.,1.51150.,, MEMBER,12,ll„19.5,,,,19.5,1„ SECTION,1,8G,,,WB,,,86,,,55.,1.5„ 50.,, MEMBER,ll,10„19.5,,,,19.5,1„ SECTION,I,BG,,,WB,,,8G,,,55.,1.5„ 50.,, MEMBER,10,9„ 18.75,,,,18.75,1„ SECTION,1,8D,,,WA,,,8D,,,55.,1.5„50.,, MEMBER,9,13„18.75,,,,18.75,1„ SECTION,I,8D,,,WA,,,8D,,,55.,1.4„50.,, MEMBER,2, 7„24.,,,,24.,1„B BRACE 7.5,15.,22.5, SECTION,I,8I,,,WB,,,8I,,,55.,,,50.,, MEMBER,3,6„21.5,,,,21.5,1„ B BRACE 7.5,15.,22.5, Sr MG 7,ll4 J24.,,,,24.,1„B ;�r.•41:�i. iY.:- �v;l._:;v+«...i1:iL r. w. ..,:zs Z DESIGN INPUT ECHO NCI Building Systems, L.P. PAGE 2 JOB#I.30Grho - Frame Line G with OmegaO 10/23/2003 ;E 7,5,15.,22.5, MEMBER,6,10„21.,,,,21.,1„ B BRACE 7,5,15.,22.5, SECTION,I,8E,,,WB,,,8E,,,55.,,,50.,, LOADCOND LDCN,1,100.,RDL ROOF DEAD LOAD PLUS COLL LDCN,2,100.,RLL ROOF SNOW LOAD LDCN,3,100.,AR1 WIND LOAD FROM LEFT LDCN,4,100.,AR2 WIND LOAD FROM RIGHT LDCN,5,100.,FDL FLOOR DEAD LOAD LDCN,6,100.,FLL FLOOR LIVE LOAD LDCN,7,71.4,EOL SEISMIC LOADS/1.4 FROM LEFT LDCN,8,71.4,EOR SEISMIC LOADS/1.4 FROM RIGHT LDCN,9,100.,DL,100.,FDL RDL + FDL = TOTAL DEAD LOAD LDCN,10,100.,RLL,100.,FLL RLL + FLL a TOTAL LIVE LOAD LDCN,11,100.,RDL,100.,RLL,100,RLL,100.,FLL,TOTAL DL + LL LDCN,12,100.,RDL,100.,FDL,100,AR1,,,DL + WLL LDCN,13,100.,RDL,100.,FDL,100,AR2,,,DL + WLR LDCN,14,100.,RDL,100.,FDL,25.,FLL,71.4,EOL,DL + 0.25FLL + EQL/1.4 LDCN,15,100.,RDL,100.,FDL,25.,FLL,71.4,EOR,DL + 0,25FLL + EOR/1.4 LDCN,16,90.,RDL,90.,FDL,71.4,EOL,,,0.9DL + EOL/1.4 LDCN,17,90.,RDL,90.,FDL,71.4,EOR,,,0.9DL + EOR/1.4 LDCN,18,100.,RDL,100.,FDL,75.,WLV,75.,AR1,DL + 0.75LL + 0.75WLL `119,100.,RDL,100.,FDL,75.,WLV,75.,AR2,DL + 0.75LL + 0,75WLR 10,100.,RDL,100.,FDL,75.,ELV,53.55,EOL,DL + 0.75(0.25LL) + 0.75(EQL/1.4) LDCN,21,100.,RDL,100.,FDL,75.,ELV,53,55,EOR,DL + 0.75(0.25LL) + 0.75(EQR/1.4) LOADS LOAD,4,5,RDL,GLOB,Y,UNIF,O.,-,149 L0AD,5,9,RDL,GLOB,Y,UNIF,O.,-,149 L0AD,5,9,RDL,GLOB,Y,C0NC,12.,-0.45 LOAD,9,10,RDL,GLOB,Y,CONC,O.,-3.50 LOAD,4,5,RLL,GLOB,Y,UNIF,O.,-.415 L0AD,5,9,RLL,GLOB,Y,UNIF,O.,-.415 LOAD,9,10,RLL,GLOB,Y,CONC,O.,-12.5 LOAD,I,2,ARI,GLOB,X,UNIF,O „0.190 LOAD,2,3,AR1,GL0B,X,UNIF,0.,0,190 LOAD,3,4,AR1,GL0B,X,UNIF,0.,0,190 LOAD,4,5,ARI,MEMB,Y,UNIF,0.,0.166 LOAD,5,9,ARI,MEMB,Y,UNIF,0.,0.166 LOAD,I,2,AR2,GLOB,X,UNIF,O.,-0.119 L0AD,2,3,AR2,GL0B,X,UNIF,O.,-0.119 L0AD,3,4,AR2,GL0B,X,UNIF,O.,-0.119 LOAD,4,5,AR2,MEMB,Y,UNIF,0.,0.166 LOAD,5,9,AR2,MEMB,Y,UNIF,O.,0.166 L! 6,FDL,GLOB,Y,UNIF,O.,-0.96 10.0,FDL,GLOB,Y,UNIF,O.,-0,96 64 Z w ce 6_ VO. co01 udc3 J = H 00W WO J. u.Q 00 D =d • _ Z 1.- 1— O Z I— W ud :3p U O N OH WW • 0 I— r- -- c) H-O Z. U N 0 H: O Z DESIGN INPUT ECHO NCI Building Systems, L.P. .In8#130Grho - Frame Line G with OmegaO PAGE 3 10/23/2003 65 .42,7,FDL,GLOB,Y,UNIF,O.,-0.96 LOAD,7,11,FDL,GLOB,Y,UNIF,O.,-0,96 LOAD,11,12,FDL,GLOB,Y,CONC,O.,-8.35 LOAD,11,12,FDL,GLOB,Z,MOMT,O.,-36,5 Z �1=— W LOAD,3,6,FLL,GLOB,Y,UNIF,O.,-0.96 LOAD,6,10,FLL,GLOB,Y,UNIF,O.,-0.96 Ola LOAD,2,7,FLL,GLOB,Y,UNIF,O.,-0.96 LOAD,7,11,FLL,GLOB,Y,UNIF,O.,-0.96 U O a70. LOAD,11,12,FLL,GLOB,Y,CONC,O.,-13.9 W LOAD,11,12,FLL,GLOB,Z,MOMT,O.,-60.9 H , uL LOAD,13,9,EQL,GLOB,X,CONC,O.,17.32 W O LOAD,4,5,EQL,GLOB,X,CONC,14 „6.00 LOAD,3,6,EQL,GLOB,X,CONC,14.,86.2 Q LOAD,2,7,EQL,GLOB,X,CONC,14.,31.67 Nd` =W I— Z F. F— O Z I— O N. 0 H: W UJ F- H 9- O Z' w U J. O 1— Z LOAD,13,9,EQR,GLOB,X,CONC,O.,-17.32 LOAD,4,5,EQR,GLOB,X,CONC,14.,-6.00 LOAD,3,6,EQR,GLOB,X,CONC,14.,-86.2 LOAD,2,7,EQR,GLOB,X,CONC,14.,-31.67 LOAD,4,5,WLV,GLOB,Y,UNIF,O.,-.415 LOAD,5,9,WLV,GLOB,Y,UNIF,O.,-.415 LOAD,9,10,WLV,GLOB,Y,CONC,O.,-12.5 2,7,WLV,GLOB,Y,UNIF,O.,-0.96 L. ,3,6,WLV,GLOB,Y,UNIF,O.,-0.96 LOAD,7,11,WLV,GLOB,Y,UNIF,O.,-0.96 LOAD,6,10,WLV,GLOB,Y,UNIF,O.,-0.96 LOAD,11,12,WLV,GLOB,Y,CONC,O.,-13.9 LOAD,11,12,WLV,GLOB,Z,MOMT,O.,-60,9 LOAD,2,7,ELV,GLOB,Y,UNIF,O.,-0.24 LOAD,3,6,ELV,GLOB,Y,UNIF,O.,-0.24 LOAD,7,11,ELV,GLOB,Y,UNIF,O.,-0.24 LOAD,6,10,ELV,GLOB,Y,UNIF,O.,-0.24 LOAD,11,12,ELV,GLOB,Y,CONC,27.5,-3.48 LOAD,11,12,ELV,GLOB,Z,MOMT,8.5,-15.23 END _1 JOINT 1 JOINT 2 JOTNT 3 4 'JuIIVT 5 JOINT 6 JOINT 7 JOINT 8 JOINT 9 JOINT 10 JOINT 11 JOINT 12 JOINT 13 MEMBERS """ DETAIL INPUT ECHO """ 1,42 0,00 110 0,000 0.000 0.000 1.42 9.00 0 0.000 0.000 0.000 1.42 21.00 0 0,000 0,000 0.000 1.42 33.35 0 0.000 0.000 0.000 29.25 35.68 0 0,000 0.000 0,000 29.25 21.00 0 0.000 0.000 0,000 29.25 9.00 0 0.000 0.000 0.000 29.25 0.00 110 0,000 0,000 0.000 57.65 38.01 0 0,000 0,000 0.000 57.65 21.00 0 0.000 0.000 0.000 57.65 9.00 0 0.000 0.000 0.000 57.65 0,00 110 0,000 0,000 0,000 57.65 43.50 0 0.000 0,000 0.000 MEMBER 1 2 0. 19,250 0.000 0.000 0.000 19.250 SECTION 1 8F WB 8F 55.000 1.500 MEMBER 2 3 0. 19.000 0.000 0.000 0.000 19.000 SECTION 1 8E WA 8E 55.000 1.500 MEMBER 3 4 0. 19.000 0.000 0.000 0.000 19.000 SECTION 1 8E WA 8E 55.000 1.500 MEMBER 4 5 0. 18.625 0.000 0.000 0.000 18.625 BRACE 5.00010.00015.00020,000 0.000 0.000 0.000 0.000 SECTION 1 8C WA 8C 55.000 0.000 MEMBER 8 7 1001. 18.750 0.000 0.000 0.000 18.750 SECTION 1 8D WD 8D 55.000 1,500 MEMBER 7 6 1001. 18.750 0.000 0.000 0,000 18.750 SECTION 1 8D WB 8D 55.000 1.500 MEMBER 6 5 1001. 18,750 0.000 0.000 0.000 18.750 SFrTION 1 8D WB 8D 55.000 1.500 Z 5 9 0. 18.625 0.000 0,000 0.000 18.625 5.00010.00015.00020.000 0,000 0,000 0.000 0.000 SECTION 1 8C WA 8C 55.000 1.500 MEMBER 12 11 SECTION 1 8G MEMBER 11 10 •SECTION 1 8G MEMBER 10 9 SECTION 1 8D MEMBER 9 13 SECTION 1 8D MEMBER 2 7 0. 19.500 0.000 0.000 0,000 19.500 WB 8G 55.000 1.500 0. 19.500 0.000 0.000 0,000 19.500 WB 8G 55.000 1.500 0. 18.750 0.000 0.000 0.000 18.750 WA 8D 55.000 1.500 0. 18.750 0.000 0.000 0.000 18.750 WA 8D 55.000 1.400 0. 24,000 0.000 0.000 0.000 24.000 BRACE 7. 0.00015.00022.500 0.000 0,000 0,000 0.000 0.000 SECTION 1 8I WB 8I 55.000 0.000 MEMBER 3 6 0, 21.500 0.000 0,000 0.000 21.500 BRACE 7. 0.00015.00022.500 0.000 0,000 0.000 0.000 0.000 SECTION 1 8G WB 8G 55.000 0.000 MEMBER 7 11 0. 24.000 0.000 0.000 0,000 24.000 BRACE 7. 0.00015.00022.500 0.000 0,000 0,000 0.000 0.000 SECTION 1 8G WB 8G 55.000 0.000 MEMBER 6 10 0. 21.000 0.000 0.000 0.000 21.000 BRACE 7. 0.00015.00022.500 0.000 0.000 0.000 0.000 0.000 SECTION 1 8E WB 8E 55.000 0.000 LDCN 1 100. RDL 0. LDCN 2 100. RLL 0. LDCN 3 100. AR1 0. I . 4 100. AR2 0. 5 100. FDL 0. LDCN 6 100. FLL 0. LDCN 7 71. EOL 0. LDCN 8 71. EQR 0. 1 0.000 0.000 50.000 1 0.000 0,000 50.000 1 0.000 0.000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 B 0,000 0.000 0,000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 0.000 50.000 1 0.000 B 0,000 0.000 0.000 50.000 1 0,000 B 0.000 0.000 0.000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 1 0.000 B 0.000 0.000 0.000 50.000 0. 0. ROOF DEAD LOAD PLUS COLL 0. 0. ROOF SNOW LOAD 0, 0. WIND LOAD FROM LEFT 0. 0. WIND LOAD FROM RIGHT 0, 0. FLOOR DEAD LOAD 0. 0. FLOOR LIVE LOAD 0, 0. SEISMIC LOADS/1.4 FR OM 0, 0. SEISMIC LOADS/1,4 FR OM LEFT RIGHT LDCN 9 100. DL 100. FDL 0. 0, RDL + FDL e TOTAL DE AD LOAD LDCN 10 100. RLL 100, FLL 0. 0. RLL + FLL = TOTAL LI VE LOAD LDCN 11 100. RDL 100. RLL 100. RLL 100. FLL TOTAL DL + LL LDCN 12 100. RDL 100, FDL 100. AR1 0, DL + WLL LDCN 13 100. RDL 100. FDL 100. AR2 0. DL + WLR 1 DCN 14 100. RDL 100, FDL 25. FLL 71. EQL DL + 0,25FLL + EQL/1 .4 15 100. RDL 100. FDL 25. FLL 71. EQR DL + 0.25FLL + EQR/1 .4 16 90. RDL 90. FDL 71, EQL 0, 0.9DL + EQL/1.4 LDCN 17 90. RDL 90. FDL 71. EQR 0, 0.9DL + EQR/1,4 LDCN 18 100. RDL 100. FDL 75. WLV 75. AR1 DL + 0.75LL + 0.75WL L LDCN 19 100. RDL 100. FDL 75. WLV 75. AR2 DL + 0,75LL + 0.75WL R LDCN 20 100. RDL 100. FDL 75. ELV 54. EQL DL + 0.75(0.25LL) + 0.75(EQL LDCN 21 100. RDL 100. FDL 75. ELV 54, EQR DL + 0.75(0.25LL) + 0.75(EQR LOAD 4 5 RDL GLOB Y UNIF 0.000 -0.149 0,000 0.000 LOAD 5 9 RDL GLOB Y UNIF 0.000 -0,149 0,000 0.000 LOAD 5 9 RDL GLOB Y CONC 12.000 -0.450 0.000 0.000 LOAD 9 10 RDL GLOB Y CONC 0,000 -3.500 0.000 0.000 LOAD 4 5 RLL GLOB Y UNIF 0.000 -0.415 0.000 0.000 LOAD 5 9 RLL GLOB Y UNIF 0.000 -0.415 0,000 0.000 LOAD 9 10 RLL GLOB Y CONC 0.000 -12.500 0.000 0.000 LOAD 1 2 AR1 GLOB X UNIF 0,000 0.190 0,000 0,000 LOAD 2 3 AR1 GLOB X UNIF 0.000 0,190 0.000 0.000 LOAD 3 4 AR1 GLOB X UNIF 0,000 0.190 0.000 0,000 LOAD 4 5 AR1 MEMB Y UNIF 0.000 0,166 0.000 0.000 LOAD 5 9 AR1 MEMB Y UNIF 0,000 0.166 0.000 0.000 LOAD 1 2 AR2 GLOB X UNIF 0,000 -0,119 0.000 0,000 LOAD 2 3 AR2 GLOB X UNIF 0.000 -0.119 0.000 0.000 LOAD 3 4 AR2 GLOB X UNIF 0.000 -0,119 0.000 0.000 LOAD 4 5 AR2 MEMB Y UNIF 0.000 0.166 0,000 0.000 LOAD 5 9 AR2 MEMB Y UNIF 0,000 0.166 0.000 0.000 LOAD 3 6 FDL GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 6 10 FDL GLOB Y UNIF 0.000 -0.960 0,000 0.000 2 7 FDL GLOB Y UNIF 0.000 -0.960 0.000 0,000 L, 7 11 FDL GLOB Y UNIF 0.000 -0,960 0.000 0.000 LOAD 11 12 FDL GLOB Y CONC 0.000 -8.350 0.000 0.000 LOAD 11 12 FDL GLOB Z MOMT 0.000 -36.500 0.000 0,000 LOAD 3 6 FLL GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 6 10 FLL GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 2 7 FLL GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 7 11 FLL GLOB Y UNIF 0.000 -0.960 0,000 0.000 LOAD 11 12 FLL GLOB Y CONC 0.000 -13.900 0.000 0.000 LOAD 11 12 FLL GLOB Z MOMIT 0.000 -60.900 0.000 0.000 LOAD 13 9 EQL GLOB X CONC 0.000 17.320 0.000 0.000 LOAD 4 5 EQL GLOB X CONC 14.000 6.000 0,000 0,000 LOAD 3 6 EQL GLOB X CONC 14.000 86.200 0.000 0.000 LOAD 2 7 EQL GLOB X CONC 14.000 31.670 0.000 0.000 LOAD 13 9 EQR GLOB X CONC 0.000 -17.320 0.000 0.000 LOAD 4 5 EQR GLOB X CONC 14.000 -6.000 0.000 0.000 LOAD 3 6 EQR GLOB X CONC 14.000 -86.200 0.000 0.000 LOAD 2 7 EQR GLOB X CONC 14.000 -31.670 0,000 0.000 LOAD 4 5 WLV GLOB Y UNIF 0,000 -0.415 0.000 0.000 LOAD 5 9 WLV GLOB Y UNIF 0.000 -0,415 0.000 0.000 LOAD 9 10 WLV GLOB Y CONC 0.000 -12.500 0.000 0.000 LOAD 2 7 WLV GLOB Y UNIF 0.000 -0.960 0,000 0.000 LOAD 3 6 WLV GLOB Y UNIF 0.000 -0.960 0.000 0.000 LOAD 7 11 WLV GLOB Y UNIF 0,000 -0.960 0.000 0.000 LOAD 6 10 WLV GLOB Y UNIF 0.000 -0.960 0.000 0,000 LOAn 11 12 WLV GLOB Y CONC 0,000 -13.900 0.000 0.000 LI 11 12 WLV GLOB Z MONT 0.000 -60.900 0.000 0.000 L6.� ✓ 2 7 ELV GLOB Y UNIF 0,000 -0,240 0,000 0.000 LOAD 3 6 ELV GLOB Y UNIF 0.000 -0.240 0.000 0.000 LOAD 7 11 ELV GLOB Y UNIF 0.000 -0.240 0.000 0,000 LOAD 6 10 ELV GLOB Y UNIF 0.000 -0.240 0.000 0.000 Q -/444f 67 LOAD . 11 12 ELV GLOB Y CONC 27.500 -3,480 0,000 0,000 LOAD 11 12 ELV GLOB Z MOMT 8.500 -15.230 0.000 0.000 END csi--).4568 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega0 PAGE NO. - 1 DATE 10/23/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - ROOF DEAD LOAD PLUS ._ ON MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 69 1 1 1.959 0.014 0.000 0,000 0.000 S 1- 2 2 -0,001 0.001 'Ce 3 3 -0.001 0.003 aa 4 4 -0,002 0.008 U 0. 5 5 -0.006 0.008 0 p 6 6 -0.004 0.003 V) W 7 7 -0.001 0.001 -1 H 8 8 4.705 0.000 0.000 0,000 0.000 N LL 9 9 -0.007 0.007 W O. 10 10 -0.003 0,004 aga 11 11 -0.001 0.001 LL Q 12 12 5.693 -0.014 0.000 0.000 0.000 v_) d 13 13 -0.007 -0,012 H w Z= FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - ROOF SNOW LOAD H HO Z I - SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION D 0 NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) p -u2, 1 1 5.460 0.024 0.000 0.000 0,000 2 -0,001 0.004 3 -0.004 0.011 4 4 -0.006 0.040 5 5 -0.017 0.038 6 6 -0.009 0.013 7 7 -0.004 0.003 8 8 12.371 0.000 0.000 0,000 0.000 9 9 -0,023 0.037 10 10 -0.010 0.014 11 11 -0.004 0.003 12 12 18.085 -0.024 0.000 0.000 0.000 13 13 -0.023 -0.003 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega() FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND LOAD FROM LEFT ._.TION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) PAGE NO. - 2 DATE 10/23/2003 70 -/4 7 Z 1 1 -3.711 -3.157 0.000 0.000 0.000 3C I- 2 2 0,001 0.098 �� W 33 3 0.002 0.181 Q j 4 4 0.003 0.222 -tel U 5 5 0.006 0.221 U 0 co 0 6 6 0.004 0.180 (0 111 7 7 0,001 0.097 jc -J 1.- 8 8 -4.643 0.000 0.000 0.000 0.000 to u_. 9 9 0.002 0.223 W O 10 10 0,001 0.178 11 11 0,000 0.097 g Q 12 12 -0.981 -2.406 0.000 0.000 0.000 to 13 13 0,002 0.248 =W F- _: FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - WIND LOAD FROM RIGHT Z ~ I- O Z (- SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL W W JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION p' NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 8 P- 0 I- 1 1 -0,304 2.641 0.000 0.000 0.000 = W' 2 0,000 -0.097 I- --- 3 0.001 -0.197 L- O 4 4 0.002 -0.304 1j Z 5 5 0.007 -0.304 U 6 6 0.004 -0.196 0 I-- 7 7 0.002 -0.096 Z 8 8 -5.336 0.000 0.000 0.000 0.000 9 9 0.003 -0.303 10 10 0,002 -0.196 11 11 0.001 -0.096 12 12 -3.694 2.102 0.000 0,000 0,000 13 13 0.003 -0.309 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega0 FQAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - FLOOR DEAD LOAD .10N MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 25.055 1.508 0.000 0.000 0,000 2 2 -0.006 0.023 3 3 -0,012 0,040 4 4 -0.012 0.069 5 5 -0,029 0.069 6 6 -0.030 0.038 7 7 -0.016 0.025 8 8 55.986 0.000 0.000 0,000 0.000 9 9 -0.012 0.066 10 10 -0.012 0,034 11 11 -0.008 0.027 12 12 35.271 -1.508 0.000 0.000 0.000 13 13 -0.012 0.085 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 24.734 0,953 0,000 0.000 0.000 2 -0,006 0,048 3 -0.012 0.087 4 4 -0.012 0.127 5 5 -0.029 0.127 6 6 -0.030 0.085 7 7 -0.016 0.050 8 8 55.763 0.000 0.000 0.000 0.000 9 9 -0.013 0,124 10 10 -0.013 0,082 11 11 -0.009 0.052 12 12 41.365 -0.953 0.000 0,000 0.000 13 13 -0.013 0,145 PAGE NO, - 3 DATE 10/23/2003 71 4-/44-8 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omegao FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION .ON MEMBER VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) 7 - SEISMIC LOADS/1.4 FR MOMENT REACTION (KIP -FT) 1 1 -42.717 -52.036 0.000 2 2 3 3 4 4 5 5 6 6 7 7 8 8 7.752 0.000 0.000 9 9 10 10 11 11 12 12 34,965 -48.774 0,000 13 13 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0,000 0.011 0,019 0,022 - 0.007 -0.005 - 0.002 0.000 - 0,014 -0.012 -0.008 0.000 - 0.014 0.000 2.236 4.495 6.382 6,408 4.489 2.236 0.000 6,428 4.453 2.230 0,000 7.028 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR SECTION MEMBER VERTICAL JOINT JOINT REACTION NUMBER NUMBER (KIPS) 1. 1 2 3 4 4 5 5 6 6 7 7 8 8 -7.752 9 9 10 10 11 11 12 12 -34.965 13 13 HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP -FT) 42.717 52.036 0.000 0.000 0.000 48.774 0.000 VERTICAL DEFLECTION (IN) 0.000 -0.011 -0.019 - 0.022 0,007 0,005 0,002 0.000 0.014 0.012 0.008 0.000 0,014 HORIZONTAL DEFLECTION (IN) 0.000 -2.236 -4.495 - 6.382 -6,408 -4,489 - 2.236 0.000 -6,428 - 4.453 - 2.230 0.000 -7.028 PAGE NO. - 4 DATE 10/23/2003 72 -/4z-9 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega() FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - RDL + FDL m TOTAL DE .ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 25.055 1.508 0.000 0.000 0.000 2 2 -0,006 0.023 3 3 -0.012 0.040 4 4 -0.012 0.069 5 5 -0.029 0.069 6 6 -0.030 0.038 7 7 -0.016 0.025 8 8 55.986 0.000 0.000 0.000 0.000 9 9 -0.012 0.066 10 10 -0.012 0.034 11 11 -0.008 0.027 12 12 35.271 -1.508 0.000 0.000 0.000 13 13 -0.012 0.085 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - RLL + FLL = TOTAL LI SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 30.194 0,977 0.000 0.000 0,000 2 -0.008 0.051 3 -0.016 0,098 4 4 -0.018 0.167 5 5 -0.046 0.165 6 6 -0.039 0.098 7 7 -0.020 0.053 8 8 68.134 0.000 0.000 0.000 0.000 9 9 -0.036 0.160 10 10 -0.023 0.097 11 11 -0.013 0.055 12 12 59.450 -0.977 0.000 0.000 0.000 13 13 -0.036 0,142 PAGE NO. - 5 DATE 10/23/2003 73 eQ-/..S DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with OmegaO FpAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - TOTAL DL + LL .__TION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 32.152 0.992 0.000 0.000 0,000 2 2 -0.008 0.052 3 3 -0.017 0.101 4 4 -0.020 0.175 5 5 -0.053 0.173 6 6 -0.043 0,101 7 7 -0.021 0.054 8 8 72.839 0.000 0.000 0,000 0.000 9 9 -0.044 0.167 10 10 -0,026 0.101 11 11 -0.015 0.056 12 12 65.143 -0.992 0.000 0.000 0.000 13 13 -0.044 0.130 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - DL + WLL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 23.303 -1.634 0.000 0.000 0.000 2 -0.006 0.122 3 -0.011 0.224 4 4 -0.011 0.299 5 5 -0.029 0.298 6 6 -0,030 0,221 7 7 -0,016 0,123 8 8 56.048 0.000 0.000 0,000 0.000 9 9 -0.017 0.295 10 10 -0.014 0,216 11 11 -0.009 0.125 12 12 39.983 -3.929 0.000 0.000 0.000 13 13 -0.017 0.321 PAGE NO. - 6 DATE 10/23/2003 74 6�-/5/ J.L� 5“:kiCu�:H':Irw.t;M:/..NJ:ni:N.J,.rv1A.iM1r.tl:..;[t ::i+3'..'...,�r�...i . nw �a.� , n s♦...r.rr:lii.Yd4(iilx4l:iSii.Lt.'I.i3 L«,�.+_��IG3i 1::i Z • n i1:Z . Crw N` QQ JU 00 a7C J = NW WO 2 tLQ. =W _ Z I.. F- O ZF- w w c) N: H w O W Z: = O ' •Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega° PAGE NO. - 7 DATE 10/23/2003 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - DL + WLR c TION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 75 Q -J5 1 Z • 1 1 26.709 4.163 0,000 0.000 0,000 Z F"' 2 2 -0.007 -0.073 (1 1 3 3 -0.013 -0.154 dd 4 4 -0.013 -0.227 U UO 5 5 -0.029 -0.228 co p 6 6 -0.029 -0.155 co W 7 7 -0.016 -0.071 -J 1i- 8 8 55.355 0.000 0.000 0.000 0.000 0 u_ 9 9 -0.016 -0.230 W O}} 10 10 -0.013 -0.157 2 -71- 11 11 -0.008 -0.068 LL, Q 12 12 37.270 0.579 0.000 0.000 0.000 00 d 13 13 -0.016 -0.236 = ua Z� FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL + 0.25FLL + EOL/1 F- O; Z !- SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL g j, JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION c NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 N. 0H WW 2 uO .. Z w I- O ~' 1 1 -9.520 -50.275 0.000 0.000 0.000 2 0,002 2.272 3 0,003 4.560 4 4 0.005 6.492 5 5 -0.050 6,516 6 6 -0.046 4.551 7 7 -0.024 2,274 8 8 82.384 0.000 0.000 0,000 0.000 9 9 -0,037 6.532 10 10 -0,030 4.512 11 11 -0,019 2.270 12 12 86.270 -50.535 0,000 0.000 0,000 13 13 -0.037 7.138 Z DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 8 JOB#130Grho - Frame Line G with Omega° DATE 10/23/2003 76 —)53 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL + 0,25FLL + EOR/1 'ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 75.915 53.797 0.000 0,000 0,000 2 2 -0,01.9 -2.200 3 3 -0.036 -4,430 4 4 -0,039 -6.273 5 5 -0.037 -6.299 6 6 -0,035 -4.427 7 7 -0,020 -2.198 8 8 66,880 0.000 0,000 0.000 0.000 9 9 -0,008 -6.324 10 10 -0.007 -4,393 11 11 -0.004 -2.189 12 12 16,340 47.013 0.000 0.000 0.000 13 13 -0.008 -6,919 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - 0,9DL + EQL/1,4 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -18.405 -50.666 0.000 0.000 0.000 2 0,005 2.257 3 0.007 4,534 4 4 0,009 6,452 5 5 -0.039 6,477 6 6 -0.035 4.526 7 7 -0,018 2.259 8 8 62,374 0,000 0,000 0.000 0.000 9 9 -0,032 6,494 10 10 -0.025 4.487 11 11 -0.016 2.255 12 12 71.833 -50,144 0,000 0.000 0.000 13 13 -0.032 7.094 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grh0 - Frame Line G with OmegaO PAGE NO. - 9 77 DATE 10/23/2003 FPAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0,9DL + EOR/1.4 MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 67.030 53.407 0.000 0,000 0.000 .W 2 2 -0.017 -2.214OC 3 3 -0.031 -4.456 6 5 4 4 -0.035 -6.313 -i U UO 5 5 -0.026 -6.339 N 0 6 6 -0.025 -4.452 7 7 -0.014 -2.213 -J H 8 8 46.870 0.000 0.000 0.000 0.000 N u- 9 9 -0,003 -6,363 W 10 10 -0.002 -4.418 11 11 0.000 -2.205 u. j 12 12 1.902 47,404 0,000 0,000 0.000 w d 13 13 -0,003 -6.963 1... 1 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 18 - DL + 0,75LL + 0.75WL 1- 0 Z 1- MI ui SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL ? Q JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION U in NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 H W UJ U - O .Z W U= 0 1-. Z 1 1 46.876 -0.112 0.000 0,000 0.000 - 2 -0.012 0,136 3 -0.023 0.252 4 4 -0.026 0.369 5 5 -0.066 0.367 6 6 -0.060 0.249 7 7 -0.032 0.139 8 8 108.309 0.000 0.000 0.000 0.000 9 9 -0,045 0,360 10 10 -0.031 0.244 11 11 -0,019 0.142 12 12 84.815 -4.060 0.000 0.000 0.000 13 13 -0.045 0.365 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega° PAGE NO. - 10 DATE 10/23/2003 7 8 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - DL + 0.75LL + 0.75WL a._.ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 49.431 4,236 0.000 0.000 0,000 2 2 -0.013 -0.010 3 3 -0.025 -0.031 4 4 -0.027 -0.026 5 5 -0.065 -0.028 6 6 -0.060 -0.033 7 7 -0.031 -0.007 8 8 107.790 0.000 0.000 0.000 0.000 9 9 -0.044 -0.034 10 10 -0.031 -0.036 11 11 -0.019 -0.003 12 12 82.781 -0.679 0.000 0.000 0.000 13 13 -0.044 -0.052 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL + 0.75(0.25LL) + SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -0,480 -37.818 0.000 0.000 0.000 2 0.000 1.721 3 -0.001 3.441 4 4 0.000 4.898 5 5 -0.046 4.916 6 6 -0,043 3.434 7 7 -0.023 1.724 8 8 77.145 0.000 0.000 0.000 0.000 9 9 -0.031 4.927 10 10 -0,024 3.404 11 n. -0.015 1.722 12 12 74.856 -37.790 0.000 0.000 0.000 13 13 -0.031 5.381 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho Frame Line G with Omega) PAGE NO. - 11 DATE 10/23/2003 9 FPAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 - DL + 0.75(0.25LL) + ,ION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) iQ-/5& Z 1 1 63,596 40.237 0,000 0.000 0.000 X I- 2 2 -0.016 -1.632 0--' W 3 3 -0.030 -3.301 Q 2 4 4 -0.033 -4.676 u U - J 5 5 -0.036 -4.696 U O N0 6 6 -0.035 -3.299 7 7 -0,019 -1.630 LI Z U 8 8 65.517 0.000 0.000 0,000 0.000 0) LILLL 9 9 -0.009 -4.716 W O 10 10 -0.007 -3.275 2 11 11 -0.003 -1.622 g Q.. 12 12 22.408 35.371 0.000 0.000 0.000 N D 13 13 -0.009 -5.162 = a F- _ Z I- I- O Z I-, W uj np' 0 0 I -- ill aj -WW 1 H IL H. - O iii Z O z DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega() PAGE NO. - 12 DATE 10/23/2003 MEMBER 1- 2 LENGTH 9,00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES `ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 9.00 55. 50. 5 1.80 FT 19.25 IN 19.25 IN 8.000 x 0.6250 0,2500 8.000 x 0.6250 ..J. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 75.91 -484.17 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.88 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5.24 -56.54 56.54 0.16 1,71 1.71 0 WEIGHT 444. LB MAX COMB AT LOAD UNITY CK DIST COND 1.872' 9.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -53.80 67,14 MEMBER 2- 3 LENGTH 12,00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.00 55. 50. 7 1.71 FT 19.00 IN 19.00 IN 8.000 x 0,5000 0.1875 8.000 x 0.5000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 32.23 -289.11 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.41 33.00 31.66 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.83 -42.48 42.48 0,15 1.29 1.34 0 WEIGHT 464. LB MAX COMB AT LOAD UNITY CK DIST COND 1.488" 12.0 FT 17 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -45.19' 30.45 MEMBER 3- 4 LENGTH 12.35 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT NO. (FT) FLG WEB SEG SIZE START END 12.35 55. 50. 7 1.76 FT 19.00 IN 19.00 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 8.26 -129.64 - -ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 18.96 33.00 31.36 0 WEIGHT 478. LB OUTER FLANGE WEB MAX COMB AT LOAD OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 8.000 x 0.5000 0.1875 8.000 x 0.5000 0.646 12.3 FT 15 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.73 -19.05 19.05 0.04 0.58 0.61 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -20.25 30.45 is9 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega° MEMBER 4- 5 LENGTH 27,93 FT MEMBER ANGLE 4,79 DEG TEMP DIFF 0. DEG.F RELEASES PAGE NO, - 13 DATE 10/23/2003 81 /58 0 WEIGHT 796. LB 'ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 27.93 55. 50. 14 1.99 FT 18.62 IN 18.62 IN 8,000 x 0.3125 0.1875 8.000 x 0.3125 1,093* 0.0 FT 15 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 20.87 -129.64 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 22.38 33.00 28.93 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.49 -28.39 28.39 0.11 0.86 0.98 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 -8,48 30.45 MEMBER 8- 7 LENGTH 9,00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES 1001 WEIGHT 390. LB SECTION LENGTH YIELD NO, (FT) FLG WEB 1 9,00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 108.31 0.00 NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 5 1.80 FT 18,75 IN 18.75 IN 8.000 x 0.3750 0.3750 8.000 x 0.3750 0.411 0,9 FT 18 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 20.67 33.00 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 8.49 0.00 0.00 0,41 0.00 0.00 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 140,62 MEMBER 7- 6 LENGTH 12.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES 1001 WEIGHT 429, LB SECTION LENGTH YIELD NO. (FT) FLG WEB 12.00 55. 50. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 59.71 0.00 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 7 1.71 FT 18,75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 0.327 0.9 FT 18 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 17.40 31.18 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 5.69 0.00 0.00 0.33 0,00 0.00 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 67.14 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with OmegaO PAGE NO. - 14 DATE 10/23/2003 MEMBER 6- 5 LENGTH 14.68 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 1001 WEIGHT 525. LB ":ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB .J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 14.68 55. 50. 8 1.84 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.2500 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 17.15 0.00 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 13.31 28.45 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.63 0.00 0.00 0.12 0.00 0,00 MAX COMB AT LOAD UNITY CK DIST COND 0.123 0.9 FT 11 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 0.00 67.14 MEMBER 5- 9 LENGTH 28.50 FT MEMBER ANGLE 4.69 DEG TEMP DIFF 0, DEG,F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 28.50 55. 50. 15 1,90 FT 18.62 IN 18,62 IN 8.000 x 0.3125 0.1875 8.000 x 0.3125 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 -12.19 -95.98 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 30.00 33.00 28.93 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING - 1.46 -21.02 21.02 0.05 0.64 0.73 0 WEIGHT 812. LB MAX COMB AT LOAD UNITY CK DIST COND 0,727 28.5 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 11 8.62 30.45 MEMBER 12-11 LENGTH 9.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB Nn. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 9.00 55. 50. 5 1.80 FT 19.50 IN 19.50 IN 8.000 x 0.7500 0.2500 8.000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 74.45 -506.54 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 23.14 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 4.51 -50.36 50.36 0.14 1.53 1.53 0 WEIGHT 505. LB MAX COMB AT LOAD UNITY CK DIST COND 1,663* 9.0 FT 14 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -50.53 67.14 82 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOBI130Grho - Frame Line G with Omega° PAGE NO. - 15 DATE 10/23/2003 MEMBER 11-10 LENGTH 12.00 FT MEMBER ANGLE 90,00 )N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT (FT) FLG WEB SEG SIZE START END 1 12.00 55. 50. 7 1.71 FT 19.50 IN 19.50 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 35.02 -342.17 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 19.67 33.00 31.73 DEG TEMP DIFF 0. DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.7500 0.2500 8.000 x 0.7500 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.12 -34.02 34.02 0.11 1.03 1.07 0 WEIGHT 674. LB MAX COMB AT LOAD UNITY CK DIST COND 1.180* 12.0 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -44.26 67.14 MEMBER 10- 9 LENGTH 17.01 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 17.01 55. 50. 9 1.89 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 2.11 61.55 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 7.46 26.19 33.00 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.22 11.59 -11.59 0.03 0.44 0.35 0 WEIGHT 543, LB MAX COMB AT LOAD UNITY CK DIST COND 0.473 0.0 FT 15 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 -3.60 30.45 MEMBER 9-13 LENGTH 5.49 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N(). (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 5.49 55. 50. 3 1.83 FT 18.75 IN 18.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 0.00 -67.90 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 24.91 33.00 31.22 - -MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.00 -12.78 12.78 0.00 0.39 0.41 0 WEIGHT 175. LB MAX COMB AT LOAD UNITY CK DIST COND 0.409 0.0 FT 16 - ---WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 16 12.37 30.45 :ti%jM,=i<«iw4iiUw: 83 160 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omegao PAGE N0. - 16 DATE 10/23/2003 MEMBER 2- 7 LENGTH 27.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES AN LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB ..J. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 27.83 55. 50, 14 1.99 FT 24.00 IN 24.00 IN 8.000 x 1.0000 0.2500 8,000 x 1.0000 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 8.61 -689,61 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.47 33,00 23.28 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL, INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.40 -42.45 42.45 0.03 1.29 1.82 0 WEIGHT 2036. LB MAX COMB AT LOAD UNITY CK DIST COND 1.849' 1.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -41.54 59.05 MEMBER 3- 6 LENGTH 27.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 27.83 55. 50. 14 1.99 FT 21,50 IN 21.50 IN 8,000 x 0.7500 0.2500 8,000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 24.93 -391.22 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 15.33 33.00 22.99 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.47 -34,59 34.59 0.10 1.05 1.50 0 WEIGHT 1610. LB MAX COMB AT LOAD UNITY CK DIST COND 1,600* 1.0 FT 15 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -30.86 64.96 MEMBER 7-11 LENGTH 28.40 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0. DEG,F RELEASES SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 28.40 55. 50. 15 1.89 FT 24.00 IN 24.00 IN 8,000 x 0,7500 0.2500 8,000 x 0.7500 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 6,27 -695.50 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 21.81 33.00 33.00 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.36 -53.86 53.86 0.02 1.63 1,63 0 WEIGHT 1703. LB MAX COMB AT LOAD UNITY CK DIST COND 1.648" 28.4 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 -39.43 57.74 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB#130Grho - Frame Line G with Omega0 PAGE NO. - 17 DATE 10/23/2003 MEMBER 6-10 LENGTH 28.40 FT MEMBER ANGLE 0.00 ON LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT .�. (FT) FLG WEB SEG SIZE START END 1 28.40 55. 50. 15 1,89 FT 21.00 IN 21.00 IN (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 43.64 -324.65 --ALLOWABLE STRESSES -- FA FBO FBI (KSI) (KSI) (KSI) 25.69 33,00 33.00 DEG TEMP DIFF 0. DEG.F RELEASES OUTER FLANGE WEB OR SECTION THICKNESS INNER FLANGE 8.000 x 0.5000 0.2500 8.000 x 0.5000 --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS -- AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 3.36 -40.61 40.61 0.13 1.23 1.23 0 WEIGHT 1256. LB MAX COMB AT LOAD UNITY CK DIST COND 1.361' 28.4 FT 14 ----WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 15 26.75 64.96 FRAME WEIGHT (EXCLUDING CONNECTIONS) IS 12841. LB metallic building company STARFIRE SPORTS ATHLETIC CENTER DESIGN CALCULATIONS VOLUME 6, BOOK 2 OF 2 Section R Misc. Primary Framing -- Line 2.5 and Line B.6 Framing at Line 2.5 to support roof and 21'-6" level ... Page R-1 Framing at Line B.6 to support roof Page R-9 METALLIC retdlk Willing corM.y 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 No. 20 801 3 JOB TITLE �c014 CvN1% /smirni 5P0/Z7S QUOTE NO DESCRIPTION • !` A /I1 n1 ' AT 6/240 Ln' 2.5 DESIGNED BY f %G CHK'D BY DATE /6/03 SHEET NO R-1 FA A M I iJ G STYLE: LAN - F --RMS FizoM A 70 X3, 2, ro Po s7 Ar /3,2 / 00 F I AF -77.72, o N Lho 2, S r2oi L./N6 A To L.3.2 z A_z it w. 0 0 DL +BOLL LLQ tv- =l //Z!� f1,25)x 4 ,-/05-004- 25 � - 0.2&I / co o til i L-- 37 V - 6,2 0i. w 0 M t f-- Aj 8 _ 4$, o >k -FT. • 5. lL < N D T?y w/4 -x2 Z, Fy =SO Sx = 29.0. =dI- _. Z 1.-. b- 30 ks1' 4$ (1�� Z1 -o F-= l9,9Ks.z <�b ok wI- 2 o l•ISE W/Q x 2Z RAFTS O o�- H �H RAFTL�2. END CONNECT/0Ns : O w z co V = 5,2 " (& bo f)/(7,116 -1v7 /2c61-0.) 0 Z /Y)r3 x, AXIS c- LoAA = e Sy IAisoccriol\), b/56-4- 34"0 43z5- /3oLTs w/ 2 4 3x3X-14. x C/L LcutAr/oNS Fak. RooF CANoP`/ RAF7E1 Si{oWnl I Al V OLL, e 5 PA g&S E-14 ro E- %7 _ ........... _.. ___...».... . .... .. ... �. .. ..... .... ,...._.......__... .. .. ,. r:J.+i...� uL.iui�...:u.:..-ca.. .w. .. .:w+-.wsidS�,.Si Kr:t'k.! c �i: `v. JOB TITLE 5 4 Con) Cori S T. /srAii& $PoiT5 nESCRIPTION FiZAM )n16 AT 6R/D LiNg 2.5 JOB NO 2 8 0 /3 QUOTE NO DESIGNED BY J TC CHK'D BY DATE 10%3 SHEET NO �� Z LE -AN -To CoLuNaA) A r 6249 Linis-s 2,5 A R /0, 2 - % .1 ►` /Q - 7, 6 ►( Rx y CoL, mool6NT = lo, 2 k -F -T' Laz9.6' SCI s cTJoNi .DES)60 CN&cl< on1 FoLLovv)nJG pAcce-- Use lAI S x 21 Co L ung nJ 4-34'') A326 243x3X x0.6" 4 -.?4_')0 A326" BASE vU A325 Burr 6x1/2 W 2 F10002 B/ 1 21 ..!6 "LEVEL z i� w CL 60 00 • w J = w o 2 uQ co is I- _ zI- I- 0 Z l - w • w o S. O I-' wW • 0 LLo w z. U N z Metallic Buildings Seacon / Starfire Sports Bldg C - Column at Grid Lines 2.5 / A SECTION DESIGN CHECK Job No. 208013 Date: 17 -Oct -03 SECTION PROPERTIES: W8x21 Compression flange width = 5.27 Thickness = 0.400 Tension flange width = 5.27 Thickness = 0.400 Overall depth = 8.28 Thickness = 0.2500 Web ht = 7.48 Ix = 74.17 ly = 9.76 lyt comp = 4.88 lyt ten = 4.88 d/Af = 3.93 SECTION DESIGN INPUT: 10.20 kip -ft 7.60 kips 50 ksi Moment = Axial = Fy = SECTION DESIGN: KLa/Ry = 90.03 Cc = 107.92 Lb / Rt = Low limit = Hi limit = Area = 6.086 Wt = 20.69 Sx com = 17.91 Sx ten = 17.91 Sy = 3.70 Ry = 1.27 At comp = 2.42 Rt comp = 1.42 At ten = 2.42 Rt ten = 1.42 Aysum = 0 Xbar = 0.00 K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = If KURy > Cc, Fa = If Cc > KURy, Fa = 9.50 9.50 1.00 18.74 17.07 Use Fa = 17.07 80.28 If URt< low limit, Fb= 0.00 45.17 If URt> low limit, Fb= 22.80 101.00 If L/Rt< hi limit, Fb= 22.80 If URt> hi limit, Fb= 0.00 If larger, use Fb=12000Cb/Ld/Af= 26.80 Use Fb = 22.80 Axial Stress = fa = Bending Stress = fb = 1.25 fa / Fa = 6.83 fb / Fb = Compression Unity Check = 0.07 0.30 0.37 Tension Bending Stress = fb = 6.83 Fb = 30 22.80 R -3 22.80 26.38 JOB NO 208 D13 JOB TITLE SEA C o 1J C o n sr. / 5 TA2 F1 A6 SP0 2T� QUOTE NO DESCRIPTION DESIGNED BY -17-C CHK'D BY F2/40111,1a A -r G2/D L. /AIC 2 , 5 DATE 10/03 SHEET NO R -4 - ROOF SUPPo-/LT CoLUM4I Ar 62./' L/10Es 2.6"/ B.2 5rD. AA, 2 x2x/8 2 - '/fi4325 `"/ /',x / % 5L07-5 w/ 3/8 „Ap RooF PURL►uS N N N 0 \-- x N IA119- x 22 RAF -VA. w% 4-- 3/4'"4 A32, BoL7 t.)/,24 3x 3x4 4- A325 Boa3 /98 WzI FLoo/<BEAMS `'"/ 10 34" 42.7' Boars EA, '-')/ 2 4.312 k 3J2 x %6 JOB TITLE S EA co nl CoN)sT % STA2FiRc SPa2TS .DESCRIPTION F� i iJ c A-7 CR.10 L)) 5 2, S JOB NO 20801 3 QUOTE NO DESIGNED BY JT C. CHK'D BY DATE / o //0 3 SHEET NO R--5 aoF SupPo,i CoLu,) AT 6/211) ZnNbS 2,516,2 �v =.t;2" /►M,M/ ,1 4). Due To Ecc : 5,2 x 0,42 = z. 2 "5-. C041, /v M.) Lw = / 2 = 4'' " T, y /0 x 2 2 SEE S&cTlonl P S�Gnl CkC-c�c o n/ FoL L o v✓) •)G L/ & 1,1 J O x 2, 2 I Ry PAGE �- 6 Metallic Buildings Seacon / Starfire Sports Bldg C - Column at Grid Lines 2.5 / B.2 Job No. 208013 z SECTION DESIGN CHECK Date: 17 -Oct -03 j z re II SECTION PROPERTIES: W10x22 6 D Compression flange width = 5.75 Thickness = 0.360 v p Tension flange width = 5.75 Thickness = 0.360 co 0 Overall depth = 10.17 Thickness = 0.2400 cu H co LL. Web ht = 9.45 Area = 6.408 Wt = 21.79 w O Ix = 116.48 Sx com = 22.91 Sx ten = 22.91 2 ly = 11.41 Sy = 3.97 Ry = 1.33 g n. lyt comp = 5.70 At comp = 2.45 Rt comp = 1.53 u lyt ten = 5.70 At ten = 2.45 Rt ten = 1.53 = d d/Af = 4.91 Aysum = 0 Xbar = 0.00 z H SECTION DESIGN INPUT: z �. Moment = 2.20 kip -ft K = 1.00 Lu Fa = 12.33 g D Axial = 5.20 kips • Cb = 1.00 Lu Fb = 12.33 v o Fy = 50 ksi Allowable Stress Increase = 1.00 0 - OH SECTION DESIGN: z W U KLa/Ry = 110.90 If KURy > Cc, Fa = 12.35 u o. Cc = 107.92 If Cc > KL/Ry, Fa = 12.29 - z Use Fa = 12.35 tii v cn. Lb / Rt = 96.94 If URt< low limit, Fb= 0.00 H = Low limit = 45.17 If URt> low limit, Fb= 17.98 O~ z Hi limit = 101.00 If URt< hi limit, Fb= 17.98 If URt> hi limit, Fb= 0.00 If larger, use Fb=12000Cb/Ld/Af= 16.51 Use Fb = 17.98 17.98 Axial Stress = fa = 0.81 Bending Stress = fb = 1.15 fa / Fa = 0.07 fb / Fb = 0.06 Compression Unity Check = 0.13 Tension Bending Stress = fb = 1.15 Fb = 30 Use W10x22 JOB TITLE S C-/4 Cod Coll ST, /37F.i,E £A73 ))ESCRIPTION JOB NO 2 c:36621 3 QUOTE NO DESIGNED BY J iG CHK'D BY 13ALLofqy CUNNJ, AT LJA1 ! A/2.o' DATE /%3 SHEET NO R-7 1w21>e50 FGR, BM. W27 x 94 11 /18x36 /0 - 341 AND BUTT X% GA =34" z z cew 6 -J UO CO CI J = H w0 g Q, = w' ZH Z o. U0 O g2 w• w U. O • z. w O z CONNECTION DESIGN 4 Bolt Flush Unstiffened - Thin Plate Title: Seacon Const. / Starfire Sports Location: Building C - Balcony Beam at Lines A/2.5 Moment 56.6 k -ft 0/0 Depth 18 in Flange Width 6 in Near Flange Thickness 0.425 in Opp. Flange Thickness 0.425 in Stiffener Thickness 0 in Mu= 1018.8 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pf= 1.5 in pb= 3 in dl= 15.8625 in d2= 12.8625 in hl= 16.075 in h2= 13.075 in s= 2.291288 in pf= 1.5 in Y= 108.1884 in Ft= 90 ksi tpreqd= 0.487648 in tp= 0.5 in db= 0.75 in w'= 2.1875 a'= 1.005963 F'i= 12.33922 Qmax= 6.987299 Pt= 39.76078 Tb= 28 4 Mq1= 1412.127 4Mg2= 1206.45 cl)Mq= 1412.127 OK tP b P Job Number: 208013 Page: R- g if h1 h2 J • tw 1 Pb • gH i--- • • 1'lI jI 1227lli h1 h2 JOB NO. 2 D8 C2 13 JOB TITLE .s A G O l\i C U N sT /S rA,2 FIA. E5/�2�r3 QUOTE NO DESCRIPTION DESIGNED BY -f 7' CHK'D BY FR * 1 hJ G AT L iiJ E DATE I °A:2 2' SHEET NO R-9 N 12. W21)(62 I I — ._� S&& in6z2.FL0o2 DESJGIJ I I I r r g534 FA«/col. 4,8=,G i¢- FA CE/F_Ac Cc LzMids 10=0" °/v srea_ LJM S /Og. roFAcE Cohn+ �tJOB NO 20�; OJ 3 JOB TITLE SEA 0/Q ConJ57 . /SrA,i,C SPd2T3 QUOTE NO DESCRIPTION r 2AM 1 eu G A7' 6Rl.o bot 8.6 DESIGNED BY JTG CHK'D BY DATE i° /C)-3 SHEET NO R`/o Ro o r RAFT oN L JA)e 8.6 F,eoi Lhvc. 1. To L i,oe 9- D L + CoLL + LL. 0 L=7o' 3Z0 x (4 + 5 E- ZSl /00 0 v- 22,QK 38 k- FT, fi) , 5PA 1.1 - 0.75 1-4)1-i w 290 8 x3/8 FL65. xk WC -8 20' /sit S p x%2 FLGS. 8 x% FLGS. wet, 15 '± .946" WEB 2O ' w2/x50 4 - 14.."(1) A 25 &7113 /As 8x%2 I 0 -3/4''0 A3z5 Bogs w1 2-3x3xs/6 RAFT 'M To Cot,- BorX 6A1Ds 20"wE 4" 12' 12" 42 0. 6 3 x47-4. .iv 3/e" GUSSCT 2" 12- /"ckA325- Bci-rs `^'/ 8 X !,4. Burr f s. RA FTL- . F gLD SPLICE FLAN c. FQA.&, FTE2. (STD qT Pu/L..,js -#g,4,6,8,J0,l2) /4- AND 16, o/voNL) Metallic Building Company Seacon Const / Starfire Sports SECTION DESIGN CHECK SECTION PROPERTIES: Compression flange width = Tension flange width = Overall depth = Web ht = 36.00 Ix = 3393.5 ly = 42.67 lyt comp = 21.33 lyt ten = 21.33 d/Af = 9.25 SECTION DESIGN INPUT: Moment = 386.0 kip -ft Axial = 5 kips Fy = 55 ksi SECTION DESIGN: KLa/Ry = 70.56 Cc = 102.90 JOB NO. Date: 70' Rafter at Grid Line B.6 Maximum Moment at center of span Built-up Member 8.00 Thickness = 8.00 Thickness = 37.00 Thickness = Area = 14.75 Wt = Sx com = 183.43 Sx ten = Sy = 10.67 Ry = At comp = 5.13 Rt comp = At ten = 5.13 Rt ten = Aysum = 0 Xbar = K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = If KURy > Cc, Fa = 30.51471 If Cc > KURy, Fa = 22.29638 Use Fa = Lb / Rt = 58.82 If URt< low limit, Fb= 33.00 Low limit = 43.06 If URt> low limit, Fb= 29.85 Hi limit = 96.30 If URt> hi limit, Fb= 49.14 If larger, use Fb=12000Cb/Ld/Af= 10.81 Use Fb = Axial Stress = fa = 0.34 fa / Fa = 0.02 Bending Stress = fb = 25.25 fb / Fb = 0.85 Compression Unity Check = 0.86 Tension Bending Stress = fb = 25.25 Fb = 33 208013 10/12/2003 0.5000 0.5000 0.1875 50.15 183.43 1.70 2.04 2.04 0.00 10.00 10.00 1.00 22.30 29.85 R -/I Metallic Building Company Seacon Const / Starfire Sports SECTION DESIGN CHECK SECTION PROPERTIES: Compression flange width = Tension flange width = Overall depth = Web ht = Ix = ly = lyt comp = lyt ten = d/Af = 36.00 2713.7 32.00 16.00 16.00 12.25 SECTION DESIGN INPUT: Moment = 290.0 kip -ft Axial = 5 kips Fy = 55 ksi SECTION DESIGN: KLa/Ry = 75.75 Cc = 102.90 Lb / Rt = Low limit = Hi limit = JOB NO. Date: 70' Rafter at Grid Line B.6 Moment check at 1/4 of span Built-up Member 8.00 Thickness 8.00 Thickness 36.75 Thickness 208013 10/12/2003 = 0.3750 0.3750 0.1875 Area = 12.75 Wt = Sx com = 147.68 Sx ten = Sy = 8.00 Ry = At comp = 4.13 Rt comp = At ten = 4.13 Rt ten = Aysum = 0 Xbar = K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = If KURy > Cc, Fa = 26.47599 If Cc > KURy, Fa = 21.14622 Use Fa = 33.00 29.34 45.79 8.16 Use Fb = 60.93 If URt< low limit, Fb= 43.06 If URt> low limit, Fb= 96.30 If URt> hi limit, Fb= If larger, use Fb=12000Cb/Ld/Af= Axial Stress = fa = 0.39 fa / Fa = Bending Stress = fb = 23.56 fb / Fb = Compression Unity Check = 0.02 0.80 0.82 Tension Bending Stress = fb = 23.56 Fb = 33 • 43.35 147.68 1.58 1.97 1.97 0.00 10.00 10.00 1.00 21.15 29.34 -tz Job Number: 208013 Page: R -13 CONNECTION DESIGN 6 Bolt Extended Unstiffened - Thin Plate Title: Seacon Const. / Starfire Sports Location: Building D - Roof Rafter at Line B.6 -- Mid -Rafter field splice Moment 386 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= 6948 k -in Bolt Type 1 (1=A325, 2=A490) Fpy= 55 ksi g= 3.5 in pfi= 2in pfo= 2 in pb= 4 in pext= 4 in d0= 38.75 in dl= 34.25 in d2= 30.25 in h0= 39 in hl= 34.5 in h2= 30.5 in s= 2.645751 in pfi= 2in Y= 354.9733 in Ft= 90 ksi tpreqd= 0.628824 in tp= 0.75 in db= 1 in w'= 2.9375 in a'i= 1.468344 in Pi= 26.65419 k Qmaxi= 14.30598 k a'o= 1.468344 in F'o= 26.65419 k Qmaxo= 14.30598 k Pt= 70.68583 k Tb= 51 k 4Mg1= 8487.719 k -in 4 Mq2= 8211.329 k -in (l)Mq3= 8175.015 k -in (1)Mq4= 7898.625 k -in 4Mq= 8487.719 OK T b P h h2 Tf 0t f r f,i Ib h w CQQ� JU U O o J• = N U. wO gQ =• d. �w Z = I— O Z I- Lu 0 O D- 0 I--. wW ' O .. Uwz = 0 1- z DESIGN BY Metallic Building Company Job No. 208013 Date: 10/15/03 RAFTER - TO - COLUMN CONNECTION DESIGN CONNECTION NO. 2 This design calculation will determine the maximum Toad capacity for the framed beam connection based upon AISC ASD design formulas and member sizes as described. Other than titles, items shown in bold face are input data. FRAMED CONNECTION MEMBER SIZES: BEAM SIZE: SINGLE SHEAR PLATE: DOUBLE ANGLES: CONN. BOLTS: NO. = BEAM Fy = 50 LOAD CAPACITY CALCULATIONS: Built -Up Web tk. = 0.1875 Thickness = 0.000 Depth = 0.00 Thickness = 0.313 Depth = 12.00 8 Diameter = 0.750 Shear = 9.27 Number of shear planes = 1 Conn. Plate or Angle Fy = 36 Conn. Plate or Angle Fu = 58 Connection Capacity for Bolt Shear = 74 (No.bolts x Shear/bolt x No.shear planes) Bearing Capacity for Botts on Web = 78 Bearing Capacity for Bolts on Plate = * 0 Bearing Capacity for Bolts on Angle =* 251 (Fp = 1.2 Fu x diam.) (Allow. Bearing = Fp x # bolts x thickness) * (Calc reduces bearing on one bolt to allowed value with 1 1/4" edge dist.) Shear Capacity for Double Angles = 60 (Net area w/o bolts x 0.3Fu x 2 angles) MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = 60 KIPS MAXIMUM SHEAR LOAD FROM ROOF RAFTER = 22 KIPS Metallic Building Company Seacon Const / Starfire Sports R- i5 JOB NO. 208013 Date: 10/12/2003 SECTION DESIGN CHECK Stub Column on Line 1 at Line B.6 SECTION PROPERTIES: W10x22 Compression flange width = 5.75 Thickness = 0.3600 Tension flange width = 5.75 Thickness = 0.3600 Overall depth = 10.17 Thickness = 0.2400 Web ht = 9.45 Ix = 116.5 ly = 11.41 lyt comp= 5.70 lyt ten = 5.70 d/Af = 4.91 SECTION DESIGN INPUT: Moment = 10.0 kip -ft Axial = 22 kips Fy = 50 ksi Area = 6.408 Wt = Sx com = 22.91 Sx ten = Sy = 3.97 Ry = At comp = 2.45 Rt comp = At ten = 2.45 Rt ten = Aysum = 0 Xbar = K = 1.00 Lu Fa = Cb = 1.00 Lu Fb = Allowable Stress Increase = 21.79 22.91 1.33 1.53 1.53 0.00 12.00 12.00 1.00 SECTION DESIGN: KLa/Ry = 107.93 If KURy > Cc, Fa = 13.04014 Cc = 107.92 If Cc > KURy, Fa = 13.0175 Use Fa = 13.04 Lb / Rt = 94.34 If URt< low limit, Fb= 30.00 Low limit = 45.17 If URt> low limit, Fb= 18.81 Hi limit = 101.00 If URt> hi limit, Fb= 19.10 If larger, use Fb=12000Cb/Ld/Af= 16.96 Use Fb = 18.81 Axial Stress = fa = 3.43 fa / Fa = 0.26 Bending Stress = fb = 5.24 fb / Fb = 0.28 Compression Unity Check = 0.54 Tension Bending Stress = fb = 5.24 Fb = 30 JOB NO 2080)3 JOB TITLE 5 Co ►J Co,JST. /5rARFige Sp0273 QUOTE NO DESCRIPTION FAAMI NG AT 52/ 13,6 DESIGNED BY JTZ CHK'D BY DATE /0/03 SHEET NO R-16 TACK- /36AMt /Ft -oak BE -M4 o J Lire / Ar Lhucz a 6 @ EL. 2/'. 2. (7,,0,5) fL. o crA L oA-Ds Pe& cAL c . V o t, . S, PA 66 H -6 7, GF -Ail 2 848 L<r=6,92Ix 0,0G I) 4-o.4/ = Roof- LoA.D `.ap/1i 1 o x 22 coL ,M,4J = Rc3= R'3.2 /2,03+ 11,67"= 23,71` )2,o 3 + /0,35 = 2 2,361( 22,0K i ) 1 1 l 17.38 19,62: 37.0' /118,6 = 23,7X)7.36 -/o.65 x 17.3821 i 314 k"Pi. 7'pY IA/ 2/ x 2 , F7=So 5)(7-127 -F6?-. 29.7 J = 30.0 > 1 1 REVi 56 FLoolZ 8E--4& SNo,),J of VOL..5 e(Lc, PAG`,` )1-47 To W21 x62„ Ek'D Coa1J, CAP4crr7 SyvwN oN CAL`. PAGE /-r-' 7 = 74,2'` > 23,7 Use 1A)20(42. w. D0148115' ANGc.E Ctilj CoNNecT1oNS, S -3/4/4A325 4xx73) 3x3xx10" metallic building company STARFIRE SPORTS ATHLETIC CENTER DESIGN CALCULATIONS VOLUME 6, BOOK 2 OF 2 Section S Mechanical Support Framing Bldg. F Roof Support Framing — Bay 8 to 9 Page S-1 Bldg. B Roof Support Framing — Bay 8 to 9 Page S-12 Bldg. E Roof Support Framing — Bays E to G Page S-27 Bldg. D Roof Support Framing — Bay C.3 to D.2 Page S-48 Bldg. C Roof Support Framing — Bays 4 to 6 Page S-71 Bldg. A Wall Support Framing for Exhaust Fans Page S-73 METALLIC metallic bcdlding 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 4 CEE TO SUPPORT CURB CD 4 PM1 ITYP. -11 STRUT ;PURL.I, 5 1100 1 PM TYP. z 't PURLIN SPAS 7 8 Cl 1,700 11- ASC C2 9 110 TYP. BRIDGING THIS g Lt�6, F - $4Y F3 -`J 1706 # ilk SUPPa r H.1ppN.ilFiM 4i.fiCa,: BAY FRMD. OPNG. x 8'-O" 54,E FOR CURB BY OTHERS (9) PURLINS = 102Z2XX--005 E.A.N. 4, -- 54" P 1'-9" 10 Z 2 x 12 GA. PURLINS z W rX JU 00 W J 0 WO uQ =d �w z= I -o z I - w • w U� O N O I- wW u"O .. z W 01- z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** PURLIN DESIGN *** JOB NUMBER : SEAFAC GEOMETRIC DATA *** PAGE -5f. BL OG. !_ - 6A-' 6-9 A/c SUPP02.7- CES "C i BAY SPACING (FEET) :30.02 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.)..00000 Z ROOF SLOPE : .500/12 HORIZONTAL SPACING (FT.): 2.21000 �F= PURLIN DEPTH (INCH) :10.00 - W 6 6U TOP FLANGE BRACED AT 2.00 FEET 0 0 BOTTOM FLANGE BRACED AT 5.00 FEET J � wO *** DESIGN CRITERIA *** 2I_-, IL DEAD LOAD (PSF) : 2.50 LIVE LOAD (PSF): 30.00 CO WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 = W MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 Z MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN : L/180. 1-0 O • W U� O - O I- W LLI: H -. U. O WZ U =. 0 *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL 3. DL+LL+AC *** SPECIAL LOADS *** SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 20.25 -0.585 2 AC Y CONC 28.25 -0.425 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0261 .0718 2 30.0000 .0000 10Z32 .0000 -1.0000 -.0261 .0718 3 .0100 .0000 10Z32 .0000 -1.0000 -.0261 .0718 L /Ox 3%z CEG I Z GA. z *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 .010 1@.0100 1@.0100 2 30.000 15@2.0 6@5.0 3 .010 1@.0100 1@.0100 PAGE' S-3 *** PURLIN DESIGN *** JOB NAME: SEAFAC PAGE 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! .00! .00 .00 .00 .00 .00! Z !LL! .00! .00! .00 .00 .00 .00 .00! ° a H 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 _ i- Z !RL! .00! .00! .00 .00 .00 .00 .00! rt 2 !RS! .00! .00! 14.03 10.27 .00 .00 .00! 6 O JU. 00 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W 0' ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- J = H !LS! .00! 1.08! 14.03 10.27 .10 .00 .01! N u' u.10 !LL! .00! .00! .00 .00 .00 .00 .00! 2 2!FM! 8.07! .00! 14.03 10.27 .00 .58 .58! 230 1 :J - !RL !RL! .00! .00! .00 .00 .00 .00 .00! u.< !RS! .00! -1.08! 14.03 10.27 .10 .00 .01! = Hw SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 2:I- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z O WW !LS! .00! .00! 14.03 10.27 .00 .00 .00! ? �. !LL! .00! .00! .00 .00 .00 .00 .00! 01n 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 , !RL! .00! .00! .00 .00 .00 .00 .00! W'- !RS! .00! .00! .00 .00 .00 .00 .00! H 0 Z w U= 0 ~. Z *** PURLIN DESIGN *** JOB NAME: SEAFAC PAGE 5 -6 - LOADING COMBINATION -- DL+WL )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! !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! W !RS! .00! .00! 18.71 13.69 .00 .00 .00! 6 U SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL co p. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- CO = - H, !LS! .00! -.39! 18.71 13.69 .03 .00 .00! u) !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -2.94! .00! 18.71 13.69 .00 .16 .00! 634 !RL! .00! .00! .00 .00 .00 .00 .00! u„Q !RS! .00! .39! 18.71 13.69 .03 .00 .00! N d =w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFLZ H' ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 Z1. - !LS! %-!LS! .00! .00! 18.71 13.69 .00 .00 .00!LLJ �. !LL! .00! .00! .00 .00 .00 .00 .00! V 0 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 00 H. !RL! .00! .00! .00 .00 .00 .00 .00! - _!RS! .00! .00! .00 .00 .00 .00 .00! = 0 ~t- - 0 .. Z LU U= 01- *** PURLIN DESIGN *** JOB NAME: SEAFAC PAGE 54.-6 LOADING COMBINATION -- DL+LL+AC .LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND LOMB! -L/- !LS! .00! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 a • !RL! .00! .00! .00 .00 .00 .00 .00! ,I- w !RS! .00! .00! 14.03 10.27 .00 .00 .00! Q2 JU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 010 #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N w J = !LS! .00! 1.29! 14.03 10.27 .13 .00 .02! cn LL !LL! .00! .00! .00 .00 .00 .00 .00! 11.1° 2!FM! 11.62! .00! 14.03 10.27 .00 .83 .83! 242 !RL! .00! .00! .00 .00 .00 .00 .00! g--3 !RS! .00! -1.87! 14.03 10.27 .18 .00 .03! u..< = SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 1'" w _ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z E" I- O' 2:1 -- !LS! F- LS! .00! .00! 14.03 10.27 .00 .00 .00! WI ?. !LL! .00! .00! .00 .00 .00 .00 .00! D p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 stn !RL! .00! .00! .00 .00 .00 .00 .00! 01 - !RS! .00! .00! .00 .00 .00 .00 .00! = w O W Z' 0- 1- _ O F - z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** PURLIN DESIGN *** JOB NUMBER : SEAFAC GEOMETRIC DATA *** PAGE 5"7 /3 L.O c, F - /3A 7 9-1 A/c supPnIr CES "C2 BAY SPACING (FEET) :30.02 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.): 1.21000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 2.00 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 3. DL+LL+AC *** SPECIAL LOADS * * * SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 20.25 -1.015 2 AC Y CONC 28.25 -0.425 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0143 .0393 2 30.0000 .0000 10Z32 .0000 -1.0000 -.0143 .0393 3 .0100 .0000 10Z32 .0000 -1.0000 -.0143 .0393 !0 x 31/2, CLE )26m, *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 .010 1@.0100 1@.0100 2 30.000 15@2.0 6@5.0 3 .010 1@.0100 1@.0100 PAGE S -g *** PURLIN DESIGN *** JOB NAME: SEAFAC PAGE S-5 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! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z • 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 _1- !RL! .00! .00! .00 .00 .00 .00 .00! w !RS! .00! .00! 14.03 10.27 .00 .00 .00! QQ D JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O' 00: ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W =, J 1 - !LS! .00! .59! 14.03 10.27 .06 .00 .00! N !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 4.42! .00! 14.03 10.27 .00 .32 .32! 421 g n. !RL! .00! .00! .00 .00 .00 .00 .00! u. !RS! .00! -.59! 14.03 10.27 .06 .00 .00! CO LU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z 1 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H O Z !- ui !LS! .00! .00! 14.03 10.27 .00 .00 .00! w !LL! .00! .00! .00 .00 .00 .00 .00! U O 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 O Ea !RL! .00! .00! .00 .00 .00 .00 .00! 01.-- !RS! .00! .00! .00 .00 .00 .00 .00! II -1W -- O: wZ U= 0I - Z *** PURLIN DESIGN *** JOB NAME: SEAFAC PAGE .S -i0 LOADING COMBINATION -- DL+WL \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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Z. !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! 18.71 13.69 .00 .00 .00! Q 2 _JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N al J = !LS! .00! -.21! 18.71 13.69 .02 .00 .00! L cI !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -1.61! .00! 18.71 13.69 .00 .09 .00! 1158 2QE !RL! .00! .00! .00 .00 .00 .00 .00! LL Q !RS! .00! .21! 18.71 13.69 .02 .00 .00! N d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 1- W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z 1-0 2:1 --- !LS! F -!LS! .00! .00! 18.71 13.69 .00 .00 .00! W ?. !LL! .00! .00! .00 .00 .00 .00 .00! D p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 UOtn !RL! .00! .00! .00 .00 .00 .00 .00! OF-. !RS! .00! .00! .00 .00 .00 .00 .00! u.1 W I -U *** PURLIN DESIGN *** JOB NAME: SEAFAC PAGE .5.;-// LOADING COMBINATION -- DL+LL+AC -)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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Q MI - !RL! .00! .00! .00 .00 .00 .00 .00! 4.'W !RS! .00! .00! 14.03 10.27 .00 .00 .00! Qj. U SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- • w _..i • = !LS! .00! .94! 14.03 10.27 .09 .00 .01! u) u. !LL! .00! .00! .00 .00 .00 .00 .00! w O 2!FM! 11.06! .00! 14.03 10.27 .00 .79 .79! 492 2 !RL! .00! .00! .00 .00 .00 .00 .00! g !RS! .00! -1.67! 14.03 10.27 .16 .00 .03! u)D _a. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL I'w Z ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 2:1- 1-0 2:1 - !LS! I- LS! .00! .00! 14.03 10.27 .00 .00 .00! W w !LL! .00! .00! .00 .00 .00 .00 .00! Do 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 D-. !RL! .00! .00! .00 .00 .00 .00 .00! 01 - ...IRS! .00! .00! .00 .00 .00 .00 .00! = w U P• . W- Z U� HH O z ...+1::ti„:o.'✓.: �.xv.e.t),.:.v;i i:.4.14 :.';s.utar..�u..:r<. u..�,<w...>...uw..w. o....<. ... .. ..- .. , .. ,. . .;ob, _._. .«...e..... ,`_.,:t.. w \ 0 x > - Ln tr m d - S I2 CO N - (0 SLOG. 8 - LSAy 8-1 „ft. — . ayLt`r+'L`N. id 4k::•Ag4!w l�+1.4 vssnwi+ ., w.w✓ e. v.. -.yaw i SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 4.21 -0.245 2 AC Y CONC 11.12 -0.325 Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, _ MIDWEST METALLIC PAGE .5-/3 *** PURLIN DESIGN *** .3L..o�. 8 - JOB NUMBER : SEABAC * * GEOMETRIC DATA * * * A/c S u PPa2T Ce- "C I if BAY SPACING (FEET) :28.44 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.): 2.12500 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 2.00 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 3. DL+LL+AC *** SPECIAL LOADS *** *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0251 .0690 2 28.4200 .0000 10Z32 .0000 -1.0000 -.0251 .0690 3 .0100 .0000 10Z32 .0000 -1.0000 -.0251 .0690 x E )2 GA, /0 3� CEE *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 .010 1@.0100 1@.0100 2 28.420 14@2.0 5@5.0 3 .010 1@.0100 1@.0100 PAG15- .5-0- *** PURLIN DESIGN *** JOB NAME: SEABAC PAGE .s-75 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! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Z I', !RL! .00! .00! .00 .00 .00 .00 .00! '� W !RS! .00! .00! 14.03 10.27 .00 .00 .00! 6 n J O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 010 cn i0 Op ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J I. - !LS! !LS! .00! .98! 14.03 10.27 .10 .00 .01! co w !LL! .00! .00! .00 .00 .00 .00 .00! w O 2!FM! 6.97! .00! 14.03 10.27 .00 .50 .50! 282 Q !RL! .00! .00! .00 .00 .00 .00 .00! w !RS! .00! -.98! 14.03 10.27 .10 .00 .01! u)a =w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ~ _ Z Zi- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- F.O. 2:1-- !LS! .00! .00! 14.03 10.27 .00 .00 .00! g D !LL! .00! .00! .00 .00 .00 .00 .00! U p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 O En - !RL! .00! .00! .00 .00 .00 .00 .00! 0 H, til i !RS! .00! .00! .00 .00 .00 .00 .00! = U u.1- -.10 „ Z w UN H1- 1- .O z *** PURLIN DESIGN *** JOB NAME: SEABAC PAGE 5-16 LOADING COMBINATION -- DL+WL ThLO!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! !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! 18.71 13.69 .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! -.36! 18.71 13.69 .03 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -2.53! .00! 18.71 13.69 .00 .14 .00! 776 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .36! 18.71 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! .00! .00! 18.71 13.69 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!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! 41,4 4., «,:-. _ is.,_... *** PURLIN DESIGN *** JOB NAME: SEABAC PAGE 6-1.7 LOADING COMBINATION -- DL+LL+AC 1L0!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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 1I-: !RL! .00! .00! .00 .00 .00 .00 .00! Z w !RS! .00! .00! 14.03 10.27 .00 .00 .00! Ce U SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W J H !LS! .00! 1.39! 14.03 10.27 .14 .00 .02! u)u. !LL! .00! .00! .00 .00 .00 .00 .00! w O 2!FM! 9.48! .00! 14.03 10.27 .00 .68 .68! 292 2 !RL! .00! .00! .00 .00 .00 .00 .00! 5 !RS! .00! -1.14! 14.03 10.27 .11 .00 .01! MI d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z H. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 Z I -- !LS! .00! .00! 14.03 10.27 .00 .00 .00! w w !LL! .00! .00! .00 .00 .00 .00 .00! D 0 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 N O - !RL ! .00! .00! .00 .00 .00 .00 .00! 01 - 'RS! .00! .00! .00 .00 .00 .00 .00! 11.1 = U I- I= 9-- 0 H- u.0 Z w -o I 0 F - Z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** PURLIN DESIGN *** JOB NUMBER : SEABAC2 `o** GEOMETRIC DATA *** A/c 5uPPJ(7 CLE "CZ PAGE 5•/0 BLDG. B - %Ay BAY SPACING (FEET) :28.44 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.): .75000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 2.00 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 3. DL+LL+AC *** SPECIAL LOADS *** SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 4.21 -0.325 2 AC Y CONC 11.12 -0.625 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0089 .0244 2 28.4200 .0000 10Z32 .0000 -1.0000 -.0089 .0244 3 .0100 .0000 10Z32 .0000 -1.0000 -.0089 .0244 10 x 3% CFE 12 oA . *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE PAN NO (FT.) BRACES BRACES \1r1 .010 1@.0100 1@.0100 2 28.420 14@2.0 5@5.0 3 .010 1@.0100 1@.0100 5 *** PURLIN DESIGN *** JOB NAME: SEABAC2 PAGE 5'"2O 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! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z l!FM! .00! .00! .00 .00 .00 .00 .00! 0 11= !RL! .00! .00! .00 .00 .00 .00 .00! `.-Z !RS! .00! .00! 14.03 10.27 .00 .00 .00! 6 j JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W !LS! .00! .35! 14.03 10.27 .03 .00 .00! c !LL! .00! .00! .00 .00 .00 .00 .00! W 0 2!FM! 2.46! .00! 14.03 10.27 .00 .18 .18! 800 2 !RL! .00! .00! .00 .00 .00 .00 .00! Q u.!RS! .00! -.35! 14.03 10.27 .03 .00 .00! N zd' SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 1._ = ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- - ~ ZO !LS! .00! .00! 14.03 10.27 .00 .00 .00! lu !LL! .00! .00! .00 .00 .00 .00 .00! DO 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 00 !RL! .00! .00! .00 .00 .00 .00 .00! CI 1 - 'RS! .00! .00! .00 .00 .00 .00 .00! = U H P LI 0 Z W 0- OH Z *** PURLIN DESIGN *** JOB NAME: SEABAC2 PAGE 'S -Z./ LOADING COMBINATION -- DL+WL ';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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 1 !RL!' .00! .00! .00 .00 .00 .00 .00!' w !RS! .00! .00! 18.71 13.69 .00 .00 .00! 6 ?. _JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J !LS! .00! -.13! 18.71 13.69 .01 .00 .00! u)11. !LL! .00! .00! .00 .00 .00 .00 .00! w 0 2!FM! -.89! .00! 18.71 13.69 .00 .05 .00! 2198 1 !RL! .00! .00! .00 .00 .00 .00 .00! g Q !RS! .00! .13! 18.71 13.69 .01 .00 .00! N d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL Z Z ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z F- LS! .00! .00! 18.71 13.69 .00 .00 .00! Lu !LL! .00! .00! .00 .00 .00 .00 .00! D p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 - !RL! .00! .00! .00 .00 .00 .00 .00! 01 - 'RS! .00! .00! .00 .00 .00 .00 .00! = U. F- F- - O .. Z W 0 F - Z *** PURLIN DESIGN *** JOB NAME: SEABAC2 PAGE 15-2e- LOADING 5 2Z LOADING COMBINATION -- DL+LL+AC 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! !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! 14.03 10.27 .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! 1.00! 14.03 10.27 .10 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 7.41! .00! 14.03 10.27 .00 .53 .53! 847 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.64! 14.03 10.27 .06 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 14.03 10.27 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! IRS! .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, MIDWEST METALLIC *** PURLIN DESIGN *** PAGE Sr' 23 t' L D C. B - BA! g JOB NUMBER : SEABPUR GEOMETRIC DATA *** S/MPC6 5, j PURL/,j BAY SPACING (FEET) :28.44 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.): 1.83000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 2.00 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 -.0216 .0594 2 28.4200 .0000 10Z12 .0000 -1.0000 -.0216 .0594 3 .0100 .0000 10Z12 .0000 -1.0000 -.0216 .0594 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE °PAN NO (FT.) BRACES BRACES 1 .010 1@.0100 1@.0100 2 28.420 14@2.0 5@5.0 3 .010 1@.0100 1@.0100 - 24- *** PURLIN DESIGN *** JOB NAME: SEABPUR PAGE S-25- LOADING -2b 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! .00! .00 .00 .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! 13.04 10.27 .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! .84! 13.04 10.27 .08 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 6.00! .00! 13.04 10.27 .00 .46 .46! 268 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.84! 12.98 10.27 .08 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 13.04 10.27 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!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: SEABPUR PAGE 5-26 LOADING COMBINATION -- DL+WL .- "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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 11 - !RL! H!RL! .00! .00! .00 .00 .00 .00 .00! ,F'W !RS! .00! .00! 17.39 13.69 .00 .00 .00! -JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 010 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N 0. W= !LS! .00! -.31! 17.39 13.69 .02 .00 .00! co.. !LL! .00! .00! .00 .00 .00 .00 .00! ' WO 2!FM! -2.18! .00! 15.80 13.69 .00 .14 .00! 738 2 !RL! .00! .00! .00 .00 .00 .00 .00! g !RS! .00! .31! 17.39 13.69 .02 .00 .00! N dw_ = SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL I- _ 2:1- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- I- 0 I- 0 2:1 - !LS! F- LS! .00! .00! 17.39 13.69 .00 .00 .00! W w !LL! .00! .00! .00 .00 .00 .00 .00! p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 Ocn !RL! . 00.! .00! . 00 .00 .00 .00 .00! ❑ F - !RS! .00! .00! .00 .00 .00 .00 .00! WiT. ll I- 11..O .. Z W U =' O I - z JOB TITLE C o i CorS571/4TAAFVAe-57)61Z73 nESCRIPTION BLDG. E �� I4 LC ?. 5t4PPORT FRAt1)InJG JOB NO 2 8 O J 3 QUOTE NO DESIGNED BYj CHK'D BY DATE )d// `=)3 SHEET NO S. 2? 4 I9/s" 45„ lav„8,16 it/r C2 c4 )5-'8 8 B CI Ir Gig ,2:11 6-2/ C3 6182 6.7" 30"8" A = 1,700# UNIT EXP 3/ 4'7" x 820" 0. .B o ftaii r PC -I, 3=2" x 6-'7"f D, CI = C2= C3= C4 )Ox3i2._E i26A, Z W re 00 (0o 11.1 - H w0 =1- u_ < u_? co _. Z� z1 - w • 0 0- O l- w w H U'. WZ —• x O }" Z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, _ MIDWEST METALLIC PAGE 5-2A3 *** PURLIN DESIGN *** 'LOG. E - )3a'/ G -F JOB NUMBER : SEAEAC1 * * GEOMETRIC DATA * * * Arc SUPP02T CSE "61" BAY SPACING (FEET) :30.69 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 1.57000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 2.00 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 3. DL+LL+AC *** SPECIAL LOADS *** SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 15.45 -0.59 2 AC Y CONC 22.12 -0.43 2 AC Y CONC 29.17 -0.56 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0186 .0508 2 30.6700 .0000 10Z32 .0000 -1.0000 -.0186 .0508 3 .0100 .0000 10Z32 .0000 -1.0000 -.0186 .0508 10x3'%zC)lGi s. *** FLANGE BRACE SPAN NOLENGTH "AN NO (FT.) 1 .010 2 30.670 3 .010 INFORMATION *** OUTSIDE BRACES 1@.0100 15@2.0 1@.0100 INSIDE BRACES 1@.0100 6@5.0 1@.0100 *** PURLIN DESIGN *** JOB NAME: SEAEAC1 PAGE 5*- .3C' LOADING COMBINATION -- DL+LL sLO!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! !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! Ce W !RS! .00! .00! 14.03 10.27 .00 .00 .00! .J U SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O CI ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! 1.. - !LS! -1 .00! .78! 14.03 10.27 .08 .00 .01! N O !LL! .00! .00! .00 .00 .00 .00 .00! W 2!FM! 5.98! .00! 14.03 10.27 .00 .43 .43! 304 5 !RL! .00! .00! .00 .00 .00 .00 .00! Q !RS! .00! -.78! 14.03 10.27 .08 .00 .01! = d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1,0 2:11 - !LS! h -!LS! .00! .00! 14.03 10.27 .00 .00 .00! W w �p !LL! .00! .00! .00 .00 .00 .00 .00! U 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 O !RL! .00! .00! .00 .00 .00 .00 .00! Ca I-. IRS! .00! .00! .00 .00 .00 .00 .00! W W -00Z w U= 01- Z *** PURLIN DESIGN *** JOB NAME: SEAEAC1 LOADING COMBINATION -- DL+WL PAGE 5-31 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! !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! 18.71 13.69 .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! -.29! 18.71 13.69 .02 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -2.19! .00! 18.71 13.69 .00 .12 .00! 832 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .29! 18.71 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! .00! .00! 18.71 13.69 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! IRS! .00! .00! .00 .00 .00 .00 .00! , *** PURLIN DESIGN *** JOB NAME: SEAEACI PAGE 5-32 LOADING COMBINATION -- DL+LL+AC `h 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! !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! +1--W' !RS! .00! .00! 14.03 10.27 .00 .00 .00! Ce SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00 #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = -J !LS! .00! 1.22! 14.03 10.27 .12 .00 .01! W u. !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 12.78! .00! 14.03 10.27 .00 .91 .91! 304.111 !RL! .00! .00! .00 .00 .00 .00 .00! g Q' !RS! .00! -1.92! 14.03 10.27 .19 .00 .03! N la SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z I. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z I - !LS! .00! .00! 14.03 10.27 .00 .00 .00! W W !LL! .00! .00! .00 .00 .00 .00 .00! U p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 O En-; !RL! .00! .00! .00 .00 .00 .00 .00! 0f - !RS! .00! .00! .00 .00 .00 .00 .00! =Id H, "O . Z W UI OH Z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC _ PAGE S-33 *** PURLIN DESIGN *** E - 8A\/ 6-- �3�.0�. JOB NUMBER : SEAEAC2 ** GEOMETRIC DATA *** VC ,5 ', Pc, C65 `l C 2f ' BAY SPACING (FEET) :30.69 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 1.86000 PURLIN DEPTH (INCH) :10.00 Z ccW TOP FLANGE BRACED AT 2.00 FEET U O ND BOTTOM FLANGE BRACED AT 5.00 FEET J = H u_ O *** DESIGN CRITERIA *** �Q DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 j WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 N C!. MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 W MAX. SHEAR OR BENDING UNITY CHECK :1.000 Z MAX. DEFLECTION LIMIT PER SPAN : L/180. H-0 Z F- ui U � O P *** LOADING COMBINATION *** • H W S I- V. 1. DL+LL W 0 2. DL+WL 3. DL+LL+AC Lo' �. H • /- *** *** SPECIAL LOADS *** SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 15.45 -0.44 2 AC Y CONC 22.12 -0.28 2 AC Y CONC 29.17 -0.56 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0221 .0602 2 30.6700 .0000 10Z32 .0000 -1.0000 -.0221 .0602 3 .0100 .0000 10Z32 .0000 -1.0000 -.0221 .0602 )Ox3'/2E12cA *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE "PAN NO (FT.) BRACES BRACES 1 .010 1@.0100 1@.0100 2 30.670 15@2.0 6@5.0 3 .010 1@.0100 1@.0100 *** PURLIN DESIGN *** JOB NAME: SEAEAC2 PAGE 5-31C 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! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 a 3:1 - !RL! .00! .00! .00. .00 .00 .00 .00! 1-Z !RS! .00! .00! 14.03 10.27 .00 .00 .00! 6C4 JU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N W J Z !LS! .00! .92! 14.03 10.27 .09 .00 .01! to !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 7.08! .00! 14.03 10.27 .00 .50 .50! 257 2QQ !RL! .00! .00! .00 .00 .00 .00 .00!LL Q !RS! .00! -.92! 14.03 10.27 .09 .00 .01! on = SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z W W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 2:11- !LS! 1 -!LS! .00! .00! 14.03 10.27 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! no 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 (.)0 !RL! .00! .00! .00 .00 .00 .00 .00! 01 - !RS! .00! .00! .00 .00 .00 .00 .00! W . w U u.O Z w U= O~ Z *** PURLIN DESIGN *** JOB NAME: SEAEAC2 PAGE 5•-.36 LOADING COMBINATION -- DL+WL '''LO!MOMENT! SHEAR! ALLOWABLE FORCES #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 1 1-: !RL! .00! .00! .00 .00 .00 .00 .00! ,F -W !RS! .00! .00! 18.71 13.69 .00 .00 .00! C4Q 2 J O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- co W J = !LS! .00! -.34! 18.71 13.69 .02 .00 .00! (0 LL !LL! .00! .00! .00 .00 .00 .00 .00! w0 2!FM! -2.59! .00! 18.71 13.69 .00 .14 .00! 702 2 !RL! .00! .00! .00 .00 .00 .00 .00! g Q !RS! .00! .34! 18.71 13.69 .02 .00 .00! co a SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL F"= ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Zi... F- O 2:1 - !LS! F - !LS! .00! .00! 18.71 13.69 .00 .00 .00! Ill w !LL! .00! .00! .00 .00 .00 .00 .00! D p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 (. !RL! .00! .00! .00 .00 .00 .00 .00! 01 - 'RS! .00! .00! .00 .00 .00 .00 .00! = w; H H IL" O Z Z *** PURLIN DESIGN *** JOB NAME: SEAEAC2 PAGE x'-37 LOADING COMBINATION -- DL+LL+AC '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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 a =1-=. !RL! .00! .00! .00 .00 .00 .00 .00! 4-W !RS! .00! .00! 14.03 10.27 .00 .00 .00! .2 v SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W 0 W I J !LS! .00! 1.25! 14.03 10.27 .12 .00 .01! 0 !LL! .00! .00! .00 .00 .00 .00 .00!w O 2!FM! 12.09! .00! 14.03 10.27 .00 .86 .86! 257 2 !RL! .00! .00! .00 .00 .00 .00 .00! g5 !RS! .00! -1.88! 14.03 10.27 .18 .00 .03! w =w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL _ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Zi.... 1- O Z E - !LS! .00! .00! 14.03 10.27 .00 .00 .00! W Lu !LL! .00! .00! .00 .00 .00 .00 .00! DO 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0N !RL! .00! .00! .00 .00 .00 .00 .00! 01 - IRS! .00! .00! .00 .00 .00 .00 .00! = w 1- H ..Z w 0- 0 - Z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC PAGE 5-39 *** PURLIN DESIGN *** JOB NUMBER : SEAEAC3 ** GEOMETRIC DATA *** A/6 5(,//a/%O/z.7" Cee '‘C 3 BAY SPACING (FEET) :30.69 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 Z ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 1.57000 PURLIN DEPTH (INCH) :10.00 W re TOP FLANGE BRACED AT 2.00 FEET U O coo BOTTOM FLANGE BRACED AT 5.00 FEET W H 2W W0 *** DESIGN CRITERIA *** DEAD LOAD (PSF) : 2.50 LIVE LOAD (PSF): 30.00 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 = a MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 f--=. MAX. SHEAR OR BENDING UNITY CHECK :1.000 �F- MAX. DEFLECTION LIMIT PER SPAN : L/180. Z O D 0 O N O I - WW 0 ..z O N - _, 0~ Z BLDG. E - LAy F -E *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL 3. DL+LL+AC *** SPECIAL LOADS *** SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 6.50 -0.56 2 AC Y CONC 13.63 -0.43 2 AC Y CONC 20.22 -0.50 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0186 .0508 2 30.6700 .0000 10Z32 .0000 -1.0000 -.0186 .0508 3 .0100 .0000 10Z32 .0000 -1.0000 -.0186 .0508 0x 3%2.. E 12 6A, M *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE "AN NO (FT.) BRACES BRACES ~-'ti1 .010 1@.0100 1@.0100 2 30.670 15@2.0 6@5.0 3 .010 1@.0100 1@.0100 5.-39 *** PURLIN DESIGN *** JOB NAME: SEAEAC3 PAGE 5-40 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! .00! .00 .00 .00 .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! H -W !RS! .00! .00! 14.03 10.27 .00 .00 .00! re g D JU. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U OD ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N a H !LS! .00! .78! 14.03 10.27 .08 .00 .01! co W !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 5.98! .00! 14.03 10.27 .00 .43 .43! 304 2 !RL! .00! .00! .00 .00 .00 .00 .00! g Q !RS! .00! -.78! 14.03 10.27 .08 .00 .01! N =d. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 1" _ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z�- F- O Z1-. !LS! .00! .00! 14.03 10.27 .00 .00 .00! W Lu !LL! .00! .00! .00 .00 .00 .00 .00! Do 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 !RL! .00! .00! .00 .00 .00 .00 .00! 0F.. !RS! .00! .00! .00 .00 .00 .00 .00! W W 1- WZ UCI) PI 1- Z *** PURLIN DESIGN *** JOB NAME: SEAEAC3 PAGE S-4) LOADING COMBINATION -- DL+WL `NLO!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! ILL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 1I-= !RL! .00! .00! .00 .00 .00 .00 .00! ,1'- w. !RS! .00! .00! 18.71 13.69 .00 .00 .00! 6 -JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O: ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W J !LS! .00! -.29! 18.71 13.69 .02 .00 .00! (0 u. !LL! .00! .00! .00 .00 .00 .00 .00! w O 2!FM! -2.19! .00! 18.71 13.69 .00 .12 .00! 832 2 !RL! .00! .00! .00 .00 .00 .00 .00! g Q !RS! .00! .29! 18.71 13.69 .02 .00 .00! CD d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ZhWZ- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- o 2:1 -- !LS! 1 - !LS! .00! .00! 18.71 13.69 .00 .00 .00! la uj !LL! .00! .00! .00 .00 .00 .00 .00! D p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0(.)0 0 !RL! .00! .00! .00 .00 .00 .00 .00! 01 - !RS! .00! .00! .00 .00 .00 .00 .00! = V L- O Z. 111 U- = O~ Z *** PURLIN DESIGN *** JOB NAME: SEAEAC3 PAGE 5 -i -421 - LOADING COMBINATION -- DL+LL+AC ~`,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! !LL! .00! .00! .00 .00 .00 .00 .00!Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 3:11- . !RL! .00! .00! .00 .00 .00 .00 .00! W !RS! .00! .00! 14.03 10.27 .00 .00 .00! 6 v SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL U O. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND' COMB! -L/- W -IF !LS! .00! 1.63! 14.03 10.27 .16 .00 .03! u) u_ !LL! .00! .00! .00 .00 .00 .00 .00! W O. 2!FM! 13.51! .00! 14.03 10.27 .00 .96 .96! 309 2. !RL! .00! .00! .00 .00 .00 .00 .00! Ju. Q !RS! .00! -1.42! 14.03 10.27 .14 .00 .02! u) d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H -O 2:1 - !LS! 1 - !LS! .00! .00! 14.03 10.27 .00 .00 .00!ILI L. !LL! .00! .00! .00 .00 .00 .00 .00! D O 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 00 - N !RL! .00! .00! .00 .00 .00 .00 .00! 01 - !RS! 1 - !RS! .00! .00! .00 .00 .00 .00 .00! W U LI O Z W UN - Z 01-: Z il'µd: }d;rd�w9:i�.L.pa%A 4x'1v;: ilwiww Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, _ MIDWEST METALLIC PAGE s-43 *** PURLIN DESIGN *** 13�►��. E - ,Ay F -E JOB NUMBER : SEAEAC4 ** GEOMETRIC DATA *** I1 JC SUPPcitT CCE '4 C4" BAY SPACING (FEET) :30.69 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 1.86000 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 2.00 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 3. DL+LL+AC *** SPECIAL LOADS * * * SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y CONC 6.5 -0.56 2 AC Y CONC 13.64 -0.28 2 AC Y CONC 20.22 -0.35 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z32 .0000 -1.0000 -.0221 .0602 2 30.6700 .0000 10Z32 .0000 -1.0000 -.0221 .0602 3 .0100 .0000 10Z32 .0000 -1.0000 -.0221 .0602 J 0 X 3%z )Z GA. Z ~ Z Ce 6 JU U O J I. - U) U WO �Q =0 1_W Z= ZO W O N ❑ E--. W W U 1- O "Z = O 1- z *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE AN NO (FT.) BRACES BRACES 1 .010 1@.0100 1@.0100 2 30.670 15@2.0 6@5.0 3 .010 1@.0100 1@.0100 5-44 z 6 = 0 • 0 U.1 LIJ u_ uj 0 LL • D ▪ a I - Z 0 ZI- LU• LU • 0 • o O - LU u j I 0 1- O ., u) :4-- 1= O 1- *** PURLIN DESIGN *** JOB NAME: SEAEAC4 PAGE S--zig. 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! .00! .00 .00 .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! 14.03 10.27 .00 .00 .00! SP!LO1MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .92! 14.03 10.27 .09 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 7.08! .00! 14.03 10.27 .00 .50 .50! 257 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.92! 14.03 10.27 .09 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 14.03 10.27 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! I!RS! .00! .00! .00 .00 .00 .00 .00! 1 *** PURLIN DESIGN *** JOB NAME: SEAEAC4 PAGE 5'4 LOADING COMBINATION -- DL+WL �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! !LL! .00! .00! .00 .00 .00 .00 .00! Z • 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Z1= !RL! .00! .00! .00 .00 .00 .00 .00! W !RS! .00! .00! 18.71 13.69 .00 .00 .00! '6 CeD JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL O p ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = -.1 I._ !LS! .00! -.34! 18.71 13.69 .02 .00 .00! N u.. !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -2.59! .00! 18.71 13.69 .00 .14 .00! 702 g r, !RL! .00! .00! .00 .00 .00 .00 .00! Q !RS! .00! .34! 18.71 13.69 .02 .00 .00! = d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 Z I - !LS! .00! .00! 18.71 13.69 .00 .00 .00! W w !LL! .00! .00! .00 .00 .00 .00 .00! D 0 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 00 - O !RL! .00! .00! .00 .00 .00 .00 .00! C H !RS! .00! .00! .00 .00 .00 .00 .00! = U 1--, 2 - 0. Z Ui 0- P_ OH z *** PURLIN DESIGN *** JOB NAME: SEAEAC4 PAGE 6.-47 LOADING COMBINATION -- DL+LL+AC 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! !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! 14.03 10.27 .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! 1.64! 14.03 10.27 .16 .00 .03! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 12.77! .00! 14.03 10.27 .00 .91 .91! 261 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -1.40! 14.03 10.27 .14 .00 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 14.03 10.27 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!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! Z ;f- z re 00 N 0. W= JI-. CO LL W 0 • Q z• 0 �W Z= I- 0 Z F- O 0 O 92 CI N W W IL I--. - O. WZ - =. O~ Z \ Y. . 5-316"' . 1410„ 284:3," ',3!l1%z �..„ 91/0" 4 " �S 4=7" L „ P.O, LOCATIo'JS m =c - r J `41k 1. r op o' N" 0 =F �N • C) _J I .26!o!' (roo/PARAP&r e & 42'0) • 1:3" 9 ;6„ • 3'11" puRL1,J5 N N&Xr /3A • .27.1./A.`" 1 3? 11" (Tap/PARAPET-'@' EL 39=3' N 44 • 13=1.1„ 16=? 1119" .2.184:.1 4-T"i)'0�, 3-(0 ...3.'q„ Vo"218 4'.Z, 1.3!0" 4 3=9" 4. 3=6N •. %SLOG, ' D " Row= PLATFORM FRAMod a PLAN/ 0 . N or .•'/1.11.$3411 ARA PET BRACKETS MAIrJ SP7'r, 8EAM5 • SECONDARY 6 Jrc ro/o3 Z W WWQ W2 JU 00 J LL W0 co . =d I— W Z WO U0 N cn WW -O WZ H01-- Z JOB TITLE 5 EA C o fq Con) 5r. / STAR FA5 S Po,Qr DESCRIPTION JOBNO 2c78o13 QUOTE NO DESIGNED BY --1 rC CHK'D BY DATE 1°1/4 3 SHEET NO s- 4q BLDG, D - R ooF PLATFdRM FRAMi►Jt 1 1- ,i— Z re A ssume- EACH /06c1/. Z/NIT D/57-)2/82/7- 5 p✓E/6J1r T�/RouG1/ C4,#4B 6 v TO L oN G 5/D6 FA -M ',VC (I 6 )1,E, E45 % 0 0 u) w Gr/ /,800 un))T — //3 PGF co LL 2. SI DES X 8 W 0} g 0 p ni# UNIT _ 3 PL f Gcs'Z _ 25i,C 5x8. 5g' IuiQ 0 d i�/oRs% CA s& S/DE 5uP/Wi /%'1e-mL� AT 2,8fib *ZIA) E- _ (�Z Z F- ZI- r)3 = 0, 035 x (.3'0 a7' 25) -= O.17 9 %r I �(.r3 WW 2 n 7 pg D-// " S27 2._9/ 0 O RL 2.1.122.2-Z___( 1.29 0.163K 6.58x / RR U in 2 -�- 92.2g /2�3�i o - C1 1- = = 1. /0 + o.81 = 1,9 II` = w. w Z U= Z RA - /. to + 0,39 = 1,69k v 0 @ 6,c'2 / z Il.�D-4.46--0,92 -Fr. .3 "1n1oRs7 CASE SECo/'.iIW.y call) F'ormEh lax 3%2EI4 GA, 1)&516d s C HC C )c & W / TN -ME Fo L Lo b✓m)C Co/11)1)07-62 Oarp117 . (1AX B&ND/NG STRESS = 7490 ill/3X .5H6M. sTRLsS = 63 MAX. DEFLECT) o/J = o• l6 h' = 1-/g07 Use J 0 x 3i2 C/ 4 GA, Fol SECon1DA/ V PIE/113E14S 1.f:.,.w�aL.:..lti..cw`l.o.uua'.t..�w .. ..-��.n.x..rna 5"�kN*CRt' •%:L..k:.J,.11,1r�hLir��6luaLi A{i11 �(fidilhi� •j. .. Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** PURLIN DESIGN *** // &LDC. D PLAT _\ k* GEOMETRIC DATA *** - PAGE 5-50 JOB NUMBER : SEADAC1 5 coiiiA7 - 7"EsT 1 BAY SPACING (FEET) :12.29 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE : .100/12 HORIZONTAL SPACING (FT.): 5.12500 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 5.00 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 3. DL+LL+AC *** SPECIAL LOADS *** SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING LOCATION LENGTH LOAD LOAD 2 AC Y UNIF 0.92 8.58 -0.163 -0.163 *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z34 .0000 -1.0000 -.0477 .1794 2 12.2700 .0000 10Z34 .0000 -1.0000 -.0477 .1794 3 .0100 .0000 10Z34 .0000 -1.0000 -.0477 .1794 LiGI x 3%Z E7 14 /A. Z • Z. 6U O 0 N • ui W I N W W0 tL Q. =• d W Z= I- 0 Z I- W U� ON QI-- W W: 1- r-: O ul Z 0 H O Z *** PURLIN DESIGN *** JOB NAME: SEADAC1 PAGE S--5/ 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! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 =F= !RL! .00! .00! .00 .00 .00 .00 .00! ,I... re !RS! .00! .00! 8.27 3.02 .00 .00 .00! 6 u�D D. JO. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W tu JF !LS! .00! 1.10! 8.27 3.02 .36 .00 .13! C u. !LL! .00! .00! .00 .00 .00 .00 .00! w O 2!FM! 3.38! .00! 8.27 3.02 .00 .41 .41! 906 !RL! .00! .00! .00 .00 .00 .00 .00! g Q !RS! .00! -1.10! 7.71 3.02 .36 .00 .13! N z SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 2:1 - !LS! I - !LS! .00! .00! 8.27 3.02 .00 .00 .00!ZE u ILI !LL! .00! .00! .00 .00 .00 .00 .00! DO 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 N. !RL! .00! .00! .00 .00 .00 .00 .00! 01 - IRS! .00! .00! .00 .00 .00 .00 .00! 2 w w Z O 1-i Z *** PURLIN DESIGN *** JOB NAME: SEADAC1 PAGE S-52 LOADING COMBINATION -- DL+WL -�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! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 Q !RL! .00! .00! .00 .00 .00 .00 .00! W ;��-. !RS! .00! .00! 11.02 4.03 .00 .00 .00! Ct 2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL _10 O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N W w= !LS! .00! -.29! 11.02 4.03 .07 .00 .01! co I !LL! .00! .00! .00 .00 .00 .00 .00! w O 2!FM! -.90! .00! 5.51 4.03 .00 .16 .00! 3411 g !RL! .00! .00! .00 .00 .00 .00 .00! g5 !RS! .00! .29! 11.02 4.03 .07 .00 .01! u- < SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 1=- _ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ?1- 1- O !LS! .00! .00! 11.02 4.03 .00 .00 .00! wlj !LL! .00! .00! .00 .00 .00 .00 .00! ZED o 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 O N !RL! .00! .00! .00 .00 .00 .00 .00! 0 I -- !RS! !RS! .00! .00! .00 .00 .00 .00 .00! w W. 1- I-- tL O .. Z W U =. 0 I - Z *** PURLIN DESIGN *** JOB NAME: SEADAC1 PAGE 5-53 LOADING COMBINATION -- DL+LL+AC “iO!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! !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! 8.27 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! 1.91! 8.27 3.02 .63 .00 .40! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 6.10! .00! 8.27 3.02 .00 .74 .74! 907 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -1.69! 7.71 3.02 .56 .00 .31! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 8.27 3.02 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!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, MIDWEST METALLIC PAGE 5-54 *** PURLIN DESIGN *** �� �i BLP&. D PtA Fa it -t JOB NUMBER : SEADAC2 'k* GEOMETRIC DATA *** SEcaoattvY- T&s 2 BAY SPACING (FEET) :12.875 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.): .00000 Z ROOF SLOPE : .100/12 HORIZONTAL SPACING (FT.): 3.62500 `1 Z PURLIN DEPTH (INCH) :10.00 w 6 U TOP FLANGE BRACED AT 1.00 FEET U p J= F-- *** DESIGN CRITERIA *** N w0 w DEAD LOAD (PSF) : 5.00 LIVE LOAD (PSF): 30.00 g 5 WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 it. Q. MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 U) MAX. SHEAR OR BENDING UNITY CHECK :1.000 H w MAX. DEFLECTION LIMIT PER SPAN : L/180.Z = H ZI Iii 11.1 D p *** LOADING COMBINATION *** O N. 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 10Z34 .0000 -1.0000 -.0337 .1269 2 12.8550 .0000 10Z34 .0000 -1.0000 -.0337 .1269 3 .0100 .0000 10Z34 .0000 -1.0000 -.0337 .1269 10x3 2 G t4 -GA. 0 w w H 0. • O .. Z co w ±- o Z *** PURLIN DESIGN *** JOB NAME: SEADAC2 PAGE S-.55 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! .00! .00 .00 .00 .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! ;f -Z !RS! .00! .00! 8.27 3.02 .00 .00 .00! Q 2 60 JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- co 0; J i. !LS! .00! .82! 8.27 3.02 .27 .00 .07! (ow !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 2.62! .00! 8.27 3.02 .00 .32 .32! 1114 21 !RL! .00! .00! .00 .00 .00 .00 .00! Q !RS! .00! -.82! 8.27 3.02 .27 .00 .07! p =d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL E'W Z= ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1.- 1- 0 .'1-O 2:1 - !LS! F- LS! .00! .00! 8.27 3.02 .00 .00 .00! ui !LL! .00! .00! .00 .00 .00 .00 .00! D p' 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 v !RL! .00! .00! .00 .00 .00 .00 .00! Op1- !RS! .00! .00! .00 .00 .00 .00 .00! W W 1 ,. F- U. H- u -O. lllZ 0 Z *** PURLIN DESIGN *** JOB NAME: SEADAC2 PAGE 5.57 LOADING COMBINATION -- DL+WL 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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 =I' !RL! .00! .00! .00 .00 .00 .00 .00! `re !RS! .00! .00! 11.02 4.03 .00 .00 .00! 6 D JU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = !LS! .00! -.22! 11.02 4.03 .05 .00 .00! U)11. !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -.70! .00! 5.51 4.03 .00 .13 .00! 4194 !RL! .00! .00! .00 .00 .00 .00 .00! d !RS! .00! .22! 11.02 4.03 .05 .00 .00! co d =W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL I.-_ Z 1. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 Z 1- LU !LS! .00! .00! 11.02 4.03 .00 .00 .00! w !LL! .00! .00! .00 .00 .00 .00 .00! U C. 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 7; !RL! .00! .00! .00 .00 .00 .00 .00! 'RS! .00! .00! .00 .00 .00 .00 .00! W W H w O Z 111 1- _ OF - Z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, - MIDWEST METALLIC PAGE *** PURLIN DESIGN ***+ D �� BLDG, PL ATFo2 M 1k* GEOMETRIC DATA, * * * JOB NUMBER : SEADAC3 SEC oil DART -- 755T 3 BAY SPACING (FEET) :12.29 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.)..00000 Z ROOF SLOPE : .100/12 HORIZONTAL SPACING (FT.): 4.87500 Z PURLIN DEPTH (INCH) :10.00 rCW JU TOP FLANGE BRACED AT 1.00 FEET U 0 N ulm - 1- *** DESIGN CRITERIA *** mu. WO DEAD LOAD (PSF) : 5.00 LIVE LOAD (PSF): 30.00 2E?.. WINDVELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 u.Q MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 N MAX. SHEAR OR BENDING UNITY CHECK :1.000 2 W' MAX. DEFLECTION LIMIT PER SPAN : L/180. Z �. I- O Z I- 2E D • 0 O ▪ -. • I-. W W H r- - O •• Z W U 1. *** SPECIAL LOADS *** O 1 - SPANS COND. DIR TYPE STARTING LOAD STARTING ENDING Z LOCATION LENGTH LOAD LOAD 2 AC Y UNIF 2.79 8.0 -0.113 -0.113 *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL 3. DL+LL+AC *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .0100 .0000 10Z34 .0000 -1.0000 -.0453 .1706 2 12.2700 .0000 10Z34 .0000 -1.0000 -.0453 .1706 3 .0100 .0000 10Z34 .0000 -1.0000 -.0453 .1706 /0 x 3%Z ! 14- 6A . e4i.ui.;...14 iti7:.uu:(41.V.:..i.$):+w,1'.4,4)4.4a ✓1.::., ...,ww,.< «.r ...»..ml.-.�. r *** PURLIN DESIGN *** JOB NAME: SEADAC3 PAGE .5-59 LOADING COMBINATION -- DL+LL Th 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! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 = Z. !RL! .00! .00! .00 .00 .00 .00 .00! 'ce W !RS! .00! .00! 8.27 3.02 .00 .00 .00! 6 D, J0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL N 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J i !LS! .00! 1.05! 8.27 3.02 .35 .00 .12! N u_ !LL! .00! .00! .00 .00 .00 .00 .00!w 0 2!FM! 3.21! .00! 8.27 3.02 .00 .39 .39! 953 Q !RL! .00! .00! .00 .00 .00 .00 .00!Q !RS! .00! -1.05! 8.27 3.02 .35 .00 .12! to =w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL F- _ Z 1.- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H 0 Z F-. !LS! .00! .00! 8.27 3.02 .00 .00 .00! ZE j !LL! .00! .00! .00 .00 .00 .00 .00! UC 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 -. !RL! .00! .00! .00 .00 .00 .00 .00! 011- !RS! .00! .00! .00 .00 .00 .00 .00! Z 0 • 0. Z L• c') 1- _ O ~: Z *** PURLIN DESIGN *** JOB NAME: SEADAC3 PAGE s-40 LOADING COMBINATION -- DL+WL ,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! !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! 11.02 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! -.28! 11.02 4.03 .07 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -.85! .00! 5.51 4.03 .00 .15 .00! 3586 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .28! 11.02 4.03 .07 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 11.02 4.03 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!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: SEADAC3 PAGE JC'_ LOADING COMBINATION -- DL+LL+AC 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! !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! X0411 !RS! .00! .00! 8.27 3.02 .00 .00 .00! 6 JU SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J 1 - !LS! .00! 1.45! 8.27 3.02 .48 .00 .23! N u. !LL! .00! .00! .00 .00 .00 .00 .00! w O. 2!FM! 5.06! .00! 8.27 3.02 .00 .61 .61! 953 g1_- !RL! .00! .00! .00 .00 .00 .00 .00! u. ¢ !RS! .00! -1.55! 8.27 3.02 .51 .00 .26!N d SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 Z1 - !LS! .00! .00! 8.27 3.02 .00 .00 .00! W w !LL! .00! .00! .00 .00 .00 .00 .00! D 0 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 O - !RL! .00! .00! .00 .00 .00 .00 .00! 0 H _IRS! .00! .00! .00 .00 .00 .00 .00! = U u. - Q wZ -I O 1- Z BLDG. "D" RoOF PLAT FORM -/11/A114 Ff A/111E0G • 5316 "• A1410x22. & = WIG x2.6. C = 'J 8 x 24- '3!//1/2.- o 322k' 3=6 911 412" 417" O. LOcA•TI oN5 J pURDl,1JS .C 1 E0102 E261 MA!t) F, AME COLUMN 8EL0k/ ThAI,11 FRAME RAFTER I Lo ��niogA. E 2 ?_. 8 A 13 --3 -- A • £D103 E251 J u ' 25= o" roo/PAR/ PEr' et, 4.2 ro0 • 131)1" 13=1.1„ 13' �- PURLnJS• A)6XT ahY • 27,/ 1 .... flap/'PA'R'A'Per•...c EL • 39=3".., 1 3.11 1'3•!%" . .. 16=7 !1'q" '~ W ret 6C) U0 U)• 11.10 W O u_ _ a. W Z0 ;.. 20 U O N =U I - - ti O IJ Z W U N. H= O~ Z f ARA PET BRACKETS MAW •5PPr.• BEAMS - :fob L 20.301 3 JTZ• 1 0/03 JOB TITLE SEA c c i.J Con) sr. / ss rM Fl ,R 6 S pck7 DESCRIPTION LDS, D JOBNO 2080)3 QUOTE NO DESIGNED BY -177 CHK'D BY DATE / 0/_3 SHEET NO. S- 63 Roof Pl. gfcrRi fRA►M>i1/4JG AATF07e,i BE -Ai SPANS L-Asr- k162ST N€Ak PLATFa M .. WoRST Con)D /N .6Ay 2-3 50u711 of LARGEsrII,wr' RL PS 4'-2 32o 3: 9 /6.2 7 R = o. 03.6 > 22.3S_ ).40 x j9/)( h 0,035 x x /0,052. Z,50k 25. �3 = 0,035 x %,z 222 % o.7 0 k �q = /,03 + 0,$0 + O.Sd 2,33" AL= /,05''+/,.42 + 0.24* 0.30 = 3,00 k /VAx /hoH( x7,.38 x' %4,4„ 3'6 z-'2 RA= 0,35 + i,'o. 8 + 0,4g-1-2,03 = 3,94( Try J/Ox 22, Fy =5o s„ = 23.2 9, o < 30.0 tok+ LiSE %J / 0 x 2 2 Fok ALL EAsr--1,d6.57" CA AA B6 -44f S PA 5.64 - DESIGN BY: METALLIC BUILDING COMPANY Job No. Project: Seacon Const. / Starfire Sports Date: REF. Bldg. D Roof Platform BEAM END CONNECTION DESIGN This design calculation will determine the maximum load capacity required for the framed beam connection based upon project design Toads and formulas in Part 4 of the Manual of Steel Construction. 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 SIZE W10x22 Length = 16.6 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: CONN. BOLTS: NO. = Number of shear planes = Thickness = Thickness = 0.3125 0.000 208013 10/28/03 0.24 in. 1.00 8.00 in. Depth = Depth = 4 Diameter = 0.750 Shear = 1 Net area reduction coefficient U = BEAM Fy = 50 ksi BEAM Fu = 65 ksi Length of weld on connection member = CALCULATION FOR LOAD CAPACITY REQUIRED: Load Required per other calculations = CALCULATIONS FOR LOAD CAPACITY FURNISHED: Conn. Plate or Angle Fy = Conn. Plate or Angle Fu = 15.0 in. Weld size = 4.0 kips Required Design End Reaction = 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.) * (Calc reduces bearing on one or Shear Capacity for Single Plate = Shear Capacity for Double Angles = Shear Capacity for Member Web = Shear Capacity for Weld on connectors = 56.2 kips 0.0 kips 55.3 kips (Allow. Bearing = Fp x # bolts x thickness) 0.0 kips (Net area w/o bolts x 0.4Fy) 42.1 kips (Net area w/o bolts x 0.3Fu x 2 angles) 38.4 kips (Net area x 0.4Fy) 110.4 kips MAXIMUM ALLOWABLE LOAD FOR THIS CONNECTION = 1 ki-Vi:::<yiwt;v...du�S.,�E:�x..`.*.,.•.ww 5.50 0.00 9.27 0.00 36 ksi 58 ksi 0.25 in. 4.0 37.1 kips kips DESIGN BY: METALLIC BUILDING COMPANY A GE 5 -65' Job No. 208013 Date: 10/28/03 Z REF. Bldg. D Roof Platform 1 Z BEAM END CONNECTION DESIGN 0a al JU Block Shear Calculation for Blocked Web of Beam: W10x22 0) 0 W Lu Formula = 0.30 Av Fu + 0.50 At Fu (Reference AISC, Page 4-8) -j 1=-- Material Min. Tensile Strength = Fu = 65.0 ksi . N u - Material thickness = 0.240 W O Bolt diameter = 0.750 Number of bolts = 4 � Q. Spacing of bolts = 3.00 to d Lv = shear end length = 1.25 = w Lh = bolt edge distance = 1.50Z = I— 00 Area in Shear = Av = Area between bolt holes + Area to end of tear out Z1- Av = 1.58 + 0.20 = 1.78 2 ILI j Area in Tension = At = Bolt edge distance - half hole Toss U 0 At = 0.26 O N Allowable Load = Rbs = 34.7 + 8.5 = 43.2 0 II 1 F— I= LI O. lllZ. Block Shear Calculation for Single Conn. Plate or Angles: U z. Formula = 0.30 Av Fu + 0.50 At Fu (Reference AISC, Page 4-8) 0 1" Material Min. Tensile Strength = Fu = 58.0 ksi , Z Material thickness = 0.313 Bolt diameter = 0.750 Number of bolts = 2 Spacing of bolts = 3.00 Lv = shear end length = 1.25 Lh = bolt edge distance = 1.88 Area in Shear = Av = Area between bolt holes + Area to end of tear out Av = 0.68 + 0.26 = Area in Tension = At = Bolt edge distance - half hole loss At = 0.46 Allowable Load = Rbs = 16.5 + 13.3 = 0.95 29.8 (Per Angle) JOB TITLE SL-// Cod CONST, /5r& SPORTs DESCRIPTION JOB NO 2280/3 QUOTE NO DESIGNED BY J TC CHK'D BY DATE 1 % 3 SHEET NO.5 -6'� BLDG. "0 ROOF PLATFORM FRA/4J JG PLATfcAr1 SPANS 1-740/14 GRIP C.3 To A2 CNECk "TI,Jo "t of sT CA56"L3EAMs: z JU 00 coo J H ,BEAM LOcAr&p 91-5,'EAsT of G2/,e) L,,u ©no PA Pg 2 �. 4r= 0,O35x3.42= O,12 </,r. ter ga /101'8/2_ 375 l A: 1- w R� �R = 2233 x i3,92 24=I0" Z I- PA - PA= o,035x._.Z zoo. LU w U� � O D. WW iui U= 1 0.80 X 81375 2,35 2,72►4,04 /3,9 V! �Y z Pa = 3,0/ 1.49 + /,6O 4- 1.30 4,39 �< V 0 @ 1!o LEFT OF Po RR- 1,4R41,2a+1,-71=4.42" M 4O.2 ,l• Pr, mAX 0 .BEAM LocAT& 220" \,Jcsr or CQif) LINK : Pc Pp AX= 0,0S5 x 2, a & 3 = O. a 731*P-. k /0'10 i 2L to io)- p•=. 2.47t+ 0,64 = 3.13 24-0 lop W 3,92" Rc = 0.88+1171 -?-1,br' 4127`` V = O 2 PD rr ,� /k 0.88 -1-/.42-1-2,2.4 4.,54 / I MAX = 4 2.8 K -FT. TRY tJ/6 x26, Py = 50 .Sx 3 8.4 42'3 ClZ) 3814 r 1312 xs7- = 0,4c3' = 17"6'86 LP S E W l ('x 2 G B E -A -M S z •: A = W/0x22 8= I6x2, C = V/g x 24 sru8 Ce'LafJ/I b= lox 3h 4- GA, seconJDo12y 53!6 28-'0 t ... 3!/11/L 3-24 9-'1D" /. • >tJ!3" 4!e" ' 417" jr 6-28" -y .RO; LocPrr)oJS O • r A. _..• ... 0 tsi 8 D (TYP,q A r 1 • r 0 A - 0 .O ••N ' _ 1 cZ • • • -26!0!!' <T&'/PARAP&r c' &... 4'2!0") • • 3 1 PuRLhJS lN'NEXT !'+A 27t%°.... • i (70r PAAAPEr-..G. Et • 3.9-.3 13!11"........._.... I....... i3:24 ,r 184 .✓ (;1. PARA PET BRACKETS u • • 3!11" 161?.... I.J!g." .. y,6`MAbkI •SP?T• 66AM5••� ,2'8/L ., - 2!2 =r/!0 .:6„ ...3.9„ .3,0„ . 2' ¢!2, •if, 310,. 3 .9,I.. ...3 2=0" ....4_?,' ... •s=2" • • SicoNOARY .... .. . LOG, ,D„ Root= PLATFORM FRAmi/Ja PLAN JtC 0/03.. r,ima�s:.ri�•*b:[nmau+x+:ti;a�+:r.,:rn:K•;a�+ Z/X•!.°+'Fa1roM7rN'Ji. 'r4R .7K�"aiNren Z _ 1— Z O 00 U)o —11— u_ H1L W0 g LLa d ,.._. Z I 0 W Up 0 01- W'LI lL 0 Z W U= 0 Z JOB TITLE 5 EA CON CON ST. /STM F12E 5P0273" DESCRIPTION C�LPg.„Di' _ goof PLArFOAM FRAM) JG 2'-6” 3T6 34`1/ W 6 x 15 EAVE STRUT BRACKET W 8 x 24 STUB COLUMN 4 - 34."42/-1325 BoLT3 (1=0"(1-0 t41/ END IP fri k 6 x l=4‘i" JOB NO 20 601 3 QUOTE NO DESIGNED BY J Tc CHK'D BY DATE 1 O -O 3 SHEET NO S-66 10" f W 10 x 22 PERIMETER BEAM w/ 2 - 34'11, A 32S 60473 70 3431'FeAt t. pE prn 'welt STII W 16 x 26 MAIN SUPPORT BEAM (2) L 3 x 3 x 1/4 BRACE `^'/ ONE 3/4 "et) As 25 8 ocr EA. END w/ .1411 CONN. PLATES RIGID FRAME RAFTER 2'-O" S1/oP WELDED W 12 x 26 BRAoX67 win/ EMD ><G x 1. 034'' " win? 4- 3/4"4' 4325 BoLTs 6 g� SECTIor! of GR)D C,3 oA 0.2 Ar GR10 L/Ar 1 SECT/ON SAME "'/ RCDucED PARAPET HT AT 426'' 1'JEST Of GRID LINE 2 SCCT)ONI S'MILAR WITko/r ANGLE &RACE AT q25" EAST' OF GR)D Li,JE 2 JOB NO 20,30J3 JOB TITLE SEA- c o N Co NI Sr. �S TAR F/R6 ..5(Po T- QUOTE NO DESCRIPTION DESIGNED BY `STC CHK'D BY DATE 10 422 SHEET NO S-69 SLAG. ,� / 0dF PLOT FORM FRAMiNG w 6 x 5 Wsx24 wl2x 26 ��-56E PREV/OLP5 De -SI GIJ PAGE Fo2 WLLD/NG AND •FILD cc:masCT/c J DETAILS I2AN4 Roof kAr-i-EAC C.3 ok D.2 PARAPET ,BRAcRE TS 48"wE.sT .SND 8-'61/2 11 EAST of GRID L/NE 3 _J l8'' 8 -LI R AFT£ -(Z 4 - �q "4 A32.5 BOLTS w/ 2 4- 3 x'3%z x R6 (Fy 36) /'Th i PLATFo2/1 gaol To RAF7E2 CONN. 2=0 WEST of LJr.IE .3 tIr NAL 5, RM 7E2 4-14'4 q3 25 BOLTS w/ 24.3%ix31/-2_x546 x d,5%"(Fy^30 1'v)A1aJ PLArF-o/M 8E -AM To RAFTC-A CoNN, 91.'r5 -AST of LINE 3 JOB TITLE 5 -EA corJ C'om57; /sTA2F)26 sPo27' JOB NO. 20a0) 3 QUOTE NO DESCRIPTION DESIGNED BY J7-4 CHK'D BY DATE 03 SHEET NO S-70 BLDg. "D ROOF PLAT FO2/I F2444/iJC MAX. L oAD Rg&'D W1�x26-- 4-3.4"4) A325 BoLT3 CSH6Are CAP,= 37 /< V)/ 2. 34 x 3%7_ x 32/6x 0254" TYPICAL ConW ECT/Olv — 140 x 22 To 1AJI E, x Z(. 10x34CIA- GA. 2 "cp A325 801TS (sEEAA CAP, = 8,219 TYP) CAL C tQ/JECTjotil - /0 CE6 TO W / 0 x 22 z ti - W W JO. O 0 (0 0: W= J � N V_ 1110 2 gco Q. =d �w z= zo w c.) wW H �w O .. z W U =; O 1— z -dr JOB TITLE S &, coni CONST: / $'rM I'VE £P7 - DESCRIPTION 10 x34.L14 JOB NO C25 O 3 QUOTE NO DESIGNED BY -/ CHK'D BY DATE 03 SHEET NO S-7/ L li G, „ C •, — R o o F�iFGH. %�l. A'i F�y?i`'1 FRAM 14 G TyPs , ND ME(BEPS zca I I N 5-4 L w14-2(22 1 M 2- 8-' 41234.j.ca?-0 so -to L__ Wl4x2Z 4, 30'o 8-'' c' ,/ PLf4rFoPm PLfI - 4 EcliAti// r - z re W. 2 QQ W 00 W= 1- U) u_ W }o J • ? cnd =W F- _ z� zo W • W U � 0 CP- ' - al W WLI . 0 wz U= 01- z JOB TITLE DESCRIPTION SE,cohl CottsT /STF,I SPo2775 JOB NO 208o13 QUOTE NO DESIGNED BY ` CHK'D BY DATE /G/03 SHEET NO 72 LDG,"C R of / 1 Eci-/. PLI TFo(M irvG DE51GN ''W0(&sr CA -s&') $u,Aa72.r -,-/: BA)/ 5- , 2 LocArc� 9=J1Sou�� nF Lhf& ,g 11,11' /2,3S' 3.010 PL`J- -�-1 R Go' = O„ 0 3 5 x 4'. 5' 25. 67 - p. /7.5 i%r. 1,70 r)4 2 x/o6a 0.85 2,E35 -1- 0,1 9 o. 54 = 3.5e RA 2.85 + 0,66 + 0,31 = 3.82" V^ o AT 2 /21 = 51,4-6-2,76 - .178 x � _ 30.3 K� 6.54' 1�0 30,362, W14X2Z - �b29.0 2.� 0,0222 x 1,2 )3c; = O6 84 .28 1.158 t J 14-x 2 2 PLA rFo- 1 gaPPoAr 46.14,-(s M':.Y.:.�v.':N:: y..:a.:.4Art.�..u,1vWr.. ♦u::a JOB TITLE J &A Ca CO JS S i� /STA 2FJA F SPm2Ts' ')ESCRIPTION JOB NO 20610 -3 QUOTE NO DESIGNED BY ST4 CHK'D BY DATE /c)% SHEET NO 5.73 Lin JE ¢ -- Ex r/Atf sr CAA/ 6A f s p (DI D, 2 (j) 7'6"± 7'6"t 30245'`' 24'O 1,8oa# 30,62 86.2 /l X /6.'52 _ /44 /0 , a K -r -r. i9=8" W/ .x 2 ; FySx=33.4- �6 )zoo ox /,0 /9 x; z x 4.95 = / O, 25"` , 7 (2,2x)2 33.4 3, 7 < LSE W) Z x 2� Ft, '.lam n'1,-' Lw )3.O =4.9! • Z r4 LLI2 O 0 W= w 0 u..coj 1-w z� zI- uj 0. 0 uJ . z. U� 0 z metallic building company STARFIRE SPORTS ATHLETIC CENTER DESIGN CALCULATIONS VOLUME 6, BOOK 2 OF 2 Section T Roof Bracing Roof Bracing at Bldg. D Page T-1 Roof Bracing at Bldg. E Page T-4 Wall Bracing at Line 4 Page T-9 METALLIC ms1.Uk bvildlag 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 JOB NO 20 5 013 JOB TITLE SCA C O PI CONST, /Sr,i,F/, QUOTE NO DESCRIPTION DESIGNED BY -IT CHK'D BY DATE IO/c) 3 SHEET NO T- Z ROOF l3RAc/,uG - satb. D •I -Z QQ= JU EAST /WE -.ST 8RA C)nJG PRo v/DeQ ay /1f11A1 / AMCS. 0 0 c0 0 J H NoRT2//Soum BRAC1x1G P/ov/DEy) ,8y RooF Rot) f AACiAJG w O 2 7b D EZ.)1 c2 LOAD To Po'¢TA-c FQA-mes oil LAles / ,4lv.) 4 g Q W.',ii LOADS ,DC-L/V&/2&D TO FLooR SYS7'E/1 A//D Roof RAKS H= Zi - i -0, . 64 vg-- BY WALL 5T0,05 P2OVIDEEP 8/ 07/54 5 . -0 w WIND LOAD 7"2/,3uTf)4Y TO BLDG. D goof ,Sh'Ac,,IG: 0 N O (SCE NEXT PAGG- Fo/Z Tts/L31/74R1 LOCAT'10A1S� =W ~I- R x(33•"1-5-4 21 / 3,20" v U) O /OZ = 0,0/93 xo.8 x (35.2533,62) x 28/ A3 = n. O.o/43 x (9,8fo,5)x(42'-34.6') x 25' 3,14 0.O/43x(O,B*O,5)x(2,65+1.3 x27'= /,00K P7 0,0143x 0,5" x (734,17-2/, S) x /4' = 0,64' z ROOF B A0 3-4 Roof- B&Ace 3-2.0 RooF BRACE• 2-1: 1 r 36,9 x(px -h )?.)<4.-1- P4-x�+izx%-) 24,0 42 7--= O.7.3 " O 5 E 3/4 " ' Rots (e4P. = 5.4'< T. 24.0 C x4 F "P36 9 x�3) _ >,),04=1,59k 27.3 X (/, o4-- n, x41-2:+ ?.x� -h/'1k Z •i- p,)<,.+ �Sxi 7" Zqo 1)7 x 45..57'4 Ll SL W' Roos OAP. = 23f4'i1) z n JOB NO 20630/ 3 JOB TITLE S f/4 CoN CC*57 ;/STA1 �F/Rs SPogn- QUOTE NO DESCRIPTION DESIGNED BY C Oh' ?CHK'D BY DATE W0 3 SHEET NO. 7— 2 RooF BRAG/,J6. ` QLDG, D i \'tis i ' — — , i Pti JOB NO. 2 OB0) 3 JOB TITLE s LSA CotJ Cot.) ST. /57,42F1lt5 S pc, 47-3 QUOTE NO DESCRIPTION DESIGNED BY J rC CHK'D BY DATE ' d�� SHEET NO 3 ROOF BAAcrn)G - 1gLOc- D Roof SC-I5ri1/ c LOA- pbk cv44, PAcE A-)41-; p= 25,94 5615/1'1 C LOAD/FT ,CROSS ROOF = ;�--�9- = 0, 37 K,Fr, Lo,D T, AAI5FeA' VIA /RODS 3-4 ok 3-2� T 3z46-70: x (0,37x z) _ 5.0k 3/4 Roo CA/"4Ci7Y = 8,4'` >7 lok ,LOAD 7-22405F0/L VIA RoAs 2- ) °761 T= X4.0, (0,37x�Z +0,37x Z= /5 O'< / „4 RoD CAPACITY = •23.4'G'»36 As, z %' 0K 57 -Aur Lo AD AT Li& Z : f 0.37 x 04/-1- 21') _ 13.0'< t l SC- PIPS $7' '7 0, l�, x o,18e/1141W- (F), = 35,0 ks,z) (Cr, thy.) L= 24,0- 2X0.331=23.33, CAPAC/TY = 37. > P o, BRAC&&IW P.2 -E O i//4, 3¢-lp J t- D oubt.0 PuRL'nJ \-6%'0x0,788''P/Pcc sTPar pakr-AL JOB NO 'O6 0/3 JOB TITLE s 6/4 Colo Cant Sr. / 5 7-4 AP,2 e SPaATS QUOTE NO '?ESCRIPTION DESIGNED BY J TG CHK'D BY DATE / 0 /03 SHEET NO T 4 l�Oor 62Ac,/J6- -- 8L66. E CAsr/Jtsr ,8Ac), v/oE' BY 4AI,I FRAfrlEs A/0ArY/SourY 8,A clams /leo via,3 y Rvop ROD BAA c.,v G To DEL /V -2 L o,4D 7'o 1'0,4744 sa J L,,vcc.s 2 1 4 WIMP LOADS Dcr.,t`rgc-4 To FLocK CYST 1 AND Root /'Ak6 a sv BY IAM -LL STuas pA /,'P&D 3 y 077-164s Rolf RAS<ig /111-Y /J -D Loan = ter= ao)43 0.8 x2 o. 09 Pte. MAX- L oA4 Pl."4 L V = q -o109 2 ..G''< S/S /Y1 I C kociF Loo wiLL CcN 772a L. Pim MGo- A-/4-, 5&/siy/c ,PaOY-' L0,4.v = %2.9 s&Lsilitc LO44/FT; A cAo55 Roof �z.,9 57,3, / A x, LoA-,o Pe -2. /foo & A c6 41.6' '+ ZZ x 0,225'x 30.�, - 4,31( N1' Roe) CAPACITY = 9.4k > ?' -57< L4 3410 Ro&S /1,1 ,RooF &Ay F - G 0,225'/ Z w cc J0 O 00 co0 J H U) um, W O• }} gJ �a =• a W Z= t•- I- O W • W 0 0. O D - o 0 I - WW - O LLtoZ Iii O z JOB TITLE DESCRIPTION DATE /U A03 SHEET NO T-5 E A co/0 CoNs7 /5.7"/I k FME S/>o27'S JOB NO 2080/ 3 QUOTE NO, DESIGNED BY J %C CHK'D BY Roof 6,Q/4 c h,J6 - SL.,06S. D sr E p. 2 T roRTAL F ,` O RACES ►- f„ - 131 \ / /\ zz \_ z2 1 \ /Pa \ P3 Z Z = Dou BLE- PURLIA) 57'26eT" P 1 r 6 %/'0.D• X 0,188 p,PC- 57 -Aar P2 = ( g' 0,D. x 0,28o" p/Pc 5r2ur eh to 4 X 1,l4= 11,, �< Eh -2 = LOAD- 3�-=8- x 2,8 = 27,2,< frn2 cc',J J ct/o,J5 L,= 23.3' APE Snzur CAPAcrry = 36.0'c (iJ p4-= P3 = d 578 0, D. x G4,3 22'.'' pi pe. sTRur, L=30,o; CAPAclr7 = 56. 1 E h (*.t3 -1-- ,4-.2))c).14-= 24, 9 k (MC-e-u3cy'., LQAQ) 4 66,1 , L� Eh _a ► L IJi 1-4.2)x2,8 �" 6G I k FOO. CONN CCDOW PIPE STRUT DESIGN - ROOF OF BLDG D - Line 4 in Bay D.2 - E LENGTH = PIPE O. D. WALL TK. 23.33 AISC Std 6.625 0.280 WT/FT 18.98 r 2.25 28.14 Area 5.58 K 1.0 KI/r 124.7 Fy 35.0 Cc 127.9 Fa (Eq E2-1) 9.58 Fa (Eq E2-2) 9.61 Use Eq E2-2 if KI/r > Cc Use Fa = 9.58 Load Cap.= Diam/tklimit Diam/Tk Ratio Red. Factor B Fas = B x Fa Reduced Load = 53.5 23.66 0.67 6.44 35.96 Job No. 208013 Date: Oct -03 7~- Gni PIPE STRUT - LOADS FROM BLDG. D ROOF - Line 4 in Bay E - F LENGTH = 30.00 PIPE O. D. WALL TK. 8.625 0.322 WT/FT 28.56 r 2.94 72.49 Area 8.40 K 1.0 Kik 122.5 Fy 35.0 Cc 127.9 Fa (Eq E2-1) 9.88 Fa (Eq E2-2) 9.94 Use Eq E2-2 if KI/r > Cc Use Fa = 9.88 Load Cap.= Diamltklimit Diam/Tk Ratio Red. Factor B Fas = B x Fa Reduced Load = 83.0 26.79 0.68 6.68 56.11 Job No. 208013 Date: Oct -03 Te PIPE STRUT - LOADS FROM BLDG. D ROOF - Line 4 in Bays F -G and G -H Job No. 208013 Date: Oct -03 LENGTH = 30.00 ~ z � w PIPE O. D. 8.625 WALL TK. 0.322 - 0 U OQ, WT/FT 28.56 w = r 2.94 I- 72.49 w o Area 8.40 2 K 1.0 LL ? Kik 122.5 =0 Fy 35.0 1- w Cc 127.9 z H. Fa (Eq E2-1) 9.88 Z O Fa (Eq E2-2) 9.94 W uj Use Eq E2-2 if KI/r > Cc n o Use Fa =9.88 0 N O• 0 H Load Cap.= 83.0 w w _ � U' • w. Diam/tklimit • Diam/Tk Ratio 26.79 - O Red. Factor B 0.68 LLj �. Fas=BxFa 6.68 L7_: Reduced Load = 56.11 p 1- z /SrA,. JOBNOZfl80/3 JOBTITLE C 0fJ CONST, f//2 E 5,0°03 QUOTE NO OESCRIPTION DESIGNED BY J72 CHK'D BY DATE ) C2/03 SHEET NO T- U o& G 2.1.13 L,,v E 4- sc/$/1 i c L oAJs', LOA() F-Rc' 8c0�, E Roof= BRAciiJc = Lo f -D F -2o Z.,,J 6 4- DEAD L0 M = 4, z i- 39 8 x 2 / %u4' z z' Ix 2. 00 co 0 co w J = I -- w0 Con?, nicer DE -3 L640 - P &I) = , ) 14-69A-4- 4, 2) = g6."1 In LLQ' f Fh 1- _ z H / / 8 ' BRAd. /.606-rx -= VO8i-/-2/9 ''-' 34.1) z 1- 111 al D 9 24,! o 2 DSSIG I J toAD to,— = 26 ,9 x 27 - 31. 7 ie o — D i- w w =voUSE 5%" x8,32a. PiPc Sr2�r � uiz • m. o'' z L 34.1', CAPAcITY r 4/,7,( E/, .R = 3)1I'¢ x Z,S = 77.''f'- Co1J61 T,vas metallic building company STARFIRE SPORTS ATHLETIC CENTER DESIGN CALCULATIONS w. orb VOLUME 6, BOOK 2 OF 2 _1 o. moo. w= -J CO IL Section U • a. Decking and Cladding _ d. w Floor Decking Page U-1 z Roof Panels Page U-2 z O Wall Panels Page U-3 w w 2• o O N' O H w W. H • U. LI- — O. „ Z w — -. O F"` Z METALLIC' sadlk twlNl* c•.Nny 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 1-1/2" 145 pcf Normal Weight Concrete Section Properties (per ft. of width) PA68-1 Wheeling Composite Deck Gage t in Wd psf Sp in3 Sn in3 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 lavg 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 in2 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 'tM�rtf Vi ° i"i7 ,ft•p :4-,� a� ii,.,J'r "� ''' ' i` �tT�^g}i;:.���?�;;r t��•.';,�.Yt.�'.3 �' - i 1' r .. , „ Superimposed Live Loads - psf: Studs @ 1 -0 O.C. i'., 43 `r,i . ,, `t� w ig i rtaT� ° Or ' r -1. NA"'F r rel . t• 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" 81-11" 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'-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 CD -4 1) Refer to the Design Notes, Note 7 for information on live load limits for ire -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. 3) If welded wire fabric is not used, the live loads should be reduced by 10%. •7..,n�;.���,tilt•, {;;...•.suTri's',;,o tP.''f eM1, n r 0''4 �?k?'�;4'lt •v�tft"C4?�.>.� 7'i XF. ^no+.t , �v.x.: w.ey.ry...-a.... .... ._.:'.:dn..: :i; -....:M+,. •.....,.,... 13116' 24' NET COVERAGE 25/16' ' 193/8' 25116' 518' /-718' / 6 3116' y 1' 6 3116' Ia 1. s i8. 24"Ultra-Dek & Double -Lok Panels NOTES: The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with 1989 addendum. • Ix Is for deflection determination • S, Is for bending • Ma Is allowable bending moment The panel weight has been deducted from the allowable Toads • Values shown for wind load dellecllon are Ilmlled by a maximum deflection railo of U120 • Allowable load 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 PANT. PROPERTIES GA. Design Thickness (In) Weight (psf) Fy (ksi) . PANEL TOP IN COMPRESSION (Fy) 11 Ino / ft Sx In' / f1 Ma In -kip / ft 1 ' 24 0.0223 1.16 . 50.0 0.2129 0.0814 2.44 PANEL BOTTOM IN COMPRESSION (Fy) x InM, / ft in -kip / fi 1.64 0.1014 SA Ina / ft 0.0547 22 0.0286 1.49 50.0 0.2749 0.1075 3.22 0.1406 0.0733 2.20 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT Span In Feet 24 GAUGE 22 GAUGE Uve Load Stress Live Load Deflection Live Load Stress Live Load Deflection 4.0 79 405 105 5,0 50 207 67 6.0 34 120 46 7.0 25 76 33 . 535 274 159 100 Revision Date: June 16, 1998 74!X4+;4 .,'t 'r P ,'+ t 'i ' 'i"+ar'fi 7. !''1�,- 'k!5 +14 File: c:\engrformiseclion properties of panels - 24•ud&dl.doc N Z • W J0 O 0 CO Ww J 0 2 J ▪ w Z� 1-- 0 W~ • w UO O (12 O I— OW LL' O .. Z w 0 z 36' HET COVERAGE 12' . 12' • 12'• ro• 31' J.311rJ. 1 J1319' . "PBR" Pane( ' NOTES: The panel secllon properties have been'calculaled In accordance wilh the 1986 edition of the AISI specifications with• 1989 addendum. • I. Is (or deflection delemiinallon • 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 1/3% • Values shown for wind Inad defar•.linn ara killed by a'maximwm deflection rano of 1/120 f Allowaaie load values shown are based on panel covering 1 equal continuous spans.. Multiply allowable stress values shown by 0.8 to0 span conditions • Loa a e va ties o not Include web crippling requirements • PANEL PROPERTIES GA. Design Thickness (n) Welghl (psf) Fy (kst)' PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) I. Inr/ft 26 0.0181 0.92 80.0 . 0,0425 S. 1n3 / ft 0.0379 M. In -kip / ft 1.36 Inr/It 0.0414 S. Ina / tt 0.0502 M. in -kip /11 1.80 24 0.0223 1.14 50.0 0.0596 0.0571 .1.71 0.0573 0.0644 1.93 ALLOWABLE UNIFORNtI.OAQS IN POUNDS PER QUARE FOOT. . Span In Feel 4,0 5.0 6,0 7.0 8,0 tevlslon Dale: June 10, 1998 Wind Load Uplift .uvr:.�.".',;�.•F�t>t�zt,"!:u�. .. ;trLv4:<3�'s `r—s fs .siiaa 89 57 40 30 23 26 GAUGE Live Load Stress • 87 55 . 38' 28 21 Live Load Deflection 108 • .55 32 20 14 Wind Load Uplift 112 72 50 37 29 24 GAUGE Live Load Stress 93 59 41 30 22 Live Load Deflection 151 77 45 28 19 Z Z QQ• � JU O 0 CO ILI J = l•— u1 0 g �< co a = w F—= Z F- zI w C.) Cl I11 LI 0 1— H WZ U N -2 O 1- z •1 File: c:lengrformiseciIon properties of panels - pbr.doc metallic building company STARFIRE SPORTS ATHLETIC CENTER z DESIGN CALCULATIONS _ ~ w 5 VOLUME 6, BOOK 2 OF 2 -1 0 coo. wUJ J H. LL Section V uj O u_ < Secondary Members / Cold Formed Sections N d H W. Roof Purlins Page V-1 z 1-:. Eave Struts Page V-28 z O Wall Girts at Line 4 Page V-39 w w Spandrel Beams Page V-55 2 U O D. O I--. = U. H I- ur — O; uiZ U tn . iz- O z M ETALLI [ ne4k WUdI a.Nny 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 V- IDesi n 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 : SEACONC1 ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BLDG, C PALANS 8'cAt•1oiY LiNc5 2,5- 1- £ s-�S-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 -Emmom- 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.: -2.30 4*'! 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 *** SEA COAI C1 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 INSIDE BRACES 1@.0100 7.0 6.5,3@5.0 7.5,3@5.0 1@.0100 *** PURLIN DESIGN *** JOB NAME: SEACONC1 PAGE V.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! 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 IRL! .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! *** PURLIN DESIGN *** JOB NAME: SEACONC1 PAGE V-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! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .04! 10.84 4.03 .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! -.61! 10.84 4.03 .15 .00 .02! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -1.28! .00! 7.59 4.03 .00 .17 .00! 9999 !RL! 4.02! 1.24! 10.84 4.03 .31 .37 .23! !RS! 5.65! 1.42! 28.23 17.71 .11 .20 .05! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 5.65! -1.73! 28.23 17.71 .13 .20 .06! !LL! 3.63! -1.55! 17.17 13.69 .11 .21 .06! 3!FM! -4.69! .00! 15.80 13.69 .00 .30 .00! 669 !RL! 8.58! 1.96! 17.39 13.69 .14 .49 .26! !RS! 13.88! 2.32! 34.78 27.38 .11 .40 .17! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 13.88! -2.63! 34.78 27.38 .13 .40 .18! !LL! 7.81! -2.27! 13.54 13.69 .17 .58 .36! 4!FM!-10.06! .00! 15.80 13.69 .00 .64 .00! 192 !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, MIDWEST METALLIC PAGE *** PURLIN DESIGN *** JOB NUMBER : 208013C ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BLvG. C PuRLaJS CLO,..) PcATFoRiti LINE 2.6To8 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 *** 208a)3 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 1@.0100 1@7.0 6.5,3@5.0 7.5,3@5.0 7.5,3@5.0 7.5,3@5.0 7.5,3@5.0 1@.0100 INSIDE BRACES 1@.0100 1@7.0 6.5,3@5.0 7.5,3@5.0 7.5,3@5.0 7.5,3@5.0 7.5,3@5.0 1@.0100 V-4 *** PURLIN DESIGN *** JOB NAME: 208013C PAGE \/-,S 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 Z !RL! .00! .00! .00 .00 .00 .00 .00! 2 Z !RS! .00! .00! 8.13 3.02 .00 .00 .00! '�LLI SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U 1 #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0O 0 (n W !LS! .00! .51! 8.13 3.02 .17 .00 .03! La Z F - !LL! .00! .00! .00 .00 .00 .00 .00! c0 u. 2!FM! .90! .00! 5.72 3.02 .00 .16 .16! 3118 ul0 !RL! -3.79! -1.17! 8.13 3.02 .39 .47 .37! 2 !RS! -7.14! -1.53! 16.26 6.04 .25 .44 .26! u. < SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u) D d ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- I._ W 2:11. - !LS! H!LS! -7.14! 1.91! 16.26 6.04 .32 .44 .29! H 0 !LL! -2.84! 1.55! 8.13 3.02 .51 .35 .39! ZI- 111 3!FM! 5.41! .00! 7.34 3.02 .00 .74 .74! 308 g j !RL! -5.85! -1.81! 8.13 3.02 .60 .72 .88! D 0 !RS! -10.79! -2.18! 18.73 8.44 .26 .58 .40! O N. 0 H SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-i- -0 H -O !LS! -10.79! 2.18! 18.73 8.44 .26 .58 .40! Z !LL! -5.84! 1.82! 9.82 5.42 .33 .60 .47! U C° 4!FM! 5.45! .00! 9.60 5.42 .00 .57 .57! 381 H 1 !RL! -6.16! -1.84! 10.60 5.42 .34 .58 .45! Z !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! taVit *** PURLIN DESIGN *** JOB NAME: 208013C PAGE V-6ji 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!-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! .01! .06! 12.46 10.27 .01 .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! *** PURLIN DESIGN *** JOB NAME: 208013C PAGE V-7 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! .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! !LL! 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 V -g 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, MIDWEST METALLIC *** PURLIN DESIGN *** *** GEOMETRIC DATA * * * JOB NUMBER : SEACONC2 ( ANALYSIS ONLY ) PAGE V -q BLDG. C Pl.1RLJJ.15 W&ST of PLArFordl L 1 N c= 2.5 To 4, o 5-)s-03 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 cod C 2 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 V. -it) 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! .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 H !RL! .00! .00! .00 .00 .00 .00 .00! f- W !RS! .00! .05! 8.13 3.02 .02 .00 .00! CC SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL J U' ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U N 0 u) LLI !LS! .00! .31! 8.13 3.02 .10 .00 .01! J H !LL! .00! .00! .00 .00 .00 .00 .00! t) LL 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 u.Q SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL CO CJ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H = !LS! -9.19! 2.26! 21.17 13.28 .17 .43 .22! 1- O !LL! -4.01! 1.92! 13.04 10.27 .19 .31 .13! Z H W 3!FM! 9.31! .00! 11.85 10.27 .00 .79 .79! 204 2 D !RL! .00! .00! .00 .00 .00 .00 .00! D 0 !RS! -.01! -1.60! 12.98 10.27 .16 .00 .02! 0 N 01- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL = W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-- H - O !LS! -.01! .47! 12.46 10.27 .05 .00 .00!Z !LL! .00! .00! .00 .00 .00 .00 .00! U W 4!FM! .00! .00! .00 .00 .00 .00 .00! 0 F= H. !RL! .00! .00! .00 .00 .00 .00 .00! Z !RS! .00! .00! .00 .00 .00 .00 .00! *** PURLIN DESIGN *** JOB NAME: SEACONC2 PAGE v -qf 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! -.02! 10.31 4.03 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 11FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.02! 10.84 4.03 .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! -.11! 10.84 4.03 .03 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -.13! .00! 10.84 4.03 .00 .01 .00! 2829 !RL! 2.03! .47! 10.84 4.03 .12 . .19 .05! !RS! 3.34! .59! 28.23 17.71 .04 .12 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 3.34! -.82! 28.23 17.71 .06 .12 .02! !LL! 1.46! -.70! 16.13 13.69 .05 .09 .01! 3!FM! -3.39! .00! 15.80 13.69 .00 .21 .00! 562 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .58! 15.80 13.69 .04 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.11! 16.61 13.69 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 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, MIDWEST METALLIC *** PURLIN DESIGN *** JOB NUMBER : SEACOND ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** PAGE V-/2. B L D G. D PaAL /Avs Soup or Pc4TFY/1 Lm 6 $.2 To c,,3 BAY SPACING (FEET) :17.385,19.635 RE✓IS�Ja, 49/p3 INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.000/12 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 -.0534 .1457 2 17.3750 .0000 10Z14 1.2291 -1.0000 -.0534 .1457 3 19.6250 1.2291 10Z14 .0000 -1.0000 -.0534 .1457 4 .0100 .0000 10Z14 .0000 -1.0000 -.0534 .1457 *** FLANGE BRACE SPAN NOLENGTH r'AN NO (FT.) `'11 .010 2 17.375 3 19.625 4 .010 INFORMATION OUTSIDE BRACES 1@.0100 8.5 2@6.67 1@.0100 *** INSIDE BRACES 1@.0100 8.5 2@6.67 1@.0100 V-13 z �H W �QQ2 JU. 00 J= WO 2 Ia fid: =w z 1- 0. z1 wuj 2 U� co 0 1- W w: 1— Z' U =, 0 z *** PURLIN DESIGN *** JOB NAME: SEACOND PAGE V -i¢ 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! -.15! 7.73 3.02 .05 .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! J -- 'Z !RS! .00! -.16! 8.13 3.02 .05 .00 .00! w M SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0) W J= !LS! .00! .90! 8.13 3.02 .30 .00 .09! N !LL! .00! .00! .00 .00 .00 .00 .00! 0 2!FM! 2.80! .00! 8.13 3.02 .00 .34 .34! 1031 g !RL! -4.41! -1.45! 8.13 3.02 .48 .54 .52! g !RS! -6.30! -1.63! 16.26 6.04 .27 .39 .22! u-< SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL =l-_= ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 2:1- 1- 0 H1-0 !LS! -6.30! 1.75! 16.26 6.04 .29 .39 .23! La w !LL! -4.26! 1.57! 8.13 3.02 .52 .52 .55! 2 3!FM! 4.22! .00! 6.03 3.02 .00 .70 .70! 484 0 !RL! .00! .00! .00 .00 .00 .00 .00! 01 - 'RS! .00! -1.11! 6.03 3.02 .37 .00 .13! W w _ ::,,,,„,LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL LL ~O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z 0 !LS! .00! .04! 6.72 3.02 .01 .00 .00! E-_ !LL! .00! .00! .00 .00 .00 .00 .00! 01- 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! *** PURLIN DESIGN *** JOB NAME: SEACOND PAGE \d,-/5- LOADING ,-/5 LOADING COMBINATION -- DL+WL \.LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .06! 10.31 4.03 .02 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 a • !RL! .00! .00! .00 .00 .00 .00 .00! � Z !RS! .00! .06! 10.84 4.03 .02 .00 .00!W g SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N w J = !LS! .00! -.33! 10.84 4.03 .08 .00 .01! -J LL !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -1.02! .00! 10.84 4.03 .00 .09 .00! 2814 2 !RL! 1.62! .53! 10.84 4.03 .13 .15 .04! g n !RS! 2.31! .60! 21.68 8.05 .10 .11 .02! u.< N CJ h SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL =- _ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 2:1- I- O !LS! 2.31! -.64! 21.68 8.05 .11 .11 .02! w w !LL! 1.56! -.58! 10.29 4.03 .14 .15 .04! D Ci 3!FM! -1.54! .00! 7.59 4.03 .00 .20 .00! 1322 U N !RL! .00! .00! .00 .00 .00 .00 .00! i• -' IRS! .00! .41! 9.75 4.03 .10 .00 .01! W W -_., H U .,._/LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL tL 1-67 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z U N !LS! .00! -.02! 8.96 4.03 .00 .00 .00! PI !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, *** GEOMETRIC DATA * * * MIDWEST METALLIC PAGE V--16 PURLIN DESIGN *** & DG, D Pu /L)A15 JOB NUMBER : SEACOND2 *** BAY SPACING (FEET) :24. A/oRTf OF PLArFcT/l,tt Li&iE D.2 re) E INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.000/12 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 *** 5-15-0 3 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 -.0534 .1457 2 23.9800 .0000 10Z12 .0000 -1.0000 -.0534 .1457 3 .0100 .0000 10Z12 .0000 -1.0000 -.0534 .1457 *** FLANGE BRACE INFORMATION *** 5ZA co,J D2- SPAN Z SPAN NOLENGTH OUTSIDE , INSIDE SPAN NO (FT.) BRACES ' BRACES 1 .010 1@.0100 1@.0100 2 23.980 7.0,2@5.0 7.0,2@5.0 3 .010 1@.0100 1@.0100 ,;•1:4-.4,4%;44;na.;;�..a:..�„s�::-.�.x•,�..:, ...,..ti.....H�.,.,www .. .. *** PURLIN DESIGN *** JOB NAME: SEACOND2 PAGE r/-/7 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! .00 .00 .00 .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! .00! 13.04 10.27 .00 .00 .00!Q W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u_ICJ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0 0 CO Lu !LS! .00! 1.75! 13.04 10.27 .17 .00 .03! -J H !LL! .00! .00! .00 .00 .00 .00 .00! WAL 2!FM! 10.48! .00! 11.85 10.27 .00 .88 .88! 182 1110 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -1.75! 12.98 10.27 .17 .00 .03! g Q. 0� SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- H =. !LS! .00! .00! 13.04 10.27 .00 .00 .00! Z 0 !LL! .00! .00! .00 .00 .00 .00 .00! W uj 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 ? 0 ca !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! O D. O I - LU - U 111- 2 O (I) - 1 O E - z *** PURLIN DESIGN *** JOB NAME: SEACOND2 PAGE A0/ -/g 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! .00! .00 .00 .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! 17.39 13.69 .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! -.64! 17.39 13.69 .05 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -3.84! .00! 15.80 13.69 .00 .24 .00! 497 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .64! 15.80 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! .00! 17.39 13.69 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! IRS! .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, MIDWEST METALLIC *** PURLIN DESIGN *** * * * GEOMETRIC DATA *** JOB NUMBER : SEACONE2 ( ANALYSIS ONLY ) PAGE 1,4-/c7 SLOG. E PaP,Ll1Js AIoRTN of PLAT Fo/r1 L/E7 D.Z BAY SPACING (FEET) :30.67,30.67,24. INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 4.41700 -mfr-- 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 -.0524 .1431 2 30.6600 .0000 10Z12 2.4791 -1.0000 -.0524 .1431 3 30.6700 2.4791 10212 2.4791 -1.0000 -.0524 .1431 4 23.9900 2.4791 10Z14 .0000 -1.0000 -.0524 .1431 5 .0100 .0000 10Z14 .0000 -1.0000 -.0524 .1431 * * * FLANGE BRACE INFORMATION SPAN NOLENGTH SPAN NO (FT.) 1 .010 2 30.660 3 30.670 4 23.990 5 .010 OUTSIDE BRACES 10.0100 7.83,305.0 7.83,305.0 7.0,205.0 10.0100 * * * . a -.+..w.... .. .t .. r. a.�....1.__..:. 1::..unLs. 4i�'L!'✓'i i�:(.'.113iv1A%u%l�:D�4fiuL:Sr4i(.5.iifu.'+.1.i4' LM SEA copl C2 INSIDE BRACES 10.0100 7.83,305.0 7.83,305.0 7.0,205.0 10.0100 *** PURLIN DESIGN *** JOB NAME: SEACONE2 PAGE V-20 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! .01! .31! 12.46 10.27 .03 .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! .02! .31! 13.04 10.27 .03 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .02! 1.73! 13.04 10.27 .17 .00 .03! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 10.42! .00! 11.85 10.27 .00 .88 .88! 181 !RL! -8.17! -2.31! 13.04 10.27 .22 .63 .44! !RS! -14.32! -2.66! 26.09 20.53 .13 .55 .32! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-14.32! 2.34! 26.09 20.53 .11 .55 .31! !LL! -8.97! 1.98! 10.79 10.27 .19 .83 .73! 3!FM! 4.73! .00! 11.85 10.27 .00 .40 .40! 669 !RL! -5.35! -1.70! 13.04 10.27 .17 .41 .20! !RS! -10.00! -2.05! 21.17 13.28 .15 .47 .25! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!-10.00! 2.13! 21.17 13.28 .16 .47 .25! !LL! -5.15! 1.78! 7.72 3.02 .59 .67 .79! 4!FM! 5.90! .00! 7.34 3.02 .00 .80 .80! 298 !RL! .00! .00! .00 .00 .00 .00 .00! i !RS! .00! -1.30! 7.34 3.02 .43 .00 .19! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .10! 7.73 3.02 .03 .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! .w.+.aw..N Y�Sj(.'�I:ti.�.�1Llitf-�t:1•✓ J.:�,�w:.�•i� *** PURLIN DESIGN *** JOB NAME: SEACONE2 PAGE V-2/ 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! -.39! 16.61 13.69 .03 .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! ;= Z !RS! -.01! -.39! 17.39 13.69 .03 .00 .00! a 2 D SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 6 -JV ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- (0 0 !LS! -.01! -.63! 17.39 13.69 .05 .00 .00! ulH !LL! .00! .00! .00 .00 .00 .00 .00! N LL 2!FM! -3.82! .00! 15.80 13.69 .00 .24 .00! 495 W O !RL! 2.99! .84! 17.39 13.69 .06 .17 .03! 2 !RS! 5.25! .97! 34.78 27.38 .05 .15 .02! g Q COD SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL I d ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- F- _ Z� !LS! 5.25! -.86! 34.78 27.38 .04 .15 .02! Z O !LL! 3.29! -.73! 10.68 13.69 .05 .31 .10! W 3!FM! -1.73! .00! 15.80 13.69 .00 .11 .00! 1829 j Ca !RL! 1.96! .62! 17.39 13.69 .05 .11 .01! !RS! 3.66! .75! 28.23 17.71 .06 .13 .02! O N OH SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W W •! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 3.66! -.78! 28.23 17.71 .06 .13 .02! Z !LL! 1.89! -.65! 8.98 4.03 .16 .21 .07! U_ N 4!FM! -2.16! .00! 9.79 4.03 .00 .22 .00! 815 F' _ OH !RL! .00! .00! .00 .00 .00 .00 .00! Z !RS! .00! .48! 10.76 4.03 .12 .00 .01! 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! 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 1%-2 2 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** JOB NUMBER : SEAEAC ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** 131 -DG. D E Pa 1.1,us ABoV& PLATFavi L ,u E G To 6.2 24.0, 17.38, 19.64 REV/5 is/o 3 a BAY SPACING (FEET) :30.68,30.67,24.0, =. INSET LEFT (FEET) .010 INSET RIGHT (FEET) .010 '~ WF- uc PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 Q ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 4.76000 _110 PURLIN DEPTH (INCH) :10.00 00.0 co W I -I 1-. TOP FLANGE BRACED AT 2.00 FEET CO W W0 BOTTOM FLANGE BRACED AT 5.00 FEET 2 J u. Q *** DESIGN CRITERIA *** = W 1.-_ DEAD LOAD (PSF) 2.50 LIVE LOAD (PSF): 30.00 ? F. WIND VELOCITY PRESSURE (q): 14.300 PSF SPECIAL WIND COEFF.: -1.00 W O MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 uj ?. MAX. SHEAR OR BENDING UNITY CHECK :1.000 . D p MAX. DEFLECTION LIMIT PER SPAN : L/150. 0 Y)- 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 -.0564 .1542 2 30.6700 .0000 10Z12 2.4791 -1.0000 -.0564 .1542 3 30.6700 2.4791 10Z12 2.4791 -1.0000 -.0564 .1542 4 24.0000 2.4791 10Z12 1.2291 -1.0000 -.0564 .1542 5 24.0000 1.2291 10Z14 1.2291 -1.0000 -.0564 .1542 6 17.3800 1.2291 10Z14 1.2291 -1.0000 -.0564 .1542 7 19.6300 1.2291 10Z14 .0000 -1.0000 -.0564 .1542 8 .0100 .0000 10Z14 .0000 -1.0000 -.0564 .1542 *** FLANGE BRACE SPAN NOLENGTH cPAN NO (FT.) \ 1 .010 2 30.670 3 30.670 4 24.000 5 24.000 6 17.380 7 19.630 8 .010 INFORMATION OUTSIDE BRACES 1@.0100 15@2.0 15@2.0 12@2.0 12@2.0 8@2.0 9@2.0 1@.0100 * * * INSIDE BRACES 1@.0100 5@5.0 5@5.0 4@5.0 4@5.0 3@5.0 3@5.0 1@.0100 V-23 *** PURLIN DESIGN *** JOB NAME: SEAEAC PAGE V -24 -- 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! 1.10! 13.04 10.27 .11 .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! k -W !RS! .02! 1.10! 13.04 10.27 .11 .00 .01! W JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- (0 W WI !LS! .02! 1.85! 13.04 10.27 .18 .00 .03! N IL IL !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 11.06! .00! 13.04 10.27 .00 .85 .85! 173 2 !RL! -9.23! -2.50! 13.04 10.27 .24 .71 .56! g Q !RS! -15.91! -2.88! 26.09 20.53 .14 .61 .39! N IC SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL F-11.1 Z= ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 4"' F-0 Z I - !LS! -15.91! 2.59! 26.09 20.53 .13 .61 .39! mitn !LL! -9.96! 2.21! 12.98 10.27 .22 .77 .63! Do 3!FM! 5.89! .00! 13.04 10.27 .00 .45 .45! 460 0 !RL! -4.08! -1.75! 13.04 10.27 .17 .31 .13! p1. - 'RS! -8.90! -2.14! 26.09 20.53 .10 .34 .13! W W 1- U LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u -p ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/-- 0. !LS! -8.90! 1.90! 26.09 20.53 .09 .34 .13! OF - !LL! -4.66! 1.52! 12.98 10.27 .15 .36 .15! Z 4!FM! 2.83! .00! 13.04 10.27 .00 .22 .22! 1635 !RL! -5.56! -1.61! 13.04 10.27 .16 .43 .21! !RS! -7.66! -1.80! 21.17 13.28 .14 .36 .15! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -7.66! 1.94! 21.17 13.28 .15 .36 .15! !LL! -5.39! 1.75! 8.10 3.02 .58 .67 .78! 5!FM! 4.53! .00! 8.13 3.02 .00 .56 .56! 402 !RL! -3.49! -1.57! 8.13 3.02 .52 .43 .46! !RS! -5.53! -1.76! 16.26 6.04 .29 .34 .20! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -5.53! 1.35! 16.26 6.04 .22 .34 .17! !LL! -3.99! 1.16! 8.07 3.02 .38 .49 .39! 6!FM! .37! .00! 8.13 3.02 .00 .05 .05! 2445 'RL! -3.86! -1.14! 8.13 3.02 .38 .47 .37! 'S! -5.38! -1.33! 16.26 6.04 .22 .33 .16! *** PURLIN DESIGN *** JOB NAME: SEAEAC PAGE )./%26. LOADING COMBINATION -- DL+LL T,LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -5.38! 1.79! 16.26 6.04 .30 .33 .20! !LL! -3.29! 1.60! 8.13 3.02 .53 .41 .44!Z 7!FM! 4.98! .00! 8.13 3.02 .00 .61 .61! 372 , a _H !RL! .00! .00! .00 .00 .00 .00 .00! `~ Z !RS! .00! -1.24! 8.13 3.02 .41 .00 .17! im Ce 2 i0. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL WO ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u) W J i !LS! .00! -.14! 8.13 3.02 .05 .00 .00! to u_ !LL! .00! .00! .00 .00 .00 .00 .00! W O 8!FM! .00! .00! .00 .00 .00 .00 .00! 0 2QQ !RL! .00! .00! .00 .00 .00 .00 .00! LL !RS! .00! .00! .00 .00 .00 .00 .00! u Ya F_ W Zi._ 1-0 Z F" W U C OD CI I- W W. H U Z'. 111 O~ Z *** PURLIN DESIGN *** JOB NAME: SEAEAC PAGE V-24 LOADING COMBINATION -- DL+WL ~"LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.26! 17.39 13.69 .02 .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!1 W !RS! -.01! -.26! 17.39 13.69 .02 .00 .00! Cea g J 0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 00 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u) W J= !LS! -.01! -.67! 17.39 13.69 .05 .00 .00! N u_ !LL! .00! .00! .00 .00 .00 .00 .00! W 0 2!FM! -4.05! .00! 15.80 13.69 .00 .26 .00! 474 2 !RL! 3.38! .92! 17.39 13.69 .07 .19 .04! !RS! 5.82! 1.05! 34.78 27.38 .05 .17 .03! W d =W H= ZI.- 1-.0 F -O !LS! 5.82! -.95! 34.78 27.38 .05 .17 .03! w�j !LL! 3.64! -.81! 17.39 13.69 .06 .21 .05! D 3!FM! -2.16! .00! 15.80 13.69 .00 .14 .00! 1258 U !RL! 1.49! .64! 17.39 13.69 .05 .09 .01! 0 'RS! 3.26! .78! 34.78 27.38 .04 .09 .01! W W 1-U UNITY CHECKS ! DEFL W ~O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- tllZ UN !LS! 3.26! -.70! 34.78 27.38 .03 .09 .01!r.:= !LL! 1.70! -.56! 17.39 13.69 .04 .10 .01! Z 4!FM! -1.04! .00! 15.80 13.69 .00 .07 .00! 4472 !RL! 2.04! .59! 17.39 13.69 .04 .12 .02! !RS! 2.80! .66! 28.23 17.71 .05 .10 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- S_..LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 2.80! -.71! 28.23 17.71 .05 .10 .01! !LL! 1.97! -.64! 10.84 4.03 .16 .18 .06! 5!FM! -1.66! .00! 9.79 4.03 .00 .17 .00! 1099 !RL! 1.27! .58! 10.84 4.03 .14 .12 .03! !RS! 2.02! .64! 21.68 8.05 .11 .09 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 2.02! -.49! 21.68 8.05 .08 .09 .02! !LL! 1.46! -.42! 10.84 4.03 .11 .13 .03! 6!FM! -.14! .00! 10.84 4.03 .00 .01 .00! 6686 'RL! 1.41! .42! 10.84 4.03 .10 .13 .03! S! 1.97! .49! 21.68 8.05 .08 .09 .01! *** PURLIN DESIGN *** JOB NAME: SEAEAC PAGE V- Z 7 LOADING COMBINATION -- DL+WL ',LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 1.97! -.65! 21.68 8.05 .11 .09 .02! !LL! 1.21! -.58! 10.84 4.03 .15 .11 .03! 7!FM! -1.83! .00! 9.79 4.03 .00 .19 .00! 1018 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .45! 10.76 4.03 .11 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .03! 10.31 4.03 .01 .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! :.f...... ,....� :.:..,..a.. Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC 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 : 208013C ( FULL OPTIMIZATION ) :14,28,4@30. . .0100 . .0000 . .500/12 :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** PAGE 1/- 2d _DC C LAVE SAU7S 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. LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 .01 10ES14 1.396 21.67 -1.0000 -.0170 .0812 2 13.99 10ES14 1.396 21.67 -1.0000 -.0170 .0812 3 28.00 10ES14 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 *** EAVE STRUT DESIGN *** JOB NAME: 208013C PAGE V-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! -479 Z RS! .00! .00! 8.99 2.86 ! .00 .00 .00! i Z, ft W2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- _j O !LS! .00! .57! 8.98 2.86 ! .20 .00 .20! chow 2!FM! 1.99! .00! 8.97 2.86 ! .00 .22 .22!-1533 UJ H RS! .00! -.57! 8.97 2.86 ! .20 .00 .20! co O w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL .1E1- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- g Q !LS! .00! 1.14! 8.97 2.86 ! .40 .00 .40! 2 w F.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- SP!LO!MOMENT! l- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U 0 ON !LS! .00! 1.22! 15.50 9.67 ! .13 .00 .13! 01 - FN! 9.13! .00! 15.50 9.67 ! .00 .59 .59! -231 2 w '''RS! .00! -1.22 ! 15.50 9.67 ! .13 .00 .13! 1-- U _ u.-6: SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL al ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U 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! SPlLO!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 PAGE V-30 **** 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! 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! _ �. 'mow' Q�Q2 V. U O. NCO ILI 0. W I H W O: LL. Q. =• W 1- 0. Z W 0 ON O H = U H -- U. • LLl Z O *** EAVE STRUT DESIGN *** JOB NAME: 208013C PAGE •i/ -j/ **** DEAD + WIND LOAD **** 1LO!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 Z RS! .00! .00! 11.99 3.82 ! .00 .00 .00! 1 Z �w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL QQ = ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U O !LS! .00! -.12! 11.97 3.82 ! .04 .00 .04! uu)iw 2!FM! -.42! .00! 7.78 3.82 ! .00 .05 .05! 7304 UI H RS! .00! .12! 11.97 3.82 ! .04 .00 .04! u) LL u1O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- g Q ND !LS! .00! -.24! 11.97 3.82 ! .08 .00 .08! Z w 3!FM! -1.67! .00! 4.80 3.82 ! .00 .35 .35! 911 Z H RS! .00! .24! 11.97 3.82 ! .08 .00 .08! H O Z 1- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U 0 ON !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 = W 1S! .00! .26! 20.66 12.89 ! .03 .00 .03! 1" U --0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL LijZ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U 01-. !LS! .00! -.26! 20.66 12.89 ! .03 .00 .03! Z 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! *** EAVE STRUT DESIGN *** JOB NAME: 208013C PAGE .1-32 **** 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! 20.70 12.89 ! .00 .00 .00! 8!FM! .00! .00! .00 .00 ! .00 .00 .00! 344 z RS! .00! .00! .00 .00 ! .00 .00 .00! a ill- �w 2. J 0 0O. CO 0' W =' J 0 w Or. g • J' w Q N Z d w. I- _ Zi... 1-O. Z I- w • w O - O I--. w W' H — u' O' 1j Z. 0 Cr) O I'" Z a.,..a:..:,t.,...wih,wa.;:.,��r.:,,..wa..a�.�,i.«+.;���al:::t.wu:psl::,r . rs . ' S�...:.>— ...v:+ ..............:... Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** EAVE STRUT DESIGN *** *** GEOMETRIC DATA *** PAGE V - 3 3 JOB NUMBER : SEACOND [3 L J G . D EAVE STRUTS ( ANALYSIS ONLY ) BAY SPACING (FEET) :24.0,24.0,17.375,19.625 BAY SPACING (FEET) 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.) : 2.2500 EAVE STRUT DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** 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. LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 .01 10ES14 1.396 21.67 -1.0000 -.0155 .0729 2 23.99 10ES14 1.396 21.67 -1.0000 -.0155 .0729 3 24.00 10ES14 1.396 21.67 -1.0000 -.0155 .0729 4 17.38 10ES14 1.396 21.67 -1.0000 -.0155 .0729 5 19.61 10ES14 1.396 21.67 -1.0000 -.0155 .0729 6 .01 10E514 1.396 21.67 -1.0000 -.0155 .0729 *** EAVE STRUT DESIGN *** JOB NAME: SEACOND PAGE V -34- **** -.34-**** 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! -105 RS! .00! .00! 8.99 2.86 ! .00 .00 .00! Z _~ SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL �� w ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 6 U !LS! .00! .87! 8.98 2.86 ! .31 .00 .31! N p 2!FM! 5.24! .00! 8.97 2.86 ! .00 .58 .58! -338 U) W RS! .00! -.87! 8.97 2.86 ! .31 .00 .31! -J F 0 LL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- a� LLQ !LS! .00! .87! 8.97 2.86 ! .31 .00 .31! co 3!FM! 5.25! .00! 8.97 2.86 ! .00 .58 .58! -338 =W RS! .00! -.87! 8.97 2.86 ! .31 .00 .31! i_._ Z I- I- O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W1'- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ZED U � !LS! .00! .63! 8.97 2.86 ! .22 .00 .22! O D Al FM! 2.75! .00! 8.97 2.86 ! .00 .31 .31! -891 01 `-'-'S ! . 00 ! - . 63! 8.97 2.86 ! .22 .00 .22 ! Z U I- H SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL II O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U !LS! .00! .71! 8.97 2.86 ! .25 .00 .25! Of- 5!FM! 3.50! .00! 8.97 2.86 ! .00 .39 .39! -619 Z RS! .00! -.71! 8.98 2.86 ! .25 .00 .25! 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! -193 RS! .00! .00! .00 .00 ! .00 .00 .00! *** EAVE STRUT DESIGN *** JOB NAME: SEACOND **** DEAD + WIND LOAD **** PAGE V- 35 \LO!MOMENT! SHEAR! #! K -FT! KIP ! ALLOWABLE FORCES MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! 11FM! RS! . 00! . 00! .00! . 00! .00! . 00! .00 .00 11.99 .00 .00 3.82 .00 .00 . 00 . 00 .00 . 00 . 00! . 00! 498 . 00! SP!LO!MOMENT! SHEAR! ! #! K -FT! KIP ! ALLOWABLE FORCES MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! 2!FM! -1.11! RS! .00! -.19! .00! . 19! 11.97 4.80 11.97 3.82 3.82 3.82 . 06 .00 .06 . 00 .23 .00 . 06! .23! 1596 .06! SP!LO!MOMENT! SHEAR! ! #! K -FT! KIP ! ALLOWABLE FORCES MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! 3!FM! -1.11! RS! .00! -.19! . 00! . 19! 11.97 4.80 11.97 3.82 3.82 3.82 . 06 .00 .06 . 00 .23 .00 .06! .23! 1594 . 06! SP!LO!MOMENT! SHEAR! ! #! K -FT! KIP ! ALLOWABLE FORCES MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! ^'FM! ---`11S1 --`1 S ! .00! -.58! .00! -.13! .00! .13! 11.97 5.84 11.97 3.82 3.82 3.82 .05 . 00 . 05 . 00 . 10 . 00 .05! .10! 4201 . 05! SP!LO!MOMENT! SHEAR! ! #! K -FT! KIP ! ALLOWABLE FORCES MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! 5!FM! RS! . 00! -.74! .00! -.15! .00! . 15! 11.97 4.80 11.97 3.82 3.82 3.82 . 05 . 00 . 05 .00 . 16 . 00 .05! . 16! 2920 .05! SP!LO!MOMENT! SHEAR! ! #! K -FT! KIP ! ALLOWABLE FORCES MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! 6! FM! RS! . 00! .00! . 00! .00! . 00! .00! 11.99 .00 .00 3.82 .00 .00 . . 00 . 00 . 00 . 00 . 00 . 00 .00! .00! 912 . 00! Z w• 00 N w= J I_ • W w 0 2 gCOQ =a, �.W Z= F- 0 ZH ujO• N .0H w H - u O •. z O N • 1. O 1- z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC 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 : SEACONE ( FULL OPTIMIZATION ) PAGE V-36 f3 �, E CAVI s7RtWrs' :30.677,30.677 • . .0100 INSET RIGHT (FEET ) . .0000 EAVE EXTN RIGHT (FT.) :1.000/12 HORIZONTAL SPACING (FT.) :10.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA * * * . .0100 .0000 : 2.0000 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. LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 .01 10ES14 1.396 21.67 -1.0000 -.0138 .0648 2 30.67 10ES14 1.396 21.67 -1.0000 -.0138 .0648 3 30.67 10ES14 1.396 21.67 -1.0000 -.0138 .0648 4 .01 10ES14 1.396 21.67 -1.0000 -.0138 .0648 *** EAVE STRUT DESIGN *** JOB NAME: SEACONE PAGE Y-37 **** 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! -57 Z RS! .00! .00! 8.99 2.86 ! .00 .00 .00! 1 Z WW SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Q g ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- J 0 !LS! .00! .99! 8.98 2.86 ! .35 .00 .35! u)w 2!FM! 7.61! .00! 8.97 2.86 ! .00 .85 .85! -182 WI .00 .00! -.99! 8.97 2.86 ! .35 .00 .35! a) u.. w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ME?* ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- LL Q 52 3 !LS! .00! .99! 8.97 2.86 ! .35 .00 .35! t W 3!FM! 7.61! .00! 8.97 2.86 ! .00 .85 .85! -182 Z H RS! .00! -.99! 8.98 2.86 ! .35 .00 .35! I -O 2:1- SP!LO!MOMENT! I- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL w w ' ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- U 0 O N` !LS! .00! .00! 8.99 2.86 ! .00 .00 .00! 0 H AIFM! .00! .00! .00 .00 ! .00 .00 .00! -57 = w QRS! .00! .00! .00 .00 ! .00 .00 .00! I - V -O LLiZ. 0- O 1- z �tiw,:L4JGs�a.S *** EAVE STRUT DESIGN *** JOB NAME: SEACONE PAGE y-3 g **** DEAD + WIND LOAD **** MLO!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! 268 Z RS! .00! .00! 11.99 3.82 ! .00 .00 .00! _ �; `~ SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL �QQ W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- J U O 0 !LS! .00! -.21! 11.97 3.82 ! .07 .00 .07! (0 o 2!FM! -1.62! .00! 4.80 3.82 ! .00 .34 .34! 859 w = RS! .00! .21! 11.97 3.82 ! .07 .00 .07! _i H cn ILL W O. SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 2 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- g u.<---.1 !LS! .00! -.21! 11.97 3.82 ! .07 .00 .07! 2 a 3!FM! -1.62! .00! 4.80 3.82 ! .00 .34 .34! 859 F- = RS! .00! .21! 11.97 3.82 ! .07 .00 .07! zF- F- O SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL W W ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 2 ▪ 0 U cS- !LS! .00! .00! 11.99 3.82 ! .00 .00 .00! p H "'FM! .00! .00! .00 .00 ! .00 .00 .00! 268 W ui` 'RS! .00! .00! .00 .00 ! .00 .00 .00! H U u.• ~O Z no H1-- O z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** GIRT DESIGN *** JOB NUMBER : SEACON4 ( OPTIMIZE SHORT ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) :31.0 .0100 : 1.90/12 :10.00 OUTSIDE FLANGE BRACED AT *** DESIGN CRITERIA *** 1.00 FEET PAGE V-39 LINE 4- I JA L; 7- G To g /1 T )4' E-L5V. INSET RIGHT (FEET) .0100 MAX. TRIBUTARY SPACING (FT.) : 6.0000 GIRT CONDITION :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 MAX PRESSURE NO. SPACING TRIB SPA COEF ) 1 31.0000 6.0000 .9000 *** LOADING COMBINATION *** 1. WLP 2. WLS *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP LENGTH LEFT 1 31.0000 SIZE OF SECTION SUCTION PRESSURE COEF (KLF) SUCTION (KLF) -.9000 .0772 -.0772 LAP RIGHT .0000 10Z32 .0000 L-- / <J x 3�z - EE )2 Ga , *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE -'AN NO (FT.) BRACES BRACES 1 31.000 32@1.0000 1@31.8800 V -4-0 Z ,H -W O_ 2 J 0, O 0 coo; W J W• F0 LL Qco: 2 d F- Z O Z 1- W so S2 0 W UJ 2 U.Z O N'. OF-', z * * * GIRT DESIGN * * * JOB NAME: SEACON4 PAGE V-4.1 LOADING COMBINATION -- WLP JO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.20! 18.71 13.69 .09 .00 .01! !LL! .37! 1.17! 18.71 13.69 .09 .02 .01! 1!FM! 9.28! .00! 18.71 13.69 .00 .50 .50! 194 !RL! .37! -1.17! 18.71 13.69 .09 .02 .01! !RS! .00! -1.20! 18.71 13.69 .09 .00 .01! 4 *** GIRT DESIGN *** JOB NAME: SEACON4 PAGE V-42_ LOADING COMBINATION -- WLS LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -1.20! 18.71 13.69 .09 .00 .01! !LL! -.37! -1.17! 1.44 13.69 .09 .26 .07! 1!FM! -9.28! .00! 9.35 13.69 .00 .99 .00! 194 !RL! -.37! 1.17! 1.44 13.69 .09 .26 .07! !RS! .00! 1.20! 18.71 13.69 .09 .00 .01! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC GIRT DESIGN NUMBER : SEACON4 *** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) GEOMETRIC DATA * * * JOB *** :31.0 . .0100 : 1.90/12 :10.00 OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** * * * PAGE L /►J E 4 khu_t_ 6'JRr G To 14 AT 20'ECEV, INSET RIGHT (FEET) .0100 MAX. TRIBUTARY SPACING (FT.) : 5.3300 GIRT CONDITION :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 MAX NO. SPACING TRIB SPA 1 31.0000 5.3300 LOADING COMBINATION 1. WLP 2. WLS PRESSURE COEF SUCTION PRESSURE COEF (KLF) SUCTION (KLF) .9000 -.9000 .0686 -.0686 *** *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LENGTH LAP LEFT SIZE OF SECTION LAP RIGHT 1 31.0000 .0000 10Z12 .0000 /Ox2k EE 12c,'. *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE ""'AN NO (FT.) BRACES BRACES )1 31.000 32@1.0000 1@31.8800 V 44 *** GIRT DESIGN *** JOB NAME: SEACON4 PAGE 'V/ -4s LOADING COMBINATION -- WLP ')LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.06! 17.39 13.69 .08 .00 .01! !LL! .33! 1.04! 17.39 13.69 .08 .02 .01!ZZ 1!FM! 8.24! .00! 17.39 13.69 .00 .47 .47! 179 = H !RL! .33! -1.04! 17.39 13.69 .08 .02 .01! 4-'W !RS! .00! -1.06! 17.39 13.69 .08 .00 .01! 6 j JU O 0 CO U) Lti J H O LL W O. J LL ?. F.. W _ 2:1- I- 0. ZI- J Orffeel * * * GIRT DESIGN * * * JOB NAME: SEACON4 PAGE V-46 LOADING COMBINATION -- WLS -7)LO!MOMENT! SHEAR! ALLOWABLE FORCES #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- !LS! .00! -1.06! 17.39 13.69 .08 .00 .01! !LL! -.33! -1.04! .69 13.69 .08 .48 .23! 1!FM! -8.24! .00! 8.70 13.69 .00 .95 .00! 179 !RL! -.33! 1.04! .69 13.69 .08 .48 .23! !RS! .00! 1.06! 17.39 13.69 .08 .00 .01! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= MIDWEST METALLIC *** GIRT DESIGN JOB NUMBER : SEACON4 *** 14AY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) GEOMETRIC DATA *** :31.0 . .0100 : 1.90/12 :10.00 OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** 0.070, 13 * * * ga= 0.085, PAGE V-4 7 LINE 4 WALL &//2.7l5 G To 1-1 AT 24'8 1A1,1D AQoVE INSET RIGHT (FEET) .0100 MAX. TRIBUTARY SPACING (FT.) : 4.7100 GIRT CONDITION :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 MAX PRESSURE NO. SPACING TRIB SPA COEF 1 31.0000 4.7100 .9000 ';** LOADING COMBINATION 1. WLP 2. WLS * * * *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP LENGTH LEFT 1 31.0000 SIZE OF SECTION SUCTION PRESSURE COEF (KLF) SUCTION (KLF) -.9000 .0606 -.0606 LAP RIGHT .0000 10Z12 .0000 /ox2%2�t l2 GA, *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE --=-S' AN NO (FT.) BRACES BRACES 31.000 32@1.0000 1@31.8800 V- 49 * * * GIRT DESIGN * * * JOB NAME: SEACON4 PAGE \/.../m LOADING COMBINATION -- WLP ')LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .94! 17.39 13.69 .07 .00 .00! !LL! .29! .92! 17.39 13.69 .07 .02 .00! 1!FM! 7.28! .00! 17.39 13.69 .00 .42 .42! 202 !RL! .29! -.92! 17.39 13.69 .07 .02 .00! !RS! .00! -.94! 17.39 13.69 .07 .00 .00! * * * JOB NAME: SEACON4 LOADING COMBINATION -- WLS GIRT DESIGN * * * PAGE \/-,gyp LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.94! 17.39 13.69 .07 .00 .00! !LL! -.29! -.92! .69 13.69 .07 .42 .18! 1!FM! -7.28! .00! 8.70 13.69 .00 .84 .00! 202 !RL! -.29! .92! .69 13.69 .07 .42 .18! !RS! .00! .94! 17.39 13.69 .07 .00 .00! J Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** GIRT DESIGN *** JOB NUMBER : SEACON4A ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) PAGE V -.S/ L.iNC 4 ,/ALL Gh 7-s Above 51.065,D E Roo(` :30.67,30.67,24.,24.,17.38 .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 : 3.7000 :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 i ' 1 2 3 4 5 30.6700 30.6700 24.0000 24.0000 17.3800 MAX TRIB SPA 3.7000 3.7000 3.7000 3.7000 3.7000 PRESSURE COEF . 9000 . 9000 . 9000 . 9000 .9000 *** LOADING COMBINATION *** 1. WLP 2. WLS *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LENGTH 1 30.6700 2 30.6700 3 24.0000 4 24.0000 5 17.3800 LAP LEFT .0000 1.2291 1.2291 1.2291 1.2291 SUCTION COEF -.9000 -.9000 -.9000 -.9000 -.9000 SIZE OF LAP SECTION RIGHT 10Z14 1.2291 10Z14 1.2291 10Z14 1.2291 10Z14 1.2291 10Z14 .0000 PRESSURE (KLF) . 0476 . 0476 . 0476 . 0476 . 0476 lO x 2!2,_EEE146A. SUCTION (KLF) -.0476 -.0476 -.0476 -.0476 -.0476 *** FLANGE BRACE INFORMATION *** V-52 SPAN NOLENGTH OUTSIDE INSIDE .--SAN NO (FT.) BRACES BRACES 30.670 31@1.0000 1@30.6600 2 30.670 31@1.0000 1@30.6700 3 24.000 24@1.0000 1@24.0000 4 24.000 24@1.0000 1@24.0000 5 17.380 18@1.0000 1@17.3700 *** GIRT DESIGN JOB NAME: SEACON4A LOADING COMBINATION -- WLP ThLO!MOMENT! SHEAR! ALLOWABLE FORCES *** PAGE V- 5 3 UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .57! 10.84 4.03 .14 .00 .02! z !LL! .00! .00! .00 .00 .00 .00 .00! Q • 1!FM! 3.42! .00! 10.84 4.03 .00 .32 .32! 377 z -Z F !RL! -3.84! -.83! 9.73 4.03 .21 .39 .20!W !RS! -4.90! -.89! 21.68 8.05 .15 .23 .07! 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/- J H !LS! -4.90! .80! 21.68 8.05 .13 .23 .07! N w W !LL! -3.95! .74! 8.69 4.03 .18 .46 .24! E }} 2!FM! 1.81! .00! 10.84 4.03 .00 .17 .17! 1018 g J !RL! -2.01! -.60! 10.66 4.03 .15 .19 .06! U. !RS! -2.79! -.66! 21.68 8.05 .11 .13 .03! u)0 1.-w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Zi-- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z O ww !LS! -2.79! .60! 21.68 8.05 .10 .13 .03! D !LL! -2.09! .54! 10.05 4.03 .13 .21 .06! 0 3!FM! .94! .00! 10.84 4.03 .00 .09 .09! 2962 0- °1 - !RL! H !RL! -1.57! -.49! 10.65 4.03 .12 .15 .04! w ,A,„�RS! -2.20! -.55! 21.68 8.05 .09 .10 .02! HU LI H Sr1LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- vcn !LS! -2.20! .58! 21.68 8.05 .10 .10 .02! 01 - !LL! -1.53! .52! 10.84 4.03 .13 .14 .04! z 4!FM! 1.27! .00! 10.84 4.03 .00 .12 .12! 1521 !RL! -1.44! -.51! 10.84 4.03 .13 .13 .03! !RS! -2.10! -.57! 21.68 8.05 .09 .10 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -2.10! .53! 21.68 8.05 .09 .10 .02! !LL! -1.48! .48! 10.71 4.03 .12 .14 .03! 5!FM! .90! .00! 10.84 4.03 .00 .08 .08! 3306 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.29! 10.84 4.03 .07 .00 .01! MRS * * * GIRT DESIGN * * * JOB NAME: SEACON4A PAGE V -54 - LOADING COMBINATION -- WLS ThLO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.57! 10.84 4.03 .14 .00 .02! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! -3.42! .00! 5.42 4.03 .00 .63 .00! 377 = Z !RL! 3.84! .83! 10.84 4.03 .21 .35 .17! '� w !RS! 4.90! .89! 21.68 8.05 .15 .23 .07! JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL N p ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- J = 1 - !LS! !LS! 4.90! -.80! 21.68 8.05 .13 .23 .07! w !LL! 3.95! -.74! 10.84 4.03 .18 .36 .17! O 2!FM! -1.81! .00!5.42 4.03 .00 .33 .00! 1018 J !RL! 2.01! .60! 10.84 4.03 .15 .19 .06! u„Q !RS! 2.79! .66! 21.68 8.05 .11 .13 .03! to a =w SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL H ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- I-0 Z 1- w !LS! 2.79! -.60! 21.68 8.05 .10 .13 .03! j !LL! 2.09! -.54! 10.84 4.03 .13 .19 .05! D CI 3!FM! -.94! .00! 5.42 4.03 .00 .17 .00! 2962 O - 131-- !RL! 1.57! .49! 10.84 4.03 .12 .14 .04! ---,RS! 2.20! .55! 21.68 8.05 .09 .10 .02! = U. E- H Sr!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL O ! # 0 ! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W U= !LS! 2.20! -.58! 21.68 8.05 .10 .10 .02! 01- !LL! 1.53! -.52! 10.84 4.03 .13 .14 .04! Z 4!FM! -1.27! .00! 5.42 4.03 .00 .24 .00! 1521 !RL! 1.44! .51! 10.84 4.03 .13 .13 .03! !RS! 2.10! .57! 21.68 8.05 .09 .10 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 2.10! -.53! 21.68 8.05 .09 .10 .02! !LL! 1.48! -.48! 10.84 4.03 .12 .14 .03! 5!FM! -.90! .00! 5.42 4.03 .00 .17 .00! 3306 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .29! 4.67 4.03 .07 .00 .01! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC PAGE *** GEOMETRIC DATA .AY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) *** GIRT DESIGN *** JOB NUMBER : SEAC *** :28.,4@30.0 .0100 .50/12 :12.00 OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** L3 LOG. C SPA JT kELS c L,»E A INSET RIGHT (FEET) .0100 MAX. TRIBUTARY SPACING (FT.) : 5.0400 GIRT CONDITION :FLUSH 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/100. SPAN BAY NO. SPACING 1 28.0000 2 30.0000 3 30.0000 4 30.0000 5 30.0000 MAX TRIB SPA 5.0400 5.0400 5.0400 5.0400 5.0400 PRESSURE COEF .9000 .9000 .9000 .9000 .9000 *** LOADING COMBINATION *** 1. WLP 2. WLS SUCTION COEF GIRTS ARE CONNECTED USING SHORT CLIP. *** CRITICAL ROW SUMMARY *** -.9000 -.9000 -.9000 -.9000 -.9000 SPAN ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 1 27.1250 .0000 12Z32 .0000 2 29.1250 .0000 12Z32 .0000 3 29.1250 .0000 12Z32 .0000 4 29.1250 .0000 12Z32 .0000 5 29.1250 .0000 12Z32 .0000 r PRESSURE (KLF) . 0649 . 0649 . 0649 . 0649 . 0649 SUCTION (KLF) / 2 x 3%z ZEE ) 2 GA . -.0649 -.0649 -.0649 -.0649 -.0649 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE ''AN NO (FT.) BRACES BRACES 1 27.125 28@1.0000 1@27.9900 2 29.125 30@1.0000 1@30.0000 3 29.125 30@1.0000 1@30.0000 4 29.125 30@1.0000 1@30.0000 5 29.125 30@1.0000 1@29.9900 * * * GIRT DESIGN *** JOB NAME: SEAC PAGE V -$G LOADING COMBINATION -- WLP ;O!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .88! 24.17 11.29 .08 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! 5.97! .00! 24.17 11.29 .00 .25 .25! 531 Q !RL! .00! .00! .00 .00 .00 .00 .00! ;h Z !RS! .00! -.88! 24.17 11.29 .08 .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/- u) W J = !LS! .00! .94! 24.17 11.29 .08 .00 .01! LLF- !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 6.88! .00! 24.17 11.29 .00 .28 .28! 429 12F - !RL! .00! .00! .00 .00 .00 .00 .00! g Q !RS! .00! -.94! 24.17 11.29 .08 .00 .01! u. N = a SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 1- _ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 2:f- 1- O 2:1 - !LS! F- LS! .00! .94! 24.17 11.29 .08 .00 .01! WILLI !LL! .00! .00! .00 .00 .00 .00 .00! ZED Do 3!FM! 6.88! .00! 24.17 11.29 .00 .28 .28! 429 U !RL! .00! .00! .00 .00 .00 .00 .00! p F. _..,.%.,RS! .00! -.94! 24.17 11.29 .08 .00 .01! SW J F.. U Sr(LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ~O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- lilZ U �' !LS! .00! .94! 24.17 11.29 .08 .00 .01! H' !LL! .00! .00! .00 .00 .00 .00 .00! Z 1 4!FM! 6.88! .00! 24.17 11.29 .00 .28 .28! 429 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.94! 24.17 11.29 .08 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .94! 24.17 11.29 .08 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 5!FM! 6.88! .00! 24.17 11.29 .00 .28 .28! 429 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.94! 24.17 11.29 .08 .00 .01! *** GIRT DESIGN *** JOB NAME: SEAC PAGE 1/- s 7. LOADING COMBINATION -- WLS M LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.88! 24.17 11.29 .08 .00 .01! Z !LL! .00! .00! .00 .00 .00 .00 .00! _ 1!FM! -5.97! .00! 12.09 11.29 .00 .49 .00! 531 4--Z !RL! .00! .00! .00 .00 .00 .00 .00!L !RS! .00! .88! 24.17 11.29 .08 .00 .01! 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/- J = H 0LL. !LS! .00! -.94! 24.17 11.29 .08 .00 .01! w 0 !LL! .00! .00! .00 .00 .00 .00 .00! 2 2!FM! -6.88! .00! 12.09 11.29 .00 .57 .00! 429 g !RL! .00! .00! .00 .00 .00 .00 .00! LL < !RS! .00! .94! 24.17 11.29 .08 .00 .01! _ a 1_W SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL zF=- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z O w LU !LS! .00! -.94! 24.17 11.29 .08 .00 .01! Mi0 O !LL! .00! .00! .00 .00 .00 .00 .00! 0 0 3!FM! -6.88! .00! 12.09 11.29 .00 .57 .00! 429 0 1 - !RL! .00! .00! .00 .00 .00 .00 .00! W W -..,,`RS ! .00! .94! 24.17 11.29 .08 .00 .01! �Z,_, U Sr'(LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFLZ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 0u) = Z LS! .00! -.94! 24.17 11.29 .08 .00 .01! ZI- !LL! .00! .00! .00 .00 .00 .00 .00! 4!FM! -6.88! .00! 12.09 11.29 .00 .57 .00! 429 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .94! 24.17 11.29 .08 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.94! 24.17 11.29 .08 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 5!FM! -6.88! .00! 12.09 11.29 .00 .57 .00! 429 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .94! 24.17 11.29 .08 .00 .01! .wcre...u.,u.,r:Ann, N. vii. rw zf' i;. ', 4 .. .k+�,W� ...:,wixW` Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC GIRT DESIGN JOB NUMBER : SEACOND ( FULL OPTIMIZATION ) 8L06, D 50 SPAIJJAEL *** *** GEOMETRIC DATA *** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) * * * PAGE \T-53 :24.01,24.0,17.375,19.635 . .0100 INSET RIGHT (FEET) : 1.00/12 MAX. TRIBUTARY SPACING (FT.) :12.00 GIRT CONDITION OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** . .0100 : 6.0000 :FLUSH 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 24.0100 2 24.0000 3 17.3750 4 19.6350 MAX TRIB SPA 6.0000 6.0000 6.0000 6.0000 PRESSURE COEF . 9000 . 9000 . 9000 . 9000 *** LOADING COMBINATION *** 1. WLP 2. WLS SUCTION COEF GIRTS ARE CONNECTED USING SHORT CLIP. *** CRITICAL ROW SUMMARY *** SPAN 1 2 3 4 -.9000 -.9000 -.9000 -.9000 ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 23.1350 .0000 12Z34 .0000 23.1250 .0000 12Z34 .0000 16.5000 .0000 12Z34 .0000 18.7600 .0000 12Z34 .0000 PRESSURE (KLF) . 0772 .0772 . 0772 . 0772 12 x 3,Pa ZEE 14 GA SUCTION (KLF) -.0772 -.0772 -.0772 -.0772 *** FLANGE BRACE SPAN NOLENGTH SPAN NO (FT.) 23.135 23.125 3 16.500 4 18.760 INFORMATION *** OUTSIDE BRACES 24@1.0000 24@1.0000 18@1.0000 20@1.0000 INSIDE BRACES 1@24.0000 1@24.0000 1@17.3750 1@19.6250 V - 59 *** GIRT DESIGN * * * JOB NAME: SEACOND PAGE V-6-0 LOADING COMBINATION -- WLP ' ThLO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .89! 13.16 3.32 .27 .00 .07! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! 5.17! .00! 13.16 3.32 .00 .39 .39! 482 = HII. !RL! .00! .00! .00 .00 .00 .00 .00!w !RS! .00! -.89! 13.16 3.32 .27 .00 .07! 6 D JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u) p ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W = J i_ !LS! .00! .89! 13.16 3.32 .27 .00 .07! to u_ !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 5.16! .00! 13.16 3.32 .00 .39 .39! 483 2 !RL! .00! .00! .00 .00 .00 .00 .00! u. Q !RS! .00! -.89! 13.16 3.32 .27 .00 .07! d I-uJ SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z I- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- 1-0 Z I- iw !LS! .00! .64! 13.16 3.32 .19 .00 .04! 2 D !LL! .00! .00! .00 .00 .00 .00 .00! D o 3!FM! 2.63! .00! 13.16 3.32 .00 .20 .20! 1329 0 N. !RL! .00! .00! .00 .00 .00 .00 .00! W H. !RS! .00! -.64! 13.16 3.32 .19 .00 .04! H 0 LL Ste-:LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL - Z ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- W UO 2 !LS! .00! .72! 13.16 3.32 .22 .00 .05! O 1-, !LL! .00! .00! .00 .00 .00 .00 .00! Z 4!FM! 3.40! .00! 13.16 3.32 .00 .26 .26! 904 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.72! 13.16 3.32 .22 .00 .05! * * * GIRT DESIGN * * * JOB NAME: S EACON D PAGE \/_6/ LOADING COMBINATION -- WLS LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.89! 13.16 3.32 .27 .00 .07! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! -5.17! .00! 6.58 3.32 .00 .79 .00! 482 , Q !RL! .00! .00! .00 .00 .00 .00 .00! =- Z ,I !RS! .00! .89! 13.16 3.32 .27 .00 .07! re W QQD SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- u)ci) W J= !LS! .00! -.89! 13.16 3.32 .27 .00 .07! co LL !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -5.16! .00! 6.58 3.32 .00 .78 .00! 483 2 !RL! .00! .00! .00 .00 .00 .00 .00! g !RS! .00! .89! 13.16 3.32 .27 .00 .07! ti -j SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL FZ-X ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z O Z I- LS! .00! -.64! 13.16 3.32 .19 .00 .04! al j !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! -2.63! .00! 6.58 3.32 .00 .40 .00! 1329 0 D. !RL! .00! .00! .00 .00 .00 .00 .00! p F- ! RS ! !RS! .00! .64! 13.16 3.32 .19 .00 .04! w W = U H _ ;..,,_,LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ~O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/-Z iii U �. !LS! .00! -.72! 13.16 3.32 .22 .00 .05! ~O 1 !LL! .00! .00! .00 .00 .00 .00 .00! Z 4!FM! -3.40! .00! 6.58 3.32 .00 .52 .00! 904 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .72! 13.16 3.32 .22 .00 .05! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, MIDWEST METALLIC *** GIRT DESIGN *** JOB NUMBER : SEACONE ( OPTIMIZE SHORT ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) PAGE v-(� 2 EL1�G. €. 5k) SPM/JARCL,S :30.677,30.677 . .0100 INSET RIGHT (FEET) : 1.00/12 MAX. TRIBUTARY SPACING (FT.) :12.00 GIRT CONDITION OUTSIDE FLANGE BRACED AT *** DESIGN CRITERIA *** 1.00 FEET . .0100 : 6.6250 :FLUSH 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 30.6770 2 30.6770 MAX TRIB SPA 6.6250 6.6250 PRESSURE COEF .9000 .9000 *** LOADING COMBINATION *** 1. WLP 2. WLS SUCTION COEF GIRTS ARE CONNECTED USING SHORT CLIP. *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LENGTH 1 29.8020 2 29.8020 LAP LEFT .0000 .0000 PRESSURE (KLF) -.9000 .0853 -.9000 .0853 SIZE OF LAP SECTION RIGHT 12Z32 .0000 12Z32 .0000 2>' .3k ZEE J 2 GA. SUCTION (KLF) -.0853 -.0853 Z H i� W W J0 0O CO WI WO gCDJ' W =, d . =W Z� I- 0 Z F- D p. D- 01- 111 I- W UJ H tii toZ O Z *** FLANGE BRACE INFORMATION *** V G3 SPAN NOLENGTH OUTSIDE INSIDE QDAN NO (FT.) BRACES BRACES 1 29.802 31@1.0000 1@30.6670 j2 29.802 31@1.0000 1@30.6670 * * * GIRT DESIGN *** JOB NAME: SEACONE PAGE \/-‘4L LOADING COMBINATION -- WLP LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! 1.27! 24.17 11.29 .11 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! 9.47! .00! 24.17 11.29 .00 .39 .39! 304 !RL! .00! .00! .00 .00 .00 .00 .00! i= Z !RS! .00! -1.27! 24.17 11.29 .11 .00 .01! Q 2 D SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N W J = !LS! .00! 1.27! 24.17 11.29 .11 .00 .01! co�LL !LL! .00! .00! .00 .00 .00 .00 .00! W° 2!FM! 9.47! .00! 24.17 11.29 .00 .39 .39! 304 2 !RL! .00! .00! .00 .00 .00 .00 .00! g a !RS! .00! -1.27! 24.17 11.29 .11 .00 .01! N C� 3 F.. _ Z1.- I - 1. -I-- O • I- wuj w no U O D- O 1-- = • U 1z W U= i-- • E- z *** GIRT DESIGN * * * JOB NAME: SEACONE PAGE V -b,5- LOADING COMBINATION -- WLS ' Th O!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -1.27! 24.17 11.29 .11 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! -9.47! .00! 12.09 11.29 .00 .78 .00! 304 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! 1.27! 24.17 11.29 .11 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -1.27! 24.17 11.29 .11 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -9.47! .00! 12.09 11.29 .00 .78 .00! 304 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! 1.27! 24.17 11.29 .11 .00 .01! GEOMETRIC DATA MIDWEST METALLIC *** PURLIN DESIGN *** * * * JOB NUMBER : SEAFPUR BAY SPACING (FEET) :30.02 INSET LEFT (FEET) .010 PURLIN EXTN LEFT (FT.): .00000 ROOF SLOPE : .500/12 PURLIN DEPTH (INCH) :10.00 TOP FLANGE BRACED AT 2.00 FEET BOTTOM FLANGE BRACED AT 5.00 FEET *** DESIGN CRITERIA *** PAGE V -6G 13L -D6. F -a,w q - to Pu2Lio 31 97/g"F Oh LJ i& -1 INSET RIGHT (FEET) .010 PURLIN EXTN RIGHT (FT.) .00000 HORIZONTAL SPACING (FT.): 2.04000 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 30.0000 3 .0100 LAP LEFT . 0000 . 0000 .0000 SIZE OF SECTION 10Z12 10Z12 10Z12 L LAP RIGHT . 0000 .0000 . 0000 WIND COEF - 1.0000 - 1.0000 -1.0000 10 x /2 A. DL + WL DL + LL (KLF) (KLF) -.0241 .0662 -.0241 .0662 -.0241 .0662 *** PURLIN DESIGN *** JOB NAME : SEAFPUR PAGE V -6T LOADING COMBINATION -- DL+LL MLO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 1 #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 a • !RL! .00! .00! .00 .00 .00 .00 .00! 11=- Z !RS! .00! .00! 13.04 10.27 .00 .00 .00! w W m Q= SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- N w J 1=., !LS! .00! .99! 13.04 10.27 .10 .00 .01! u) u !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 7.45! .00! 13.04 10.27 .00 .57 .57! 204 ZE !RL! .00! .00! .00 .00 .00 .00 .00! g a' !RS! .00! -.99! 13.04 10.27 .10 .00 .01! u.< SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL I-'_ ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z 1- O Z H. !LS! .00! .00! 13.04 10.27 .00 .00 .00! ZED !LL! .00! .00! .00 .00 .00 .00 .00! DO 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 !RL! .00! .00! .00 .00 .00 .00 .00! 0• 1- N !RS! .00! .00! .00 .00 .00 .00 .00! = W 1•- U `" O.^T!Y� •• Z W U �. O z *** PURLIN DESIGN *** JOB NAME: SEAFPUR PAGE v_6,8 LOADING COMBINATION -- DL+WL 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! !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! .00! 17.39 13.69 .00 .00 .00! rew2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL U O ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- CO 0 WAU J =, !LS! .00! -.36! 17.39 13.69 .03 .00 .00! I- LL !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -2.71! .00! 15.80 13.69 .00 .17 .00! 562 :QQ !RL! .00! .00! .00 .00 .00 .00 .00! LL 5.Q !RS! .00! .36! 17.39 13.69 .03 .00 .00! N Ci Z SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL F. ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- Z1. - I -0 1'I -O 2:1 -- !LS! I - !LS! .00! .00! 17.39 13.69 .00 .00 .00! Wi !LL! .00! .00! .00 .00 .00 .00 .00! D p 3!FM! .00! .00! .00 .00 .00 .00 .00! 0 0 !RL! .00! .00! .00 .00 .00 .00 .00! 0 ~_ !RS! .00! .00! .00 .00 .00 .00 .00! 2u.1 L-6 O Wu) U ='. O~ Z metallic building company October 29, 2003 Mr. Rob Howie Seacon Construction Mgt. 165 NE Juniper St., Suite 100 Issaquah, WA 98027 Phone 425-837-9720 RE: Seacon Construction / Starfire Sports Athletic Center Job # 208013, Drawing Transmittal Dear Mr. Howie: Enclosed are three copies of a three page reply to the plan checking comments. RFC Np C v . o '°411P4 o4 '003 Nr Also transmitted herewith are six reduced size sets of the following drawings for the referenced project issued for Permit and Approval. All the prints bear our Engineer's seal and are marked "Issue D". Drawing C2 incluces an index of the following enclosed drawings: Dwg. C1, C2, C3 Dwg. D1 thru D5 Dwg. El thru E35 Dwg. E5A, E12A, E19A, E19B, E25A, E27A, E28A, E29A, E30A, E31A, E32A, E33A, E33B, E33C, E33D, E33E, E33F, E33G, E35A Dwg. E100 thru E128 Dwg. E191 thru E194 Dwg. E200 thru E208 Dwg. E251 thru E269 Dwg. Fl thru F9 Dwg. M1 thru M6 Dwg. S-1 thru S-6 Dwg. W-1 and W-2 Also enclosed are three sets of design calculations divided into four books. Volume 5 contains calculations previously sent, but now revised per comments from the plan checker. Volume 6 contains new calculations. Volume 5, Book 1 of 2 Volume 5, Book 2 of 2 Volume 6, Book 1 of 2 Volume 6, Book 2 of 2 Sincere) Jn T. Clough, P.E. enior Design Engineer METALLIC P03-L1O D ECEFUE 1� NOV - 4 2003 REID MIDDLETON 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 October 27, 2003 Mr. Rob Howie Seattle Construction Services 165 NE Juniper Street Seattle, WA 98027 Re: Starfire Sports Complex; Metallic Contract Number 208013 Dear Rob: We are in receipt of your fax dated October 14, 2003 originally from Phillip Brazil of Reid Middleton to Bob Benedicto of the City of Tukwila containing plan review comments on the above reference project. Following are our responses to these items: 1. Information only, no response necessary. 2. The referenced areas of the project were omitted to allow an earlier permit submittal, at the request of Metallic and Sea Con. All areas of the building are submitted with this issue as requested. 3. All ASTM A325 and A490 bolts are to be tightened with the "Turn -of -nut" method per the AISC Specification for Structural Joint Using ASTMA-325 or ASTM A-490 Bolts, and are to receive washers. The cover sheet verbiage has been modified to clarify this as requested. 4. The cover sheet verbiage has been modified to specify ASTM A-1011 for cold -formed members excluding panels as requested. 5. The cover sheet verbiage has been modified to show all hot rolled shapes (which includes W shapes) are to be per ASTM A992/A-02, as requested. 6. Piece marks for flange brace angles have been added to the plan view on sheet E32 as requested. 7. Field bolt type B-1 (4-3/4" diameter A325) has been added to the list of field bolts on sheet E5 as requested. 8. The revised drawings and calculations tabulate all connection design r details for every basic configuration used, including the connections men METALLIC .�dlhoT 11'q IE t Nov - 4 2003 corporote offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713) 466-7788 (: r •) 8 ' ' -6353 moiling oddress: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713) 466-3 94 R E I D M i D D L ET 0 N J �aq+rn^a;z�•.F?:rrc:rxr,.,•:x�,r:;:�+�•,:s,n;•w:mn�r�ra�gs:;r,SY�.:st;N�is�t3;f9! .�`N;v!�?�N.'�K�;. comment, as requested. Please note that it was agreed between Metallic and Engineers Northwest that the connections submitted for plan review needed only to be representative samples, not a complete breakdown of all 144 moment connections. We wrongly assumed that Allen Tucker of Engineers Northwest had the City's approval for this direction. 9a -9c. All material types listed in this comment were present on the submitted drawings, but they were above and to the right of the elevation/section in question. Metallic will move these references to the lower left where they will be with the rest of the material types. 10. There are four basic connectiondetails used for the shear connections in the floor framing. They are 1) Beam -to -beam double angle connections, 2) Beam -to -column double angle connections, 3) Beam -to -beam shear plate connections, and 4) Beam -to - column shear plate connections. Details for these typical connections have been added to sheet M6 as requested. 11. See response to item 8 above. The locations of the portals on sheet El and E3 have been identified with "<PORTAL FRAM?" as requested. 12a. The number of welds per sheet has been increased to four per panel as requested. See sheet E191 and E193. 12b. Wheeling Corrugating diaphragm capacities could not be obtained at the time of submittal, therefore an identical Vulcraft Deck capacity chart was used in the interim. Wheeling has now supplied us with the proper information. See pages A-47 and A-48 of the revised calculations. 12c. 1" Seam welds are used along the panel boundaries parallel to the flutes, as specified in note 4of the notes on sheets E191. and E193. 13. The design procedure submitted was authored before some correspondence with Allen Tucker transpiredthat corrected the error. The older version was submitted by mistake. All load combinations are from Section 1612.3.1. See page D-1 of the revised calculations. 14a. The wrong frame run was printed by mistake. See pages C-15 through C-27 of the revised calculations. 14b. The wrong frame run was printed by mistake. See pages C-46 through C-60 of the revised calculations. Note that since all but two identical connections on this frame are FEMA -based, there is only one connection design where the results of this run are used, • which is on page D-133. This connection is designed for 45 ft -k, which is the magnified moment. 15. See response to item 8 above. z _1- w J0 0O u)0 J = 1.- U) u_ w0 g u.< =a 1•-w Z= 1- 0 zt- w • w O • N O 1- w W LI O w Z U= O 1•- z 16. See response to 8 above. Metallic takes exception to the requirement that bolt length needs to be shown on the drawings. As long as Metallic provides bolts that allow for full nut engagement, the length of the bolt is irrelevant to the design. 17. See response to 8 above. 18. See response to 8 above. Again, the need to show the bolt length is questioned. 19. Sheets E27A and E28A have been corrected to show the,proper strut purlin locations as requested. We expect this documentation will meet the requirements of the plan review. If you have any additional questions, please do not hesitate to call. Sincerely, Lider Liang, P.E. Metallic Building Company I Emus /i— l City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director November 6, 2005 Chris Slatt Starfire Sports 14800 Starfire Way Tukwila, WA 98188-8502 RE: Refund Starfire Sports — D03-170 Dear M att:11110(;'' Enclosed please find a check in the amount of $12,000.00 for the installation of 2 irrigation meters, 1 double check valve, 2 RP device and a 6" compound meter for the property located at 14800 Starfire Way, Tukwila, Washington. If you should have any questions, please contact our office at (206)431-3672. Sincerely, Brenda Holt Permit Coordinator encl / xc: Permit No. D03-170✓ Q:1Documents\Bond Releasc1D03-170 - Refund Letter.DOC bl 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 CITY OF TUKWILA, WA 8819B-2544 ACCOUNTS PAYABLE CHECK NO. K4MINVOICE NUMStletTOMMP,,,W00A11*Mrif4. 4PO:NUMERNIMAg BINDVILKPZPluole,Demoupnopp”AtIPURewompowKtroW,W000KapPoopWiwooLko 1205306 11/30/2005 BOND/DEPOSIT REFUND ( 0 0-3 - 110) 12,000.00 PLEASE DETACH BEFORE DEPOSITING THE FACE OF THIS DOCUMENT HAS A COLORED BACKGROUND —NOT A WHITE BACKGROUND CITY OF TUKWILA 6200 Southcenter Boulevard Tukwila WA 98188-2544 PAY Twelve Thousand Dollars and No Cents TO THE STARFIRE SPORTS ORDER 14800 STARFIRE WAY TUKWILA, WA 98188-8502 PAYABLE THROU011 U.S. BANK 1St Andover P.rit Ent Taw.. WA Oat. tiK221001140ENA 006317 12/05/2005 Lug 1250 vv", THE RACK OF THIS DOCUMENT HAS AN ARTIFICIAL WATERMARK -HOLD AT AN ANGLE TO VIEW REDACTED KEY 2 Memo November 21, 2005 To: Laurie Anderson From: Brenda Holt Re: D03-170 City of Tukwila Permit Center Please refund $12,000.00 to Starfire Sports for the water meter and service for the property located at 14800 Starfire Way. Please make the check out to: Starfire Sports 14800 Starfire Way Tukwila, WA 98188 Please send the check to my attention and I will forward it to them. Thank you. Xc: File No. D03-170 Q:1Documents\Bond Release\DO3-170 - Refund Memo.doc 01.7k1 i4 '04 11:291 M TUKWT ""'tiDCD'PW P.2'4 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 9$18 206-431-3670 DEVELOPER'S PROJECT WARRANTY REQUEST FORM kSt`i��+ATE Name of Development: £1t-J/�x• Address: FJe1L�10�P�f v� i t•,�?.f� i� �tSV h�!• Date: /da S`' .fit; Permit No.: Lid -/ 7Za Retea41 hould be sent to: Name: Address: City/State/Zip Description of items to be completed (reference pIansltlecumenttt where items are described): to oma. "i " i J ; ,� ��// 4,, 1�c7• , ir- r 4 r As tho owner or authorized agent of the owner, i hereby submit cash or cash equivalent in the amount of $ _f (150% of value to complete work above) and attach1s po documentation for value of work. I will h e this work carried out and call fora final inspection by thit date; / -• '/49 , or risk having the City use these funds to carry out the work with their own contractor Or in-house manpower. If 1 fail to carry out the work, l hereby authorize the City to go onto the property and carry out completion of thea.: •8 ; encles. I further agree to complete all work listed above prior to requesting inspection and release o, Signed: Title: 61i47174,uA 7 V its►` .. rgt"' Signed: 41 ET . Amount; $ 000 Cash/Check 11601/ 0,4 Department Head: Deposited this a� 0 Cash Assignment ❑ Bond City Recoipt No.: r? F 2 -I Received By; 'q�� .; � • •.0 + � + �N r.•�4 d•+��;.L,,: .f, :to All n \:S9r M. ,:.T + �.. w.r•A;a:ti err;.:+ :.:•.+,r,i ++ .�G.. .... i � t��ti ;1!� '`MCP C ,'�' i• '� , �• � � �'� u �'r'�: L ��' .- _ � • � .+�. �1�V.!'►•� :f� a� �Q�h"p � .•�L...L . `S!+,. _,��� �.,G,• r�aT ^� . .,. ,.�il �-�, � r'.� � •.-..1;�.,�i'r' > 'a All work identified in Section 9 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent/bond. Developer's Representative: Dote: '�1c/^,��,i �p�`� 1 •� h �lr.,I ^.,`F,; "�: :: 115�.h"l��L�A:, • y+ '..i..Alii.': ;t:pl .i .:; ��i�•.� A. fir• , �e '•� •� . • t/�, .•�{'rlplejt� 'Tat: �^I/1'•JY�1 (, Y �i�- �7 , \r . _ ,�, �,'.%.T:•5, .�, .. .::.. : ! 1 '17�:.+�it�•.�,:'f. •;+3•�i •Y�^, ii�•yb'-i:h(.y'7a.•S!'t' t.��•.!��'N,',!`'�:.l,.i.:•'�:'ir �'•• ' I have reviewed the a • •ve wor and found it acceptable and therefore authorize the release of the a eve c /cash equivalent/bond_ Inspector: �� Fats: t/[, r��� r Authorized By: .0004 i'(y + i i+1 l'�: s ': �.,,�.�, w, • 3:1 u,i 9�,_ .fyl h..v, Amount Released: $•_,( QQ-"'"" 0j Check - Check No. ISO ❑ Cash Equivalent — Letter attached Date Released: •4p-Oc.._ Released by: +wot; w is clNrM►N 0441...kr.f.,n;eal wt,._, r.. [..rt Perla 1IU 2'2'd TT89TO7902:01 ttS T 88S9092 El Bond — Letter attached NO0b3GOS:Wold 17S -2T b002 -17T-100 Starfire Sports '" ^� "2680 Cit}:4fTukwila/ Finance 10/14/2004 !ni5' Date Type Reference Original Amt. Balance:. Jue Discount Payment 10/14/2004 Bill Final Bldg permit 12,000.00 12,000.00 12,000.00 Check Amount 12,000.00 Operating checking Final Bldg permit 12,000.00 Z • W. J0. O O. co 0. • w J I - WO Q'.. = C�: cnW 2 O ZLU co I- U 0 0— O 1- W Z U. r- 1"- - "- -O ..Z, O 0 O E -- Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 Parcel No.: Address: Suite No: Applicant: 2954900426 6800 FORT DENT WY TUKW STARFIRE SPORTS RECEIPT Permit Number: Status: Applied Date: Issue Date: D03-170 ISSUED 06/02/2003 03/18/2004 Receipt No.: Initials: User ID: R04-01414 BLH ADMIN Payment Amount: Payment Date: Balance: 12,000.00 10/14/2004 04:40 PM $47.00 Payee: STARFIRE SPORTS TRANSACTION LIST: Type Method Description Amount Payment Check 2680 ACCOUNT ITEM LIST: Description Account Code 12,000.00 Current Pmts BUILDING BOND/DEPOSIT 000/386.908 12,000.00 Total: 12,000.00 ) ,1r.. .x!1.3 Tti`._;.f doc: Receipt Printed: 10-14-2004 z • z QQ� JU U O NCO ill0 J= Q u. u 2 u-5 =• d Fw Z= '- 0 Z H C.) 0 1— Wu 1— u. — O' . Z W U H �: O Z Reid iddleton October 14, 2003 26.2003.005.01502 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Second Submittal Starfire Sports Building (D03-170) Dear Mr. Benedicto: ok-efr°45,-- We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the architect and structural engineer for your convenience. General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. Engineers Planners Surveyors 2. The drawings and calculations for Buildings D and E, and the north exterior wall of Building F were not submitted for review. We will be unable to complete our review without submittal of this information. Note that the design of the steel framing at Grid 4 provides vertical and lateral support for Building A. 3. The method of tightening for the steel bolts is not clear. "Turn -of -the -nut" tightening for the ASTM A-325 steel bolts is specified in the General Notes on Sheet C1, unless otherwise noted in the drawings. ASTM A-490 bolts are not included in the note. ASTM A-325 and A-490 steel bolts are specified throughout the drawings but the method of tightening is not specified. However, steel washers are typically specified (e.g., Sheets E5 -E11, etc.). Design information should be added to the drawings that specify which method Washington of tightening is intended for the structural connections (i.e., pretensioning Oregon where washers are specified). Alaska 4. Cold -formed light gage steel is still specified in the General Notes on Sheet C1 as complying with ASTM A 570 or A 607. However, these standards were withdrawn by ASTM in 2000 and replaced by ASTM A 1008 and A 1011. Alternate ASTM standards should be specified. 5. Structural steel beams with W shapes are specified in the drawings but are not included in the General Notes on Sheet Cl. Their material specifications should be added to Sheet C1. For example, see Sheets E5, E19, E20 and E21. Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 Mr. Bob Benedicto City of Tukwila October 14, 2003 File No. 26.2003.005.01502 Page 2 Vertical 6. Flange braces appear to be intended along the grid lines for the lateral support of the purlins at the Roof of Building F, Sheet E32, and should be specified for review. 7. Field Bolt Type B1 is indicated at several locations on Sheet E5 but is missing from the list of Field Bolts. Please comment. 8. Field Bolt Types are not specified on Sheet E20 for the portal frames on Grid A and should be added for review. 9. Several steel material types are indicated at the Cross Sections on Sheets E6 - El 1 but are missing from the lists of material details as noted below. Please comment. a) Material Types 14-19, Sheets E6 and E7. b) Material Types 18-23, Sheet E8. c) Material Types 18 and 19, Sheets E9 and E10. d) Material Types 20 and 21, Sheet Ell. 10. Details should be added to the drawings for review of the gravity connections of the beams and girders at the mezzanine floors. Lateral X11. The locations of the portal frames are not clear. The details of their connections are typically not specified at each location. The design drawings appear to rely on the notation of "portal frame" at each location on the framing plans. This notation should be added to Sheets El and E3 at Grids A/3-4, A/5- 6 and A/7-8 as is now done for the other portal frames. See Sheet E20. 12. The design information for the steel deck at the Mezzanine Floors on Sheets E191 and E193 should be revised as noted below. Wheelingl-1/2", 20 gage, Type SB steel deck is specified but the calculations assume the use of Vulcraft (see pages A47 -A48 of the calculations). a) Increase the number of welds to four per sheet at the supports for the Level 1 diaphragm as determined on page A43 of the calculations. b) Submit design data that establishes allowable diaphragm shear capacities for review. This information is not available to us. c) Clarify the type and spacing of the welding/fastening at the side laps and boundary members parallel to the flutes. This is typically done with button punches or seam welds at the side laps and puddle welds at the boundary members. Reid iddleton ..«...r... r+.ura.wWrw.•w-.�.w•.cYrN.U:l+N»+'�'..:s�.ai.�yi.. Mr. Bob Benedicto City of Tukwila October 14, 2003 File No. 26.2003.005.01502 Page 3 13. The load combinations used for the design and analysis of the building are not clear. Those listed on page A-6 of the calculations, and used for the frame analyses in Sections B and C of the calculations appears to be the Basic Load Combinations of UBC Section 1612.3.1. However, the Alternate Basic Load Combinations of UBC Section 1612.3.2 are referenced on page D-1 of the calculations for the design of the connections. A reference is also made to a 33-1/3% stress increase at Load Combinations 12-13 through 12-16, but Load Combinations 12-21 on page A-6 contain wind or earthquake loads. Please comment. 14. Analyses of the moment -resisting steel frames are included in the calculations for consideration of earthquake loads amplified by the Overstrength Factor (no). However, this was not done at the locations noted below for the reasons indicated. Please submit revised calculations for review. a) Grid A/3-4. Calculations for Grid A/5-6 were submitted instead. See pages C16 -C29. b) Grid A/5-6. The earthquake loads were not increased for Overstrength. See page C32 versus page C48. 15. Details of the lateral -force -resisting connections of the moment -resisting steel frames for Level 1 at Grid B are included on Sheets M2 and M3. However, details for Level 2, and for Level 1 at Grid A, were not included and should be submitted for review. 16. The Cross Sections and Elevations for the moment -resisting steel frames on Sheets E5 -E11, E19, E21, etc. do not specify the type, diameter and length of the field bolts for the lateral -force -resisting connections at the mezzanine floors. These should be specified to enable verification of their design compared to the details in the M Sheets. See also the comment above. 17. Details of the lateral -force -resisting connections of the moment -resisting steel frames other than at the mezzanine floors are not clear. References to these details should be added to the Cross Sections and Elevations for the frames on Sheets E5 -E11, E19, E21, etc., for review. For example, see the portal frames and associated cross bracing at Grids 11/G -H on Sheet E5 and Grids H/7-8 and H/10-11 on Sheet E19. 18. The type, diameter and length of the field bolts at the portal frames and associated cross bracing on Grid H are not clear. For example, Types B4 and X3 are specified for the same design condition at Grids H/11 and H/8, respectively. However, the Detail on Sheet M4 appears to intend Type B4 at the beam -to -column connection and Type X3 at the brace -to -gusset connection for both locations. The identification of field bolts on Sheet E-19 should be TYJ. Reid iddleton Y Mr. Bob Benedicto City of Tukwila October 14, 2003 File No. 26.2003.005.01Q02 Page 4 19. Double roof purlins are typically determined for the roof of Building A between the bays of cross bracing (see page F1 of the calculations). Their locations between the bays of cross bracing are at Grids 6-7 and 8-9 per Sheet E21. However, the double purlins are specified at Grids 5-6 and 7-8 on sheets E27A and E28A. Please comment. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Philip 3 razil, P.E., S.E. Senior Engineer vls\26se\planrevw\tukwi la\03\t015r2.doc\prb cc: Jim Hanford, Carlson Architects Alien Tucker, Engineers Northwest Reid iddleton BRUCE DEES& ASSOCIAI ES Landscape Architecture • Urban Design Site Planning • Recreation Facilities Design October 14, 2003 Ms. Brenda Holt City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188-7141 Dear Brenda, RECEIVED ( Me OF TUKWILA 0C1. 14 2003 pERMIT CENTER Bruce Dees, FASLA. Principal Ruth Ann Allen, Principal Shawn Jensen. Associate Job No. 107-01-04 RE: Starfire Permit D03-170 Following are our responses to the Permit D03-170 Correction Letter #1 dated August 13, 2003. As we discussed, this letter contains only responses to Public Works and site - related Building Department comments. BUILDING DIVISION 12. The drop-off and loading zone has been revised to comply with Washington State Amendment Section 1108. The plans now show (1)curb ramp at the drop-off area. Regulations for Barrier Free 10. 6 (six) barrier -free parking spaces have been added to the plans. Space count was determined based on the 156 stalls currently shown in the parking lot south of the Athletic Center. Table 31-F requires 6 accessible parking spaces for lots containing 151-200 spaces. 11. The accessible route of travel from the parking spaces does not cross traffic lanes. PLANNING DIVISION 1. Sheet D1.1 has been revised to show (6) trees removed at the front entry of the building as shown on the Design Review drawings. 2. Sheet L2.1 has been revised to include additional planting along the north side of the building and adjacent to the trash enclosure. 3. Architectural fence is only shown at the field entry south of the building. All other fencing is vinyl -coated chain link. This is reflected on the submittal drawings. CORRECTION LTR# 1 22.2 East 26th Street, No. 202, Tacoma, WA 9842.1 (253) 627-7947 FAX (253) 627 6661 Web Site: www.bdassociates.corlt -/ 70 +"s4'.Jt�i c.hV 2 rifti z'�tYt %:'r�r«r<rsr.wuiPAt�it%�.r C: a' l+. ` ' l: h �d.^rXX„tb;+Pxtiamwraww..,w,' w.+wrr#WUXNt+�lriil95''t�.i wr chalk, i ig1i { v .:�`w: iu:i'1p;n;a:stq PUBLIC WORKS Item 1 Item 2 Instead of replacing the existing 8" meter, per agreement with the City, we are installing (3) water meters inside the park: Meter 1 will meter irrigation water use in the soccer complex currently under construction. This meter is shown on Sheet C5.1 and is located northeast of the building. The double check valve assembly is located upstream of the meter in the existing restroom building. Meter 2 will meter irrigation water use on the three existing natural turf soccer fields located west of the parking area and currently maintained by Starfire. A new double check valve will be installed immediately downstream from the meter. Meter 3 will meter irrigation water use on one existing natural turf soccer field located west of the parking area and currently maintained by the City. A new double check valve will be installed immediately downstream from the meter. Baseball Meter will remain. Existing PRV will be replaced with new Double check valve. Item 3 The construction sequence has been added to Sheet D2.1. Item 4 The RPBA is located in the Janitor's Closet, Room 116 (See sheet A-2.2) and will be permitted under a separate permit submitted to the Seattle King County Department of Health. Item 5 The "Plan Review & Approval Fees Due with Application" and "Engineer Estimate & Bond Quantity" cost estimates are included with this application Item 6 The DCDVA is located inside the building in Room 002 and will be shown on the Fire Sprinkler drawings submitted under a separate permit. Item 7 The Fire Department Connection location is shown on sheet C5.1. Details will be provided on the Fire Sprinkler drawings submitted under a separate permit. Item 8 The plan sheets have been revised to include current information. Item 9 Grading, and TESC in the building area were originally permitted under Permit D03-141. TESC is shown on sheet D1.1 and is provided to ensure measures are carried out during construction on this permit. Paving on the south and east sides of the building are included in Permit D03-093. Paving under this permit is in the entry plaza on the west side of the building. z _14:. ~'w e:2 JO 000 O J= w0 gcoa =d z= z0 w • w U 0 O N O I- ww �O wz 0= 0 z • .n If you need further clarification, please let me know. Sincerely, BRUCE DEES & ASSOCIATES Jud Youell, Project Manager October 13, 2003 Ken Nelsen Senior Plans Examiner City of Tukwila Tukwila Building Division 6300 Southcenter Boulevard Tukwila, WA 98188-2544 Carlson RECEIVED CITY C)F TUKWILA OCT 1 4 2003 PERMIT CENTER Re: Review Comments - Starfire Sports — Building Shell — D03-170 Dear Ken, The following is our response to your Review Comments dated Aug 1, 2003. We have revised drawings pertinent to the comments and have included 4 copies of the entire drawing set Building Occupancy Load 1. The occupancy load for the building is not addressed on the plans. On July 30th the separately occupancy summary calculation was submitted. The occupancy summary assumes the occupancy category of "skating rink" to calculate the field areas. The use of the skating rink designation will result in a substantially smaller occupant number then would the Gymnasium of Stadium categories found in U.B.C. table 10-A. Should the smaller occupancy calculation be considered, it will drastically limit any alternative uses of the "A2.1" occupancy building. The suggested skating rink use may also not meet the full intent of the occupancy per the U.B.C. However, the comments in this letter have been generated under the premise that the limiting occupancy "Skating rink" designation will be used for the final occupancy loads determination. To summarize the concern, the proposed use of the smaller "skating rink" occupancy factor from U.B.C. table 10-A, must formally be presented in documented detail to this Department for consideration. Additionally, the reduced occupancy load must be clearly noted on the plans as a future record of the facilitieo dilpfc )�I�li,tion. LTR# x:\Projects\Proj2002\2002-I6 Startire Sports Indoor Facility\2-Design Correspondence\2.3-Permitting\2.3.2-13uilding\Corrections Notice Response - Building Shell.doc CarlsonO--1•76 Architects PS Architecture & P l a n n i n g 21 t t Third Avenue Seattle Washington 9 81 2 1 Telephone 206 441 3066 Facsimile 206 728 4661 Because Indoor Soccer, which is the planned use of the arena area, is not specifically identified in Table 10-A - Minimum Egress Requirements, we followed the requirements set forth for the "Skating Rinks" use. This use most closely describes the intended use of indoor soccer. Our reasoning was that the physical requirements for indoor soccer and for a skating rink is essentially the same. Both activities require a field or "rink" surrounded by a solid railing approximately 4 feet in height to separate the players (skaters) from the public seating and circulation areas ("deck area"). Where skating would allow approximately 300 people on the rink at one time soccer would have only 22 occupants on the field. The "deck" at a rink would provide circulation and seating for observers and also skaters who might be resting. The occupant load factor for skating rinks is identified as 50 SF/person at the field and 15 SF/person at the deck area. (Table 10-A) The 50 SF/person load factor more than accommodates the 22 soccer players that would be on the field at any given time. The total "deck" area for the soccer facility is 10,494 SF. Using an occupant load factor for the deck area of 15 SF / person, this would translate to a maximum occupant load of 700 at the deck area. Using the above assumptions, the arena exiting has been provided to accommodate 1280 people with the front entrance providing 50% of the exiting load. There is no intent to use the facility beyond its designed occupant capacity and, in addition, signage will be provided and posted to indicate maximum occupancy for each space. 2. Rooms number 202, 203, 204 and 205 are not labeled for their occupancy use on the plans. However, the occupancy summary does list the rooms as follows. (a) Room 202 is shown as a "Health club". (Is the space intended to be used as an "Exercising Room" per U.B.C. table 1 0-A?) (b) Room 203 is shown as a "Conferences Room" (c) Room 204 and 205 as a "Lounge" Label the above applicable occupancy designations for each room on the plans. The plans have been revised to show accurate occupancy labels for each room noted. Room 202 is intended to be used as an "Exercising Room" per U.B.C. table 10-A. 3. The occupancy summary lists a room 204B (kitchen). There is no space designated on the plans as 204B or as a proposed future room, please clarify. The assumed area of a future kitchen, room 204B, has been shown on the plan. Other areas such as the food court and exterior balconies have also been sub -divided and delineated on the plans. These areas are used for the purpose of calculating occupancy loads. Means of Egress 2 4. On the submitted occupancy summary, room 203 is shown as a conference room with an occupant load of 100 persons. The conference room with an occupancy load of 50 or more will need two separate exits from the room. Revise the plans to accommodate the separate means of egress per U.B.C. Chapter 10. The plans have been revised to show two separate exits from room 203. 5. Rooms 204 and 205 each have an occupant load of more then 50 persons. All doors from these rooms must swing in the direction of travel per U.B.C. Section 1003.3.1.5, revise the plans as necessary. z � z rew 2 6 O 0 �o J 1• = -' The plans have been revised to show all doors exiting from rooms 204 and 205 as U) w swinging in the direction of travel. w 0 6. Because stairs #2 (Per phone conversation with Ken Nelson on 8/11/03, this g a comment is directed at stair #1 not stair #2) is the egress access from the field area to N the main exit and is greater than 88" in width, an intermediate handrail is required per w U.B.C. Section 1003.3.3.6. Provide additional details for the required intermediate stair z handrail.0 F- O Z F- ww The plans have been revised to show an intermediate handrail at stair #1. U o 52 Flood Proofing Regulations o - w W 7. At the minimum, include a narrated reference on plan cover sheet regarding the City of i• v- —.. -O Tukwila Resolution #1526 for the variance allowing wet -flood proofing of the Indoor Athletic Center as an acceptable alternate method. Or, incorporated a copy of the v cn resolution document on to the plans. rz o z A copy of the City of Tukwila Resolution #1526 has been incorporated into the drawing set cover sheet. 8. Provide the details on the plans for the alternate methods proposed to achieve "wet - proofing" complying with the U.S. Army Corps of Engineers Flood Proofing Regulation manual. Details have been provided on the plans. The Flood Proofing Regulations require 1 square inch of opening per square foot of enclosed area subject to flooding. The four overhead coiling doors on the west side of the building provide the necessary area. The storage rooms, stair enclosures and the elevator shaft at field level will be provided with a minimum of two openings each in the wall between them and the arena that maintain the minimum 1sq. in. / lsq. ft. ratio and are no higher than 12" above grade per regulations. The construction of the building at the field level is of flood resistant materials. The floor is cast concrete, the walls are concrete masonry units to 4'-6" above the base flood • - 3 - elevation per the FIRM. The steel columns are, however, wrapped in gypsum wallboard to protect the spray -on fireproofing on the columns from abrasion and damage under normal use. It is a relatively small area of material and is considered sacrificial in the event of a flood. There are no additional flood -damage -prone materials used in the building envelope at the base flood elevation. The elevator machine room is located at the main level, above flood level. The elevator will be equipped with a "float switch" that will prevent the cab from descending into the water in the event of a flood. The required light fixture and outlets in the elevator pit will be on a GFI circuit. Electrical outlets at the field level are also on GFI circuits. There are no plumbing fixtures at the field level. General Building Requirements 9. Provide in the plan notes, the specific requirements for the special inspection installed Fire Proofing materials per U.B.C. Section 1701. A note has been provided on the cover sheet of the architectural set of drawings. Regulations for Barrier Free 10. Barrier Free Parking Spaces have not been shown or detailed on the plans. Revise the applicable site plans to show the locations, details of compliance and include the calculations for the number of the required barrier free parking spaces. The required barrier free parking spaces and calculations have been detailed in the civil drawings. 11. Locate the barrier free parking so that the accessible route of travel from the parking spaces is not required to cross traffic lanes per Section 1107.1.6. The required barrier free parking spaces have been located so that the accessible route of travel does not cross a traffic lane. 12. The Drop off and Loading Zone must be shown on the plans to comply with the barrier free requirements of Washington State Amendment Section 1108. The drop off and loading zone have been shown on the civil drawings to comply with the barrier free requirements of the building code. 13. The plans must identify a method for how provisions will be made to accommodate the Assistive Listening requirements found in Washington State Amendment Section 1103.1.2.2. A minimum of two wireless headsets will be provided that receive a signal from the PA system in the arena building. A note to this affect has been added to the plans. 4 14. Requirements for Egress and Areas of Evacuation Assistance from Washington State Amendment Section 1104 are not detailed on the plans. Integrate complete details for the Area of Evacuation Assistance on the revised plans. We will be using Exception 1 under section 1104.1 to satisfy the requirement for egress Z and areas of evacuation assistance. Per this exception, the building will have a fully automatic fire extinguishing system with quick -response sprinkler heads used where w ret allowed by UBC standard 9-1. QQ JU In addition, the Owner will develop a written fire and life -safety emergency plan that co o specifically addresses the evacuation of persons with disabilities. The Owner will submit J =111 this document for approval by the building official and the fire marshal on a future date N prior to issuance of the certificate of occupancy by the City. w O 2 15. Alarms, horns and strobes required by the Fire Code, must be identified on the plans as g Q prescribed by Washington State Amendment Section 1 106.15.2. CO a =W Alarms, horns and strobes are shown in the Electrical drawings that have been submitted under a separate permit. The intent is to use an addressable PA system as the z O enunciator for the fire alarm. The concept has been discussed and approved by the Fire 111 w Marshal per Steve Lilleberg at Selkirk Electric, who is the electrical design/build o consultant. A copy of the fire alarm sub -consultant's drawings has been included in our o cn resubmittal for your review. ww Plumbing Fixture Count —O .. 16. For determining the occupancy load used in calculating plumbing fixtures, the v calculation factors are found in Washington State Building Code Amendments Table 29- 0 1- A. Table 29-A would require 15 square feet per person for the field areas. At the 15 feet Z per person calculation, the current number of plumbing fixtures are substantially lower then required by the Code. As has been refernced earlier in this letter, any alternate occupancy numbers must be formally submitted in documented detail to this Department for consideration. The documentation must specifically address each code situation, as in this case the requirements from the Washington State Amendments to Chapter 29. See response to comment No. 1 above. 17. If using the same skating rink occupancy factors as discussed, an additional six water closets for the Women's restrooms and /or Locker rooms is still required. At such time the occupancy load issues are resolved, revise the plans to accommodated the appropriate fixture count and incorporate the plumbing fixture count calculations on to the plans. Plumbing fixture calculations have been incorporated into the cover sheet of the drawings. 5 Trevor Schaaf Carlson Architects attachments: 4 copies of the revised architectural drawing set. 6 Z = F— 11 W JU, . UO w I.. W O. g- u. co =d 1-O. Z I—, U O. N, w 2 1— -0 tij co � O Z 4 ENWENGINEERS NORTHWEST, INC., P.S. RECEIVED SEP 2 2003 COMMUNITY DEVELOPMENT Si iwcruRAL ENGINEERS 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 August 25, 2003 CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 ATTN: Bob Benedicto RE: Starfire Sports Complex; Tukwila, Washington Permit Number D03-170 Bob: In order to resolve the current issues pertaining to the design of the steel frame connections on the Starfire Sports Complex, we offer the following procedures be considered for immediate approval. Connection Design Procedure 1. All loads are determined in accordance to the 1997 edition of the UBC. 2. Connections for the three-story building will imitate FEMA 350 "Prequalified Bolted Fully Restrained Connection" recommendations for bolted stiffened and unstiffened end plates. Deviations to the procedure will include the use of 3 -plate beam and column shapes in - lieu -of the exclusive use of hot rolled shapes. All other connection provisions will be strictly adhered to le: A36 end plates, weld types, pretension HS bolts, shims, etc. 3. Connections within the lighter arena building portion, which provide ordinary moment frame resistance, will be detailed in accordance to standard low rise provisions utilized by MBMA (Metal Building Manufacturers Association). 4. Diagonal bracing within the vertical planes of the arena building and located above the ordinary moment frame levels will be designed and detailed in accordance to Chapter 22, Division V, Section 2213.4.2 and 2213.8.5 of the 1997 UBC. z =Z �QQ 6 O 0 COCO ILI 0. J N ILL w 0 u. a. =• w z� �0 zI- O ▪ - 0 1- w • w 1- 11 0 -110 w•z. 0 =; O ~. z August 25, 2003 CITY OF TUKWILA Starfire Sports Complex; Tukwila, Washington Page 2 of 2 We feel that the connection design approach is suitable and applicable to this specific engineering project, and that it will provide the capacity to protect health, safety, and welfare of the general public. Expected damage from the design earthquake ground motion would be repairable although not economically so. Please provide direction as soon as possible, so we may complete the design submittal. Sincerely, ENGINEERS NORTHWEST, INC., P.S. 4J D. Allen Tucker, P.E. Principal AT:tn ENW Project No. 02116004 ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WoOrn.AwN Avr. N.E., SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 August 13, 2003 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Jim Hanford Carlson Architects 2111 Third Avenue Seattle, WA 98121 RE: CORRECTION LETTER #1 Starfire Sports — D03-170 6800 Fort Dent Way Dear Mr. Hanford: This letter is to inform you of corrections that must be addressed before your development permits can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division, Planning Division and Public Works Department. At this time, the Fire Department has no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431-3670. Sincerely, &teuC& kike(1---. Brenda Holt Permit Coordinator encl c: File No. D03-170 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 '11:4:47.w++ : 41" i b'.,,• Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206-431-3670 BUILDING DIVISION REVIEW Date: Aug. 1, 2003 Project Name: Starfire Sports Athletic Center permit application Application #: D03-170 Plan Review: Ken Nelsen, Senior Plans Examiner A general review has been completed on the subject plans including the area/occupancy summary submitted on July 30, 2003. The following comments should be addresses in an itemized format and be accompanied with revised plans, specifications, or other documentation. Building Occupancy Load 1. The occupancy load for the building is not addressed on the plans. On July 30th the separately occupancy summary calculation was submitted. The occupancy summary assumes the occupancy category of " skating rink" to calculate the field areas. The use of the skating rink designation will result in a substantially smaller occupant number then would the Gymnasium or Stadium categories found in U.B.C. table 10-A. Should the smaller occupancy calculation be considered, it will drastically limit any alternative uses of the "A2.1" occupancy building. The suggested skating rink use may also not meet the full intent of the occupancy per the U.B.C. However, the comments in this letter have been generated under the premise that the limiting occupancy "Skating rink" designation will be used for the final occupancy loads determination. To summarize the concern, the proposed use of the smaller "skating rink" occupancy factor from U.B.C. table 10-A, must formally be presented in documented detail to this Department for consideration. Additionally, the reduced occupancy load must be clearly noted on the plans as a future record of the facilities occupancy limitation. 2. Rooms number 202, 203, 204 and 205 are not labeled for their occupancy use on the plans. However, the occupancy summary does list the rooms as follows. (a) Room 202 is shown as a "Health club". (Is the space intended to be used as an "Exercising Room" per U.B.C. table 10-A?) (b) Room 203 is shown as a "Conferences Room" (c) Room 204 and 205 as a "Lounge" Label the above applicable occupancy designations for each room on the plans. 3. The occupancy summary lists a room 204B (kitchen). There is no space designated on the plans as 204B or as a proposed future room, please clarify. Page 2 of 3 Starfire Aug. 1, 2003 Means of Egress Please note, the following "Means of Egress" comments are also subject to the resolution of the above occupancy issues. Deviation in the occupancy loads will further impact the following egress requirements. 4. On the submitted occupancy summary, room 203 is shown as a conference room with an occupant load of 100 persons. The conference room with an occupancy load of 50 or more will need two separate exits from the room. Revise the plans to accommodate the separate means of egress per U.B.C. Chapter 10. z ;~ CC w D 00 CO 0 W 1- U) LL wo 5. Rooms 204 and 205 each have an occupant loads of more then 50 persons. All door m from these rooms must swing in the direction of travel per U.B.C. Section 1003.3.1.5, w revise the plans as necessary. CO a F- MI 6. Because stairs #2 is the egress access from the field area to the main exit and is greater z then 88" in width, an intermediate handrail is required per U.B.C. Section 1003.3.3.6. w oo Provide additional details for the required intermediate stair handrail. w U0 ON CI -- Flood Proofing Regulations w w 1-,U 7 At the minimum, include a narrated reference on plan cover sheet regarding the City OfLL.z Tukwila Resolution #1526 for the variance allowing wet -flood proofing of the Indoor w 0 Athletic Center as an acceptable alternate method. Or, incorporate a copy of the P I resolution document on to the plans. z 8. Provide the details on the plans for the altemate methods proposed to achieve "wet- proofing" wetproofing" complying with the U.S. Army Corps of Engineers Flood Proofing Regulation manual. General Building Requirements 9. Provide in the plan notes, the specific requirements for the special inspection installed Fire Proofing materials per U.C.B. Section 1701. Regulations for Barrier Free 10. Barrier Free Parking Spaces have not been shown or detailed on the plans. Revise the applicable site plans to show the locations, details of compliance and include the calculations for the number of the required barrier free parking spaces. 11. Locate the barrier free parking so that the accessible route of travel from the parking spaces is not required to cross traffic lanes per Section 1107.1.6. 1. Page 3 of 3 Starfire Aug. 1, 2003 12. The Drop Off and Loading Zone must be shown on the plans to comply with the barrier z free requirements of Washington State Amendment Section 1108. z ~ `~ w cc 13. The plans must identify a method for how provisions will be made to accommodate the 6 n Assistive Listening requirements found in Washington State Amendment Section o o0 1103.1.2.2.co LLI J = F- 14. Requirements for Egress and Areas of Evacuation Assistance from Washington State u) o Amendment Section 1104 are not detailed on the plans. Integrate complete details for 2 �. the Area of Evacuation Assistance on the revised plans. g — J 15. Alarms, homs and strobes required by the Fire Code, must be identified on the plans as CO W prescribed by Washington State Amendment Section 1106.15.2. z F I- o z(- Plumbing Fixture Count 2 o Y216. For determining the occupancy load used in calculating plumbing fixtures, the calculation o factors are found in Washington State Building Code Amendments Table 29-A. Table w tii 29-A would requirel 5 square feet per person for the field areas. At the15 feet per person 1- calculation, the current number of plumbing fixtures are substantially lower then required w z by the Code. oI- As has been referenced earlier in this letter, any alternate occupancy numbers must be z formally submitted in documented detail to this Department for consideration. The documentation must specifically address each code situation, as in this case the requirements from the Washington State Amendments to Chapter 29. 17. If using the same skating rink occupancy factors as discussed, an additional six water closets for the Women's restrooms and/or Locker rooms is still required. At such time the occupancy load issues are resolved, revise the plans to accommodate the appropriate fixture count and incorporate the plumbing fixture count calculations on to the plans. Should there be questions on the requirements, please feel free to contact the Building Division office at 206-431-3670. No further comments at this time. • PLANNING DIVISION COMMENTS z ~ W JU DATE: July 11, 2003 UOcn o APPLICANT: Starfire Sports w i RE: • D03-170 CO LL. ADDRESS: Fort Dent Park iii 0 u.Q Please review the following comments listed below and submit your revisions co D d accordingly. If you have any questions on the requested revision, Minnie Dhaliwal 1- _ is the planner assigned to the file and can be reached at 206-431-3685. z i.- 1- o z 1 - IL w 1 Please update sheet D1.1 to reflect the correct trees to be removed as were n 0 shown on the landscape plan submitted for Design Review application. o 5-2 w uJ 2. Revise the landscape plan L2.1 to include additional landscaping along the i 0 north side and around the trash enclosure as was shown on the landscape u. z plan submitted for Design Review application. w U= ~ O 3. Based on our conversation you had indicated that it was decided to use z vinyl -coated chain link fence in all areas instead of both chain Zink and architectural fence. The plans show architectural fence in some areas. If the final proposal is different than shown on the plans, please provide the most current plans and fence details. ,,:, a .. u .... .._ ..�..._ .:. .. _ ,...., w ._ PLANS REVIEW z �z C QQ� JU 00 co 0 J = I -- N lu_ w u_¢ �w z= I-- 0 w~ U0 O N O 1— W w Ww HF LC. O .. z. U= P1— Z Project: Starfire Indoor Soccer Building Jurisdiction: City of Tukwila Job Number: Review Number: First (revised) Date: 8/13/03 D Number: 03-170 Reviewer: David McPherson Reference Category Reviewer Review Comments Designer's Reply Item No. 1 Flood Control Permit dhm Complete Flood Control Permit process, to be approved by the City Senior Storm Water Engineer. Item No. 2 Water Meter dhm Existing 6" water meter, South of the bridge (crossing the Green River), to be upgraded to an 8" (FM/UL) rated fire meter, under this permit. Vault for new 8" meter, shall also be designed and constructed under this permit. Show and label on plan sheet. Fees shall be calculated and paid under this permit. Item No. 3 General dhm Provide construction sequence for activities to be constructed/installed under this permit Item No. 4 RPBA dhm Provide (RPBA). Show and label on plan sheet. See sample sheets - enclosed. Item No. 5 General dhm Provide cost estimates and complete fee estimate sheets, to include backflow devices, grease interceptor, and water meters. See Bulletin 1 - enclosed. Item No. 6 (DCDVA) dhm Verify if backflow device (DCDVA) for fire line is inside of Building. Show and label, including size, type, and location. See sample sheets - enclosed. ' Item No. 7 FDC dhm Show and label Fire Department Connection on plan sheet. Item No. 8 General dhm Provide most recent revised plan sheets as applicable to this permit. Item No. 9 Grading dhm • Verify if there is any grading, paving, and/or TESC related to this permit. If applicable, include in plan submittal. z �z C QQ� JU 00 co 0 J = I -- N lu_ w u_¢ �w z= I-- 0 w~ U0 O N O 1— W w Ww HF LC. O .. z. U= P1— Z PLANS REVIEW 1 z w Qr � JU O 0 J H • w w 2 2• 0 1-w Z= r0 Z I- LL! uj • 0 O • N O H W W -O w Z = 0 z Project: Starfire Indoor Soccer Building Jurisdiction: City of Tukwila Job Number: Review Number: First Date: 8/13/03 D Number: 03-170 Reviewer: David McPherson Reference Category Reviewer Review Comments Designer's Reply Item No. 1 Flood Control Permit dhm Complete Flood Control Permit process, to be approved by the City Senior Storm Water Engineer. Item No. 2 Water Meter dhm Existing water meter at bridge (crossing the Green River) , to be upgraded to an 8" (FM/UL) rated fire meter, under this permit. Show and label on plan sheet. Item No. 3 General dhm Provide construction sequence for activities to be constructed/installed under this permit Item No. 4 RPBA dhm Provide (RPBA). Show and label on plan sheet. See sample sheets - enclosed. Item No. 5 General dhm Provide cost estimates and complete fee estimate sheets, to include backflow devices, grease interceptor, and water meters. See Bulletin 1 - enclosed. Item No. 6 (DCDVA) dhm Verify if backflow device (DCDVA) for fire line is inside of Building. Show and label, including size, type, and location. See sample sheets - enclosed. Item No. 7 FDC dhm Show and label Fire Department Connection on plan sheet. Item No. 8 General dhm Provide most recent revised plan sheets as applicable to this permit. Item No. 9 Grading dhm Verify if there is any grading, paving, and/or TESC related to this permit. If applicable, include in plan submittal. 1 z w Qr � JU O 0 J H • w w 2 2• 0 1-w Z= r0 Z I- LL! uj • 0 O • N O H W W -O w Z = 0 z TRANSMISSION RESULT REPORT (AUG 13 '03 03:09PM) TUKWDCD/PW THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION 051 MEMORY TX (AUTO) TEL NO. PAGE RESULT 9* -2067284661 07/07 OK ERRORS 1) HANG UP OR LINE FAIL 2) BUSY 3) NO ANSWER 4) NO FACSIMILE CONNECTION Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206)431.3670 Fax; (206) 431.3665 To: From: Fax: Date: Phone: Re l Pages: City Of Tukwila 0 Urgent 0 For Review 0 Please Comment 0 Please Reply wi ■ - M++rrRw�r•+'+Fw+r n+YoOrroworviStyttarh3wolM4.90•4`sY:F,..�lt+�w.vsaim a ❑ Please Recycle Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431-3670 Fax: (206) 431-3665 Fax To: .dim gu Fax: From: Date: Phone: Pages: City Of Tukwila tee,. Re: ovels 0 Urgent 0 For Review 0 Please Comment 0 Please Reply 0 Please Recycle •Comments: •ftyvild_ 6OrrteC/foi )KtriA, c � gpot.) i�4 Biu RAllytt:t, h rat4 14 4 itv w>:�:y.r ;.1w�✓µNWl':: ji,,.:ba.,::t::.;,�",........aail.'r.4!.,�. TRANSMISSION RESULT REPORT (AUG 06 '03 11:30AM) TUKk .1 DCD/PW THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION 041 MEMORY TX (AUTO) TEL NO. PAGE RESULT 9* -2067284661 06/06 OK ERRORS 1) HANG UP OR LINE FAIL 2) BUSY Department of Community Development 6300 Southcenter blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431-3670 Fax: (206) 431-3665 Fax • To: al 111 Fax: W 4`74 L 3) NO ANSWER 4) NO FACSIMILE CONNECTION City Of Tukwila From: ktilitsc Date: LQ.�% Phone: Pages: Re: ILD.3-170, O Urgent ❑ For Review 9 Please Comment 0 Please Reply 0 Please Recycle ;^r;° :`C'1'.; •inn : 441, Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431-3670 Fax: (206) 431-3665 Fax City Of Tukwila To: IV f From: PreMitt_khT24fr Fax: MA -4 'f'-`/4 (4 / Date: Phone: Pages: Re: 611Ni%� f'16Lfy \514.tit,— A (/& -170 0 Urgent 0 For Review 0 Please Comment 0 Please Reply 0 Please Recycle •Comments: (31466 Wi./114.ctik (1_,t1/Y4' P Littefr. City of TukiiVila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director August 6, 2003 Jim Hanford Carlson Architects 2111 Third Avenue Seattle, WA 98121 RE: Preliminary Review Comments Starfire Sports — Building Shell — (Permit No. D03-170) 6800 Fort Dent Way Dear Mr. Hanford: The Tukwila Building, Fire and Planning Departments have completed their review of the application materials you submitted on June 5, 2003. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you may receive comments and/or corrections from other City departments, as well. When you re -submit your corrected plans to the Permit Center for further review, your re -submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re -submittal until after you have received the Correction Letter reflecting all departmental comments and/or corrections. In the meantime, if you have questions regarding the attached Building Department comments and/or corrections, please contact Ken Nelson, Senior Plans Examiner, at (206)431-3670 and for the Planning Division comments and/or corrections, please contact Minnie Dhaliwal, Senior Planner, at (206)431-3685. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431-3672. Sincerely Brenda Holt Permit Coordinator encl xc: File No. D03-170 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206-431-3670 BUILDING DIVISION REVIEW Date: Aug. 1, 2003 Project Name: Starfire Sports Athletic Center permit application Application #: D03-170 Plan Review: Ken Nelsen, Senior Plans Examiner A general review has been completed on the subject plans including the area/occupancy summary submitted on July 30, 2003. The following comments should be addresses in an itemized format and be accompanied with revised plans, specifications, or other documentation. Building Occupancy Load 1. The occupancy Toad for the building is not addressed on the plans. On July 30th the separately occupancy summary calculation was submitted. The occupancy summary assumes the occupancy category of " skating rink" to calculate the field areas. The use of the skating rink designation Will result in a substantially smaller occupant number then would the Gymnasium or Stadium categories found in U.B.C. table 10-A. Should the smaller occupancy calculation be considered, it will drastically limit any alternative uses of the "A2.1" occupancy building. The suggested skating rink use may also not meet the full intent of the occupancy per the U.B.C. However, the comments in this letter have been generated under the premise that the limiting occupancy "Skating rink" designation will be used for the final occupancy loads determination. To summarize the concem, the proposed use of the smaller "skating rink" occupancy factor from U.B.C. table 10-A, must formally be presented in documented detail to this Department for consideration. Additionally, the reduced occupancy load must be clearly noted on the plans as a future record of the facilities occupancy limitation. 2. Rooms number 202, 203, 204 and 205 are not labeled for their occupancy use on the plans. However, the occupancy summary does list the rooms as follows. (a) Room 202 is shown as a "Health club". (Is the space intended to be used as an "Exercising Room" per U.B.C. table 10-A?) (b) Room 203 is shown as a "Conferences Room" (c) Room 204 and 205 as a "Lounge" Label the above applicable occupancy designations for each room on the plans. 3. The occupancy summary lists a room 204B (kitchen). There is no space designated on the plans as 204B or as a proposed future room, please clarify. Page 2 of 3 Starfire Aug. 1, 2003 Means of Egress Please note, the following "Means of Egress" comments are also subject to the resolution of the z above occupancy issues. Deviation in the occupancy loads will further impact the following i r- egress requirements. cr 4. On the submitted occupancy summary, room 203 is shown as a conference room with an v o occupant load of 100 persons. The conference room with an occupancy load of 50 or u) W more will need two separate exits from the room. Revise the plans to accommodate the1 separate means of egress per U.B.C. Chapter 10. co 1.1 - ill 0 5. Rooms 204 and 205 each have an occupant loads of more then 50 persons. All door g - from these rooms must swing in the direction of travel per U.B.C. Section 1003.3.1.5, u_ a revise the plans as necessary. I' w 6. Because stairs #2 is the egress access from the field area to the main exit and is greater 1- o then 88" in width, an intermediate handrail is required per U.B.C. Section 1003.3.3.6. w w Provide additional details for the required intermediate stair handrail. U o O - o 1- Flood Proofing Regulations = lU 7. At the minimum, include a narrated reference on plan cover sheet regarding the City Of z Tukwila Resolution #1526 for the variance allowing wet -flood proofing of the Indoor w U u) Athletic Center as an acceptable alternate method. Or, incorporate a copy of the o F resolution document on to the plans. z 8. Provide the details on the plans for the alternate methods proposed to achieve "wet - proofing" complying with the U.S. Army Corps of Engineers Flood Proofing Regulation manual. General Building Requirements 9. Provide in the plan notes, the specific requirements for the special inspection installed Fire Proofing materials per U.C.B. Section 1701. Regulations for Barrier Free 10. Barrier Free Parking Spaces have not been shown or detailed on the plans. Revise the applicable site plans to show the locations, details of compliance and include the calculations for the number of the required barrier free parking spaces. 11. Locate the barrier free parking so that the accessible route of travel from the parking spaces is not required to cross traffic lanes per Section 1107.1.6. Page 3 of 3 Starfire Aug. 1, 2003 12. The Drop Off and Loading Zone must be shown on the plans to comply with the barrier free requirements of Washington State Amendment Section 1108. 13. The plans must identify a method for how provisions will be made to accommodate the Assistive Listening requirements found in Washington State Amendment Section 1103.1.2.2. 14. Requirements for Egress and Areas of Evacuation Assistance from Washington State Amendment Section 1104 are not detailed on the plans. Integrate complete details for the Area of Evacuation Assistance on the revised plans. 15. Alarms, horns and strobes required by the Fire Code, must be identified on the plans as prescribed by Washington State Amendment Section 1106.15.2. Plumbing Fixture Count 16. For determining the occupancy load used in calculating plumbing fixtures, the calculation factors are found in Washington State Building Code Amendments Table 29-A. Table 29-A would requirel 5 square feet per person for the field areas. At the15 feet per person calculation, the current number of plumbing fixtures are substantially lower then required by the Code. As has been referenced earlier in this letter, any alternate occupancy numbers must be formally submitted in documented detail to this Department for consideration. The documentation must specifically address each code situation, as in this case the requirements from the Washington State Amendments to Chapter 29. 17. If using the same skating rink occupancy factors as discussed, an additional six water closets for the Women's restrooms and/or Locker rooms is still required. At such time the occupancy load issues are resolved, revise the plans to accommodate the appropriate fixture count and incorporate the plumbing fixture count calculations on to the plans. Should there be questions on the requirements, please feel free to contact the Building Division office at 206-431-3670. No further comments at this time. PLANNING DIVISION COMMENTS z w2 aa JU Uo DATE: July 11, 2003 N W APPLICANT: Starfire Sports RE: D03-170 o ADDRESS: Fort Dent Park w J LQ, Please review the following comments listed below and submit your revisions I W accordingly. If you have any questions on the requested revision, Minnie Dhaliwal Z is the planner assigned to the file and can be reached at 206-431-3685. z o 1 Please update sheet D1.1 to reflect the correct trees to be removed as were .o shown on the landscape plan submitted for Design Review application. o Ww U 2. Revise the landscape plan L2.1 to include additional landscaping along the o north side and around the trash enclosure as was shown on the landscape z plan submitted for Design Review application. U o� 3. Based on our conversation you had indicated that it was decided to use z vinyl-coated chain link fence in all areas instead of both chain link and architectural fence. The plans show architectural fence in some areas. If the final proposal is different than shown on the plans, please provide the most current plans and fence details. ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 August 5, 2003 REID MIDDLETON 728 134th Street SW; Suite 200 Everett, WA 98204 ATTN: Philip Brazil RE: Building Permit Plan Review Response Starfire Sports Building (D03-170) Mr. Brazil: The following responses indicate actions that .were taken to resolve each item listed by you during your structural plan review re -submittal of the above -referenced project. They are numbered to correspond with the original list. General 1. Two copies of revised drawings and one set of supplemental calculations are included with this letter. 2-3. See Metallic Building Company letter attached. 4. The AOR submitted Metallic drawings as is without being complete. Metallic drawings were received a day after your review letter was received. Drawings were held here at ENW until now with the understanding that new Metallic drawings which address your comments could be received. It appears that this will not happen anytime soon. Review the drawings as is. Original drawings have been reviewed. Preliminary not for construction has been removed. Drawings have been stamped by Washington engineer. 5. 6-7. See Metallic Building Company letter attached. Vertical 8. See Metallic Building Company letter attached. The calculations were received after your review letter. See 4 above. 6 -0 3- OS', oe S- 0,2 L 203 110 f i - 5 2003 MIDDLETON J Z August 5, 2003 w . REID MIDDLETON rL 2 Starfire Sports Building Page Two 0 co Lateral liJ w, 9-12. See Metallic Building Company letter attached. w 0 g 5 u. Please call immediately, if you have any questions. cn 1-w. Sincerely, z F- O ENGINEERS NORTHWEST, INC., P.S. UJ Z E- UIn 0 0 1— LU ui 1- 17- 0 HO Z' LC) P. 0 Allen Tucker, P.E. Principal AT:tn ENW Project No. 02118004 ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N.E., SEATTLE. WA 98115 (206) 525-7560 FAx (206) 522-6698 JUL. 14. LUUJ b: UbVM N • . metallic building company Mr. Rob Howie Seacon Construction Mgt. 165 NE Juniper St, Suite 100 Issaquah, WA 98027 Fax 425-837-1585 NO. 804 P. 2/3 • July 14, 2003 And Mr. D. Allen Tucker gngineers Northwest, Inc., P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 Fax 206-522-6698 RE: Seacon Construction 1 Starfire Sports Athletic Center Job # 208013, Response to Reid Middleton Letter of June 23, 2003 Gentlemen: The following comments are offered in response to a letter dated June 23, 2003, from Mr. Philip Brazil, P.E., at Reid Middleton and addressed to Mr. Bob Benedicto at the City of Tukwila. That letter was in response to the first submittal building permit plan review for the Starfire Sports Athletic Center. The comments below are referenced to the same paragraph numbers used in the previous letter. 1. Instructions only, no comment required. 2. Some steel yield values shown on the cover drawing Cl were questioned. Our firm purchases large quantities of web plate materials up to 3/16" thick under ASTM A 1011. For webs over 3/16' thick, for this project we will use ASTM A572 Grade 50 plate stock. The web plates designed into this building will be 3/16', 1/4', 5/16', and 3/8" thickness. Upon request, mill test reports could be submitted to confirm the web material minimum yield. Upon request, similar mill test papers for the hot -rolled structural shapes could be fumished after approval of the design but prior to the fabrication of the steel. 3. The reviewer also noted an error on the cover drawing C1 notes regarding cold - formed light gauge steel ASTM numbers. Our OC department confirmed the review comments, and also confirmed that all of our cold formed steel is now purchased under ASTM A 1011. 4. Compliance with 4.b) and 4.c) was Included In the permit drawings submitted June 24, 2003. Compliance with 4.a) is not requested from Metallic. • 5. Approximately 600 pages of design calculations and 80 small detail drawings were submitted in two volumes. These included the information requested. 6. The design calculations are based on allowable stress design under UBC Section 1612.3.1 with no increase in allowable stresses. The design calculations include all the Toad combinations per UBC Section 1612.3.1. METALLIC ...s...I.,.i•...y corporate offices: 7301 FAXRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0330 • FAX (713)466-3194 07/14/03 MON 16:13 [TX/RX NO 5769] JUL. 14. 2003 6: U8PM metopic building company Response Letter Dated July 14, 2003, Page 2 N0.804 P. 3/3 7. The drawing package submitted on June 24, 2003, includes a cover drawing C1, five drawings D1 -D5 showing the general layout and floor elevation plan, and 33 erection drawings E1 -E33. These should be combined with the nine anchor bolt drawings F1 - F9 submitted on June 17 to form the total submittal. 8. The June 23 review letter arrived at Metallic on June 24 after the drawings described in note 7 were printed for submittal. The small detail drawings do show typical connections for the purlins, girts, eave struts, etc. The design calculations show the member sizes and gauges of the secondary members, and also cross sections with design sizes for the main frames. The drawings do not show design details of the connection of the main frame beams and columns, bracing struts and angles. That amount of detail is not normal in our industry for a design -build project. If connection designs for the main structural steel and bracing are required for plan checking, we suggest a representative sample be requested, and we would like some comments on the recommended method of presentation. 9. 10. 11. The structure is designed with ordinary moment resisting frames (OMRF) and ordinary braced frames (OBF). However, the OBF are used only at some of the upper levels where allowed by the Architect. All of the horizontal seismic and wind loads are resisted by OMRF at the first level above the foundation, and many of the OMRF are designed full height of the structure with intermediate floor levels. Since most of the main frames are controlled by lateral seismic Toads, we will review the designs of the main members with "rho' applied to the base seismic loads, and with "omega" applied to the base seismic Toads to determine the connection design moments. In addition to the 600 pages of design calculations already submitted showing the base seismic loads, we will be reviewing approximately 4,000 to 5,000 pages of electronic design data for the final main member design checks and the connection designs. We have chosen not to submit that quantity of design data for the permit review. Regarding the comment above about the method of presentation, we have shown the base seismic Toads and the derivation of those loads. If additional design data is wanted for review, should it contain rho or omega factors? 12. We have noted the review comment with respect to UBC Section 2213.8.5 regarding the equivalent 3 -story areas of the project. We will review and comply with the provisions of UBC Section 2213.8,2 for the 3 -story areas. This project does not include any of the bracing configurations covered by UBC Section 2213.8.4. Respectfully submitted, John T. Clough, P.E. Senior Project Engineer CC: Mr. Chris Brehm corporate offices: mailing address: E.O. 'Lider Liang, P.E. • Design Engineering Manager METALLIC modkMOMeeMPW 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713)466-7788 • (800)777-9378 BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713)466-3194 07/14/03 MON 16:13 [TX/RX NO 5769] h 1. Reid iddleton June 23, 2003 File No. 26-03-005-015-01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Starfire Sports Building (D03-170) Dear Mr. Benedicto: RECEIVED 003 COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the architect and structural engineer for your convenience. General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. Steel web material is specified in the General Notes on Sheet C1 as complying with ASTM A 36, modified for a minimum yield point of 46 ksi. Hot rolled steel members are also specified as conforming to ASTM A 36 with a minimum yield point of 50 ksi. However, ASTM A 36-01 does not contain specifications for the modification of the yield point. Substantiating data should be submitted to verify the yield point of the web steel. The submittal of mill tests may be needed. For a current reference, see Table 2-2 of the AISC LRFD Manual of Steel Construction," third edition. 3. Cold -formed light gage steel is specified in the General Notes on Sheet C1 as complying with ASTM A 570 or A 607. However, these standards were withdrawn by ASTM in 2000 and replaced by ASTM A 1008 and A 1011. Alternate ASTM standards should be specified. 4. The drawing sheets for the prefabricated steel structure is stamped "preliminary -not for construction." None of the sheets bear the seal and signature of a Washington State registered professional engineer; or the review Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 Mr. Bob Benedicto City of Tukwila June 23, 2003 File No. 26-03-005-015-01 Page 2 Z stamp of the engineer of record for the foundation: Engineers Northwest. The z z design drawings for the prefabricated steel structure should be revised as re W follows: 6 _I U' UO D a) The design drawings for the prefabricated steel structure should be u) w reviewed by Engineers Northwest who should indicate their review on the _I F. drawings. See UBC Section 106.3.4.2. u) u - O b) The stamped "preliminary -not for construction" stamp should be removed 2 from the drawing sheets. c) The drawing sheets should be stamped by the Washington State registered c professional engineer who is the engineer of record for the design of the _ w prefabricated steel structure to be installed on the foundation designed by z Engineers Northwest. See UBC Section 106.3.2. z O 1.11 w 5. The calculations provided to us for the prefabricated steel structure is limited to D o to a listing of support reactions at the foundation. Structural calculations for the o design of the steel structure should be submitted for review, including the w determination of the governing wind and seismic forces used in the s v; calculations and the design of the mezzanine floors. p wZ 6. Sheet C1 states that the basic ASD load combinations of UBC Section c 1612.3.1 were used in the design of the prefabricated steel structure. The load 0 H- z combination apparently used in the structural analysis is listed on page R-3 of the calculations. The earthquake loads are apparently based on allowable stress design levels. The structural analysis should be revised to include the following load combinations, per UBC Section 1612.3.1: a) 0.9 DL -EQL and 0.9 DL - EQR (i.e., minimum dead load counteracts earthquake load). See UBC Equation 12-10. b) DL + 0.75 LL + 0.75 EQL and DL + 0.75 LL + 0.75 EQR. See UBC Equation 12-11. 7. The drawings for the prefabricated steel structure appear to be schematic, primarily intended for establishing plan dimensions. Structural design drawings for the prefabricated steel structure should be submitted for review. Vertical 8. The drawings do not contain design details of the connections of the beams, columns, purlins, gifts, struts, etc., for the support of vertical and lateral loads. These details should be submitted for review. In addition, the type and size of 4.iiLi..:.;ra4a'14.0.k 54. ,:4444f�L:r Reid iddleton xC. y . d5.�r,..c :.�. n S S;sRn:a°',L",•:'r�.'+3�.�''R..»S iur:+�iG Mr. Bob Benedicto City of Tukwila June 23, 2003 File No. 26-03-005-015-01 Page 3 the purlins, girts, struts and built-up beams are generally not specified to enable review of the capacity to support design loads. The framing plans should be revised and design details should be added to the drawings to specify this design information. Lateral 9. The location and design of the lateral -force -resisting system for the prefabricated steel structure is not clear. The calculations are limited to a listing of support reactions at the foundation, as noted above. Due to the limited design information provided to us, we are unable to verify the types and extent of lateral -force -resisting components of the structure. Submittal of structural calculations and structural design drawings for review will be necessary before we can review the design for conformance with the structural requirements of the 1997 UBC. 10. The lateral -force -resisting system appears to consist largely of concentric steel braced frames, except for ordinary moment -resisting steel frames in the north - south direction at Building A. The locations of the braced frames are not clear. There appears to be several missing from the drawings. There also appears to be several drawing sheets of building elevations missing that would indicate the locations of additional braced frames. Design drawings for all proposed braced frames should be submitted for review. 11. The drawings do not contain design details of the connections of the moment - resisting frames and concentric braced frames. These details should be submitted for review. 12. Due to the schematic nature of the drawings, we are unable to review the design for conformance with the seismic provisions for structural steel buildings. See UBC Section 2213. Notable among these provisions are the following: a) Fully -restrained connections at the moment -resisting frames with the design strength to resist a combination of gravity loads and • o times the design seismic forces (or equivalent), per UBC Section 2213.6. b) Slenderness limitations at the concentric braced frames, per UBC Section 2213.8.2. c) Concentric braced frame connections with the design strength to resist a combination of gravity loads and • o times the design seismic forces (or equivalent), per UBC Section 2213.8.3.1. r.r.. ..,,:.e:.u.���er;.L,�:�:w^,‘,...::�...c.:..:. ,�.....:.i'.J.tt..,.:;:,�:.�.',�uy ,s,.w•.,.wtr�a„a1s:.:d..,� Reid iddleton t 1 Mr. Bob Benedicto City of Tukwila June 23, 2003 File No. 26-03-005-015-01 Page 4 d) Nonconcentric ordinary braced frames with the design strength to resist a combination of gravity loads and • o times the design seismic forces including secondary forces resulting from eccentricities, per UBC Section 2213.8.4.3. Note that the exception for one- and two-story buildings in UBC Section 2213.8.5 should not be applied to the portion of the structure west and south of the playfields since the Main and Upper floors result in the equivalent of a three-story structure in these areas. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Phili ►'Brazil, P.E., S.E. Senior Engineer vls\26se\planrevw\tukwila\03\t015r 1.doc\prb cc: Jim Hanford, Carlson Architects Allen Tucker, Engineers Northwest Reid iddleton June 6, 2003 Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Starfire Sports — Building (D03-170) Dear Mr. Swanson: Steve Lancaster, Director Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. Your office is currently reviewing the foundation plans for the building (Permit No. D03-141). If you should have any questions, please feel free to contact me at (206)431-3672. Sincerely, Permit Coordinator encl xc: Permit File No. D03-170 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 :xt Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431-3670 Fax: (206) 431-3665 Fax To: City Of Tukwila 011/1-f64--- From: �WYvi-rda. Fax: 1,01P -1W-416040/ Date: Phone: Pages: Re: 4/213ves-- Urgent 0 For Review 0 Please Comment [Please Reply 0 Please Recycle •Comments: /keYifLoJ-e /4 ry Rum b CUJP-- 20r., • (o GCmcJ� TRANSMISSION RESULT REPORT (JUN 03 '03 03:05PM) TUKWI DCD/PW (AUTO) THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION TEL NO. PAGE RESULT 008 MEMORY TX 9* -2067284661 08/08 OK ERRORS 1) HANG UP OR LINE FAIL 2) BUSY Department of Community Development 8300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431.3670 Fax: (206) 431-3665 3) NO ANSWER 4) NO FACSIMILE CONNECTION City Of Tukwila phone: Re: Pages: 0 Urgent [D For Review D Please Comment I ,_P,leaase Reply 0 Please Recycle June 3, 2003 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Jim Hanford Carlson Architects 2111 Third Avenue Seattle, WA 98121 RE: Letter of Incomplete Application #1 Development Permit Application Number D03-170 Starfire Sports - Building 6800 Fort Dent Way Dear Mr. Hanford: SENT VIA FAX — 206-728-4661re 2 = F: _wiO 00 wo w= -I 1_ uO u_¢ =a I- III Z= t-0 zH This letter is to inform you that your permit application received at the City of Tukwila Permit Center on N June 2, 2003, is determined to be incomplete. Before your application can begin the plan review process Op H the following items need to be addressed. = v -O w z U= 0 z Building Division: Ken Nelsen, Senior Plans Examiner, at (206)431-3676, if you should have any questions regarding the following: 1. Provide energy code lighting calculation; 2. Provide reflective ceiling plan showing compliance to lighting calculations; and 3. Clarify on the plans and details portions of the building noted to be semi -heated per energy code form. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431-3670. Sincerely, Brenda Holt, Permit Coordinator encl File: Permit File No. D03-170 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Bergqist ttrvI!!! 27207 8th Avenue S P.O. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253.941.9499, e-mail: RBergqu510@aol.com March 11, 2003 Mr. Christopher G. Slott Starfire Sports PO Box 48599 Burien, Washington 98148 Re: Subsurface Exploration and Engineering Evaluation Proposed Fort Dent Soccer Complex South End of Fort Dent Park Tukwila, Washington BES Project Number: 200301, Report 3 Dear Mr. Slat As requested during the meeting at Carlson Architects on Mach 7, 2003 we are providing the estimated load carrying capacity of a single 24 -inch diameter, augercast pile to be used for support of the main building. Based on the subsurface soil conditions, we estimate that a single, 24 -inch diameter, augercast pile should develop an allowable load carrying capacity in the range 75 to 80 tons if the tip is placed at about 55 feet below existing ground surface elevation. If you have any questions concerning this report, or if we may be of further service, plea - • tact us. Copies to: Addressee (3) Sincerely, Bergquist Engineering Services Richard A. Bergquist, P.E RECEIVED CITY nF T IKenill r JUN 0 2 2003 PERMIT CENTER 7-EOV[�n JUN - 6 2003 P0. GEOTECHNICAL ENGINEERING AND CONSTRUCTION INSPECTION City of Tukwila Washington Resolution No. /i A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF TUICWILA, ' WASHINGTON, ALLOWING FOR THE ADMINISTRATIVE VARIANCE TO TUKWILA MUNICIPAL CODE CHAPTER 16.52 AND ALLOWING FOR THE WET- FLOODPROOFING OF TIIE STARFIRE ATHLETIC CENTER. • WHEREAS, the City of Tukwila has entered into an agreement with Starfire Sports to develop and operate park athletic, recreation and associated facilities at the Fort Dent Park; and WHEREAS,%portionofFort.Dennt Pai-k•a're.within the Green River'floodplain; and WHEREAS, the City of Tukwila participates in the National Flood Insurance Program and this program requires the City to adopt floodplain management standards and a floodplain construction permit process; and WHEREAS, the proposed Indoor Athletic Center does not meet the federal standards for floodplain construction in accordance with Chapter 16.52 of the Tulcwila Municipal Code, dry floodproofing methods must be used; and WHEREAS, Starfire Sports has requested a variance that would allow for wet-floodproofing of the Indoor Athletic Center, an acceptable alternative under limited situations; and WHEREAS, The City of Tukwila has adopted the U.S. Army Corps of Engineers Flood -Proofing Regulations, the Federal Emergency Management Agency (FEMA) Floodproofing Standards, and the Federal Insurance Administration (FIA) Regulations which allow the City to grant wet-floodproofing variances to those standards and requirements if certain criteria are met as found in FIA Section 1910.6(a) of FIA Regulations; and WHEREAS, the proposed Starfire construction meets all of the FEMA wet-floodproofing variance criteria, to wit: wet-floodproofing will not alter the actuarial rating of the Athletic Center for flood insurance purposes, will not subvert the goals of flood plain management, the Athletic Center will have elevated offices, restrooms, and concession area, and all components subject to flood damage will be at least one foot above the base flood elevation, and the federal standard (dry-floodproofing) would cause an exceptional financial hardship; NOW THEREFORE, THE CITY COUNCIL 01? THE CITY OF TUKWILA, WASIIINGTON, DO HEREBY RESOLVE AS FOLLOWS: Section 1. The above Whereas recitals are herein adopted as findings of fact. Section 2. The Public Works Department is hereby authorized to grant a flood zone permit allowing for wet-floodproofing of the Starfire Athletic Center. Wet-floodproofing shall be an administrative variance to Tukwila Municipal Code 16.52 due to the compelling public policy reasons stated above. PASSED BY THE CITY COUNCILOF THE TY OF TUKWILA, WASHINGTON, IINGTON, a t a vleeting thereof this o? 3 day of , 2003. ATTEST/ AUTHENTICATED: ne E. Cantu, CMC, City Clerk Pam Carter, Council President ROVED AS TO FORM BY: ' ice---_ Office of the City Attorney Resolution Starfire 6/19/03.doc Filed with the City Clerk: l —/9— Passed by the City Council: ,Z 3 -D . Resolution Number: / 6' 24. Doi - iso PERMIT COORD COP PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-170 PROJECT NAME: STARFIRE SPORTS DATE: 10-12-04 SITE ADDRESS: 6800 FORT DENT WAY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 5 afte permit is issue DEPARTMENTS: 19_ 6I ? 400 /0 ^fg-of Build Division Fire Prevention Public Worksvik Structural ❑ Mc A2' /0-1, Planning Division Permit Coordinator itt DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE: 10-14-04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: TUES/THURS R9(JTING: Please Route 1J Structural Review Required ❑ No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11-11-04 Approved D Approved with Conditions Not Approved (attach comments) 0 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: Documents/routing sllp.doc 2-28-02 PERMIT COORD COPY PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-170 PROJECT NAME: STARFIRE SPORTS DATE: 10-04-04 SITE ADDRESS: 6800 FORT DENT WAY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 4 after /ire permit is issued DEPARTMENTS: Build tsi Public Works n Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator lk DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ DUE DATE: 10-05-04 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: TUES/THURS ROILTING: Please Route lE .( Structural Review Required 0 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11-02-04 Approved Q� Approved with Conditions 0 Not Approved (attach comments) 0 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff Initials: Documents/routing slIp,doc 2.28-02 PERMIT COORD COPY PLAN REVIEW%ROUTING SLIP ACTIVITY NUMBER: D03-170 DATE: 8-11-04 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WY _ Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 3 After Permit Issued DEPARTMENTS: Building Division Public Works yam Fire Prevention Structural n n tP V6)&1 Planning Division Permit Coordinator sk, DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 81.2-04 Complete Comments: Incomplete Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg D Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS RODUTING: Please Route FV Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS ,CORRECTIONS: DUE DATE: 9-9-04 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2-28.02 CO PLAN REVIEWO/ROUTING SLIP ACTIVITY NUMBER: D03-170 DATE: 8-11-04 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # _2 After Permit Issued DEPARTMENTS: Building Division n Public Works Oft Fire Prevention Structural n Planning Division _ Permit Coordinator 111 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 8-12-04 Complete Incomplete n Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 9-9-04 Approved Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2.28-02 19,4,,"! ssy"y`+i),'Z0 4 it V- EMI COPY PLANPREVIEW%ROUTING SLIP ACTIVITY NUMBER: D03-170 DATE: 07-06-04 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 afters permit is issue DEPARTMENTS: Build ivisibn'"'I Public Works���� V r1.() �lv 40C/ 7-15'4 Fire Prevention C Plan ing ivision Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 07-08-04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Di Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved 0 Approved with Conditions DUE DATE: 08-05-04 Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: Documents/routing slIp.doc 2.28-02 PERMIT COORD COPY PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-170 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY DATE: 02-06-04 Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision #after/before permit is issued DEPARTMENTS: Building Division Fire Prevention pp�� Ae t-(-- ❑ Planning Division Public rks ino U IN, [8- Structural ❑ Permit Coordinator X DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02-10-04 Complete ig Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: TUES/THURS TING: Please Route II Structural Review Required 0 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved 0 Approved with Conditions DUE DATE: 03-09-04 Not Approved (attach comments) 0 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use On/y CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY 1404Gw g 4''04'4',10fArl6 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-170 DATE: 10-14-03 PROJECT NAME: STARFIRE SPORTS - BUILDING SITE ADDRESS: 6800 FORT DENTY WY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after/before permit is issued DEPARTMENT�`�(l, / r 60 Buildmal Division c{- Pul6Wir /iUlar'i1 ©l7-17123 14ji, ed 12.- 17-63 Fire Prevention ❑ Planning Division Structural 0 Permit Coordinator 461te DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-16-03 Complete [� Comments: Incomplete 0 Not Applicable 0 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined'incomplete: Bldg 0 Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route d Structural Review Required 0 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11-13-03 Approved 0 Approved with Conditions 0 Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: /2-"2-2-6�J Departments issued corrections: Bldg ❑ Fire ❑ PIngg PW [ Staff Initials: gi‹-.5 Documents/routing sllp,doc 2.28.02 r.:`i./'CA.C'�tk:r:i�.fiNIYO..ITr:'••otYl�:s•'.�leu-�v............ PERMIT COORD COPY PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-170 DATE: 06-05-03 PROJECT NAME: STARFIRE SPORTS - BUILDING SITE ADDRESS: 6800 FORT DENT WY Original Plan Submittal X Response to Incomplete Letter # 1 _ Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: 8-x o, M i) at i -ii -o3 Buil in 'visio © Fire Prevention ❑ Planning Division Pub�'c,y�,o�j s j Structuraly 11 1 [� Permit Coordinator X V t"Y'' (`�0 /�t �- ['303 1' - -�/�- DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06-10-03 Complete [( Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LEITER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS RO9TING: Please Route [Structural Review Required [D1 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07-08-03 Approved 0 Approved with Conditions 0 Not Approved (attach comments) ILI Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 6 -� ' Departments issued corrections: Bldg Fire 0 Ping PW Egi Staff Initials: Documents/routing slIp.doc 2-28-02 PERMIT COORD COPY u -:t; ;.',7,41:u.,.pis.`w'4u"411c+4,4,W4Z.44gS *1.4,0 GOURD COi-Y PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-170 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 15000 INTERURBAN AV S DATE: 06-02-03 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building P vi" ion C Public Works (n t-3-6 .M 1 Attic' —Z -e-03 Fire Prevention Planning Division Structural 0 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 0 Incomplete Ock DUE DATE: 06-03-03 Not Applicable 0 Comments: Permit Center Use Only 2 INCOMPLETE LETTER MAILED:-3•-D?J' LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg p_ Fire 0 Ping 0 PW 0 Staff Initials: 6*, TUES/THURS ROUTING: Please Route 0 Structural Review Required 0 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07-01-03 Approved ❑ Approved with Conditions 0 Not Approved (attach comments) 0 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: I ERMIT COOR[) ‘OH' Documents/routing slip.doc 2-28.02 i'. ....A ...•-.4 /sli.'+ `^ai,;: a r.+e, io5te:dtt`,iirw}:LL«f t • PROJECT NAME: .57 4 -"VW t=5)0/e75- Site Address: t too /T= 2e` Gvy- PERMr\JO:. .1-3"17c) Original Issue Date: e -D5' REVISION LOG Revision No. 1 Date I Received I Staff t Initials I Date Issued Staff Initials I 7-4. oy s -- 27-G y 1 sk_S _ Summary of Revision: %aecr),,,2a.G,vazidee,.�,d ok2sl-41ti 4`x,_6 da,' ". xa . ' e$5 It ialw-e.,,,a-...-) Received Lwi 4264 .' .e.e-e-41,/;‘,...-y e4 _ , / e ., , ,a7a,r_L-444,4 .„---/-v-6_„7 By: Summary or Revision: .. To iptease print) Revision No. I Date I Stan Received I Initials Date Issued Staff Initials 2 2. I s-1/-Dx .?-0 evil/4 Summary of Revision: flat) &„taiAd,,,,,:,,, 4,,,dyd. kat-. pad- . J. Received By:71 1744_0;., l.✓,//Lecaan (¢lease pridt) Revision No. . Date Received Date Received Staff Initials Date Issued Date ► Staff Issued I Initials If -i 1 ,/i�t- %a6 jetrizsta, dads,4,(4)",/,./p',O ,e Q ,� �e,- Summary of Revision: �lKcLe%� / /Z 1j / �� /43 feY Summary or Revision: .. L• / //17 *I/3d _ Tr /. ' /1"./o/t2 Received By:i 74c," /iJvAeccD,o , (please print Revision No. Date Received Staff Initials Date Issued Staff Initials V I /4-0C/.� y . 1 Lit (4) Summary of Revision: ,/i�t- %a6 jetrizsta, dads,4,(4)",/,./p',O ,e Q avc z 4-2..3 3�aat- /08'i3 max.. r s-•�eaa4. • -2 Z. Received By: ScDn WiA,c Summary or Revision: .. please print Revision No. Date Received I I Staff Init'iialls Date Issued I Staff Initials 5-. /f! V -QV I iZ7 I Summary or Revision: .. L• / //17 *I/3d _ Tr /. ' /1"./o/t2 Received By: ..:774s:.....-, / / e (( 9 se pri �rh City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10' { ' Plan Check/Permit Number: DQ`) " 1'10 0 Response to Incomplete Letter # 0 Response to Correction Letter # 131 Revision # 5 after Permit is Issued i Project Name: 5 1\' ) : r- ' IL C ECO ,17-r Project Address: ' /,L' Phone Numbe6 •-1 �1 I ' Contact Person: 1-1-7Z'Ej/O1}�� Summary of Revision: API) FE5TiZeO)Y‘ -OH ypom 12E- la313CEI1lEt� CITY OF TUKWILA OCT 1-2 2004 PERMIT CEI,rrrR Sheet Number(s): i ' Z .2 A - "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ig Entered in Sierra on %D"- 7'0Y 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the snail, fax, etc. Date: 10/V09 O Response to Incomplete Letter # O Response to Correction Letter # • Revision # Plan Check/Permit Number: after Permit is Issued 0o3 -iso Project Name: 1--\1?_..) '5:- 3fb5 6- J1 JLD) li Project Address: 4 eco rbiL1 li4i Y Yf1/ Contact Person: --1-1-2V,1, ...--liMi -b Phone Number: zl•41 . b Summary of Revision: A-2• , 4 1D8 P -L ' 2 r RECEIVED :ITv (1R Tl IKN 4 PERMIT CENTER Sheet Number(s): -2.Z,A-2.3 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: nTI Entered in Sierra on /() o`i( `�I f 08/30/00 • AUG 04 '04 03:55PM TUKWILA DCD/PW City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 P.2/2 ITORWORagial r � we; Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: S-li—�� Plan Check/Permit Number: D03-170 Response to Incomplete Letter # ❑ Response to Correction Letter # Ed Revision # 99 after Permit is Issued ID Revision requested by a City Building Inspector or Plans Examiner Project Name: StarFire Soccer ComD1e at Fort Dent Park Project Address: 6800 Fort Dent Way, Tukwila, WA 98188 Contact Person: Bruce Dees Phone Number: (253) 621-7947 Summary of Revision: The dumpster location shown on the permit drawings is too small to accommodate the required dumpster. Furthermore. the location is less than desireable aesthetically. The proposed location _provides more spade. is_fl_asily_arressibje for pickup, and does not detract from the aesthetics of the building or site as the proposed wall will hide the dumpster. RECEIVED � TI (ITV C1 fl PERMIT CENTER Sheet Number(s): Sheet C1.4 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: crj Entered in Permits Plus on S.- czven4+`.IS.YtK' 144-6(4-- 08/06/03 AUG 04 '04 03:55PM TUKWILA DCD/PW City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 r• 01101 lea J 472,10,,aV fl D r13 1P14, ?ar! P. 2/2 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D03-170 Response to Incomplete Letter # (D Response to Correction Letter # • Revision # j. after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: StarFire Soccer Complex at Fort Dent Park Project Address: 6800 Fort Dent Lay . Tukwil a, WA 98t8 Contact Person: Bruce Dees Phone Number: (2 59) 6_97-7947' Summary of Revision: Catch basin added to existing parking lot t9 d a; n an existing low point which became apparent after construction started. RECEIVED nrry OP TI IKWII n PFPA4IT Sheet Number(s): Sheet C3.. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 03 Entered in Permits Plus on 8- 08/06/03 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 01 Plan Check/Permit Number: 1 0- 1 I 0 0 Response to Incomplete Letter # 0 Response tt Correction Letter # [}g Revision # ' 1 after Permit is Issued Project Name: M 6 -r - f -r1 ) r°rS Project Address: be›oo 1 T HT hT � Contact Person: 12. ri r Phone Number: 14 . Z.06C Summary of Revision: 144/k) ,} + Oryp.. j2. L3yt13...&a..c �p ilzvv_i_4) -TT krr.,_ ).)e:),A, vrsmoi/ki. ek.toot, ?`444 S r� Zoef �q Sheet Number(s): A221 A A -0.1 , A ` 10 . "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 08/30/00 ;.:4i61%.1-" ' City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: '$ 2.% Plan ChecklPermit Number: D03-170 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Starfire Sports Project Address: 6800 Fort Dent Way Contact Person Jim Hanford Phone Number '2.'. 4 41. a Summary of Revision: 72,5.6•Foliss, .AN N l ri C? eepre1r c 1( CSG'. F..-s)901-k.S.- 0 W,DvzKS Pie4.4vtyc7s. RECEIVED CITY CFTUKWILA FEB fi b JJ04 PERMIT CENTER Sheet Number(s): 2 ��`� .�rir6f.P5U 11)1A1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: kEntered in Sierra on ..•-•-•6* i5.1'iE±?s i iMv::is 41.44i4u104.S#::,:.ax:, 12/22/03 Ci of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 ��'�i.�*� w�a;;i.;.l:.'.'.';i-'-�•''zi-�ti;Y:.?r.» c • 'T.+z.(t,� +t '1, F. ,: !.w;+�:, t!.. +�-b t:�v,�tJt✓,,;.4 •gyp+'•' • vY:t�: J LJ-•,�q �',�"iii=1.'+ kali,7z- .:ii 1+r.,yjl7, 'F- +:r., :d' t' V41;v7:1)."'t rAt i' sv Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l (1:703 Plan Check/Permit Number:1XY3"1r10 E Response to Incomplete Letter # Response to Correction Letter # 1 [l Revision # after Permit is Issued Project Name: S1 , (.fO "S Project Address: r6 t `AY Contact Person` iii . �[ C i # f Phone Number: 2-2)6.11). 3066 Summary of Revision: RECEIVED v TYOFTUKWIIA CT 142003 PERMIT CENTER Sheet Number(s): OPAL, 4 A 1TerJYD S PIMIED A 0" "Cloud" or highlight all areas of'revision including date of revisi Received at the City of Tukwila Permit Center by: cY Entered in Sierra on iew/ '03 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 r. v i Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: io 15/0B Plan Check/Permit Number: D03-170 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued /CA Project Name: STARFIRE SPORTS — BUILDING PFRMircE .ER Project Address: 6800 Fort Dent Wy Contact Person: Jim Hanford Phone Number: ciooliel Summary of Revision: it :�• • • .I • Cv • )I`'! €4 D( r • DS im> S L ! a IP • D P' 11 /c - .. War ft_► �)-1 F1 a i. WI 1.L I + G' Ns 1A Ai- 1r kg i et ISA 11 !t Sheet Number(s); 1A - Q. Z "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by; Entered in Permits Plus on �a3 ts6:lcest.;%i.sa4ti :li a:i :itisisi,�t .SC1?ak4Z1:£ OF' 11-)-- 06/03/03