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05-5496 (SOTB) Seismic CalcsSEISMIC CALCULATIONS FOR BLEACHER SEATING BOB HOPE CHRYSLER CLASSIC 2006 CLASSIC COURSE AT NORTH STAR CALIFORNIA Q�pFESSIpN rr C No. 39212 z CITY OF LA QUINTA Exp BUILDING & SAFETY DEPT. sf CI APPROVED OF JOB: DATE: 05211 12-1-05 JOE P. HILL, P.E. 1 BY: CHD: CONSULTING STRUCTURAL ENGINEERING SHEET KRC J PN OF Jph TABLE OF CONTENTS LOAD ANAYLSIS INFORMATION............................................3 - 8 SEAT BOARD/FOOTBOARD DESIGN.....................................9 -10 HANDRAIL/GUARDRAIL DESIGN............................................11 -12 SEISMIC DESIGN OF BLEACHER FRAMES ..........................13 -15 MUD SILL DESIGN....................................................................16.-19 RISA MODEL SUMMARY.............................................................20 RISA MODEL - 4 ROW BLEACHERS...................................21 - 27 RISA MODEL - 7 ROW BLEACHERS............... me 28 - 43 RISA MODEL - 10 ROW BLEACHERS..................................44 - 62 RISA .MODEL - TYPICAL ADA,,R:AMP,, ...,..,,..:.:...:::::x............63 - 67 RISA MODEL - SKYBOX PLATFORM...................................68 - 92 RISA MODEL - MAIN AREA PLATFORM .............................93 - 109 RISA . MODEL - BOB HOPE PLATFORM.............................:110 - 151 RISA MODEL - TIERED PLATFORM........!:..::...:...:...::........152 - 187 U1Ji1liuhtlt+��a1.� r JOB: DATE: 05211 12-1-05 JOE P. HILL, P.E. ByKRC CID: CONSULTING STRUCTURAL ENGINEERING SHEET 2• OF JPN T & B EQUIPMENT CO. INC. LOAD TEST ANALYSIS - I. ANALYSIS DESCRIPTION ANALYSIS OF A TYPICAL TEMPORARY BLEACHER SYSTEM. ANALYSIS TC PROVIDE SUPPORT REACTION AND MEMBER STRESScS FOR VERTICAL AND TWO -DIRECTIONAL SWAY FORCES. II. DESIGN PARAMETERS A. DESIGN LOADS BLEACHER IOOPSF✓ VERTICAL 24PSF Vo PARALLEL TO SEAT IOPSFyi PERPENDICULAR TO SEAT B. MATERIALS TUBING : STEEL E - 30,000 KSI G = 12,000KSI FY - 50,OOOKSIV JACKS : STEEL C-1018 C.R. E = 30,000 Ksl G = 12,OOOKSI FY = 70,000KSI PLATES : STEEL A"= 6 E - 30,000 KSI G 12,000% 3. . --- Wu u Ill. MEMBER ANALYSIS A. ADJUSTABLE SCREW JACKS Ti4RrAnt.(i PAR LLVC'-lK*! NVI roWit 10 lAu t SHEET 2 1. DIA. THREADED BAR C 1018 C . STEEL FY - 70 KSI A = 1.485 IN2 0.17551N4 0.2552 IN2 R = 0.3437 IN 18" REQUIRED EXTENSION SUPPORT FRAME F -B -BRACING SEAT FRAME LUMBER DL. (L X 42*) f 2 + 4;5.2#) 50# + 200# 354.8# SAY !,Oo# SHEAR = 24* / FT. x 61 x 4 Rows 576.LBS. VERTICAL LOAD 6' X 6' X 100# FTZ 3600 LBS. 511 AxIAL Logo DuE = 16' x 576# / 6' TO SWAY FORCE = 1536 LBS. PAXIAL - L00# + 3600#, + 1536# = 5536 LBS. FA = 5536# / '.4Q5 IN'- - 3728 Psi. MMAX - 576# x 12" (MAX. EXTENSION) - 6 912 IN -LBS. °�e = 6912 IN -Les. / 0.2552 IN3 = 27.084.6 PSI. 3728 P51. + 27 084.6 PSI. - 36000 PSI. 36,000 PSi. C.86 < 1.0 OK 2.) BASE PLATE (STEEL A-36), ' I• c I I I I 0.86 T13 x 5.536 K. / (36 IN2) x (2. i875")Z i 21.6 K. T FP = 5536# / 36 INZ 153.8 PSI. 22,144 FSF. TBCSEPLATE = ^. 0.3125 IN 0.321N OK 5. f HVL uCA U : SHEET 3 m BLEACHER SUPPORT FRAME 1.) LONGITUDINAL DIRECTION Ty (STEEL) = 50,000 PS I vo, r 0.17, %;ALL T7 I JjA' p. OD']' WALL A.) VERTICALS it 5/3" X 0.09' WALL) A = 0.434 IN2 0.128 1* S = 0.158 IN3 R = 0.543 IN AXIAL LEG LOAD FA = 55!6# / 0.434 INZ 12,755 psi. KL/R = 48"/0.543" 88.4 QlAr-,0NAL Q I Y x 0.073" WALL A = 0.270 wz 1 0.0471N4 S 0,0751N3 R = 0.410 IN 9 r"UL Un-/ Y, I SHEET 4 PANEL SHEAR = 1152 LBS. (CONSERVATIVE) FA = 1152# x 76"/72" 0 DIAG.) 1216 LETS. FA = 1216#/0.27 IN2 4503.7 Psi. F4 rI2 x 30,000,000 1 (76" ; 0.416")2 8871.2 > 4503.7 Ox 2.) LATERALLY LOADED A.) VERTICALS (I 5/8" X 0-09" WALL) A = 0.434 IN2 I = 0.128 IN4 S = 0.158 IN -3 R - 0.543 IN ?AXIAL = 400# (D.L.) + 3779# + 48# = 4227 Les. M = 563 IN -LBS. FA = 4227# / 0.434 IN2 = 9740 PSI. o e = 563 IN -LBS. / 0.158 IN3 - 3563 PSI. FA = 17,282 Psi. FB = 2/3 - 50 (0.' / 0 51.5" )2 1530 x 1000 = 20,565 Psi. 9740 X 50,000 Psi. 17,282 + 5363 = 0.824 < 1.0 0K 20,565 7. SHEET 5 5 PAGE 0 0 ; SHEET 6 B.) DIAGONAL CI 1/4' X 0,073" WALL')' PAXIAL - 1078 LBS. FA = 1078 LBS. / 0.27 1,,42 399.3 PSI. FA 8871.2 PSI. > 3993 ?5I. OK C-) HAUNCH BRACING BETWEEN FRAMES CI I/4° X 0.0$611 WALL) A = 0.3-14 IN2 1 = 0.05/ IN4 c = 0.0861N3 = 0.412 IN PaxIAL = 350# FA - 350# / 0.314 IN I' 15 pSI. M = 1091N -LBS. ae = 109 IN -Les. / 0.086 IN3 1267.4 PSI. Ell 13p BLEACHER SEAT BOARDS AND FOOT BOARDS MATERIAL: 2x10 NOMINAL - NO.1 SOUTHERN YELLOW PINE Fb = 1850 PSI Sx = 3.469 IN' E = 1700000 PSI Ix = 2.602 IN° LOADING REQUIREMENTS: DL = 3 PLF'-' LL = 120 PLF v CD = 1.25 SEVEN DAY TEMPORARY LOADING SPAN: L = 6 FT MAX. WITH 3 SPAN CONDITION TYP. SUPPORTS: SUPPORTED EVERY 6 FT AND CLAMPED AT EVERY 18 FT. Fb- = Fb - CD = 2312.5 PSI M = 1/10 (DL+LL) L2 = 442.8 LBS -FT REQD Fb = M/S), = 1531.74 PSI REQD Fb < Fb' OK DEFLECTION: MAX LL DEFLECTION = L/200 = 0.36 IN LL DEFL = [(LL) " L°] / [386 " E ' I] = 0.157 IN LL DEFL < MAX LL DEFL OK USE: 2x10 NOMINAL SEAT/FOOT BOARDS TYP. JOB: DATE: 05211 12-1-05 JOE P. HILL, P.E. SHEET 9• of BY: CHD: CONSULTING STRUCTURAL ENGINEERING KRG J F=H Table 411 Design Values for Visually Graded Southern Pine Dimension Lumber (2"-4" thick)IX3,4 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4B ADJUSTMENT FACTORS Design values In pounds per square Inch (psi) Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Grading Species and size Bending to grain to grain to grain to grain Elasticity Rules commercial grade classification Fp F, F, Fai F. E Agency SOUTHERN PINE Dense Select Structural 3050 1650 175 660 2250 1,900,000 Select Structural 2850 1600 175 565 2100 1,800,000 Non -Dense Select Structural 2650 1350 175 480 1950 1,700,000 No.1 Dense 2000 1100 175 660 2000 1,800,000 No.1 1850 1050 175 565 1850 1,700,000 No.1 Non -Dense 17DO 900 175 480 1700 1, 00,000 No.2 Dense 2'-4" wide 1700 875 175 660 1850 1,700,000 No.2 1500 825 175 565 1650 1,600,000 No.2 Non -Dense 1350 775 175 480 1600 1,400,000 No.3 and Stud 850 475 175 565 975 1,400,000 Construction 1100 625 175 565 1800 1,500,000 Standard 4' wide 625 350 175 565 1500 1,300,000 Utility 300 175 175 565 975 1,300,000 Dense Select Structural 2700 1500 175 660 2150 1,900,000 Select Structural 2550 1400 175 565 2000 1,800,000 Non -Dense Select Structural 2350 1200 175 480 1850 1,700,000 No.1 Dense 1750 950 175 660 1900 1,800,000 No.1 1650 900 175 565 1750 1,700,000 No.1 Non -Dense 1500 800 175 480 1600 1,600,000 No.2 Dense 5'-6' wide 1450 775 175 660 1750 1,700,000 No.2 1250 725 175 565 1600 1,600,000 No.2 Non -Dense 1150 675 175 480 1500 1,400,000 No.3and Stud 750 425 175 565 925 1,400,000 SPIB Dense Select Structural 2450 1350 175 660 2050 1,900,000 Select Structural 2300 1300 175 565 1900 1,800,000 Non -Dense Select Structural 2100 1100 175 480 1750 1,700,000 No.1 Dense 1650875 175 660 1800 1,800,000 No.1 1500 825 175 565 1650 1,700,000 No.1 Non -Dense 8" wide 1350 725 175 480 1550 1,600,000 No.2 Dense 1400 675 175 660 1700 1,700,000 No.2 1200 650 175 565 1550 1,600,000 No.2 Non -Dense 1100 600 175 480 1450 1,400,000 No.3 and Stud 700 400 175 565 875 1,400,000 Dense Select Structural 2150 1200 175 660 2000 1,900,000 Select Structural 2050 1100 175 565 1850 1,800,000 Non -Dense Select Structural 1850 950 175 480 1750 1,700,000 No.1 Dense 1450 775 175 660 1750 1,800,000 No.1 1300 725 175 565 1600 1,700,000 No.1 Non -Dense 10' wide 1200 650 175 480 1500 1,600,000 No.2 Dense 1200 625 175 660 1650 1,700,000 No.2 No.2 Non -Dense 1050 575 175 565 1500 1,600,000 No.3 and Stud 950 600 550 175 480 1400 1,400,000 325 175 565 850 1,400,000 Dense Select Structural 2050 1100 175 660 1950 1,900,000 Select Structural 1900 1050 175 565 1800 1,800,000 Non -Dense Select Structural 1750 900 175 480 1700 1,700,000 No.1 Dense 1350 725 175 660 1700 1,800,000 No.1 1250 675 175 565 1600 1,700,000 No.1 Non -Dense 12' wide' 1150 600 175 480 1500 1,600,000 No.2 Dense 1150 575 175 660 1600 1,700,000 No.2 975 550 175 565 1450 1,600,000 No.2 Non -Dense 900 525 175 480 1350 1,400,000 No.3 and Stud 575 325 175 565 825 1,400,000 10. AMERICAN FOREST & PAPER ASSOCIATION Jph HANDRAILIGUARDRAIL DESIGN TYPICAL GUARDRAIL: 1200 " R, = 100 LBS jp2 R2 = 100 LBS RT = 200 LBS Raj I R4 NOTE: DUE TO CONSTRUCTION VERTICAL LOAD WILL DISTRIBUTE TO LOWER HORIZ. MEMBER. / � - c� VERTICAL LOAD: fl/ 200 LBS ANY POINT/ ANY DIRECTION /HORIZONTAL LOAD: LBS ANY POINT/ ANY DIRECTION 1/2" DIA. STUD BOLT VALLOW = 2827.53 LBS USING FV = 14.4 KSI THEREFORE 1/2" DIA. STUD OK HORIZONTAL MEMBER: 1.25" DIA x 0.073 W:T. ROUND TUBE AF = 0.270 IN' Fy = 50.0 KSI SF = 0.0751 IN Fv = 14.4 KSI IF = 0.0470 IN FT = 20.0 KSI E = 29x106 PSI SHEAR: V = 100 LBS AR = 0.0104 IN AF = 0.27 IN. OK FLEXURE: M = 150 FT -LBS TOP & BOTTOM HORIZ. DISTRIBUTION SR = 0.060 IN SF= 0.0751 IN OK DELTA TL = (.02681) / 1 0.0470 = 0.5705" -> L/126 OK JOB: DATE: 0521.1 12 -1- OS JOE P. HILL, P.E. BY: CHD: CONSULTING STRUCTURAL ENGINEERING SHEET �` of KiRC J F=H t3 JOB: 0521-1 BY: KRG SEISMIC DESIGN - BLEACHER FRAMES CA BLDG CODE 1630.2: DESIGN BASE SHEAR - STATIC FORCE LOCATION: PALM DESERT, CALIFORNIA (ALSO, -011[Nl%A=AND=BERM.U.DA=DUNE-s;.cALIFORNIA) SEISMIC ZONE: 4 Max. Bleacher Height = tl SEISMIC ZONE FACTOR Z: 0.40 SOIL PROFILE TYPE: SD SEISMIC TYPE SOURCE: A Na = 1.1 SEISMIC COEFFICIENTS: 12.50 FT ( Approx.7.5km to San Andres fault) N„ = 1.4 Ca=0.44*Na= 0.484 C„=0.64*N„= 0.896 Ct = 0.020 T = C, (h„)314 = 0.13 R = 5.6 Ordinary Steel Braced Frame 1 = 1.0 ✓ Standard Occupancy Structures SEISMIC BASE SHEAR (EQ'NS 304, 30-5, 30-6 AND 30-7) V = Cv I W (R T) _ 2.5 Ca I W V MAX - R V MIN = 0.11 Ca I W V = 1.20 W V MAX = 0.22V/W <<< CONTROLS V MIN = 0.05 W In Seismic Zone 4: _ 0.8ZN„I W VMIN= 0.08 W V MIN - R ***SEE CHART FOR ALL BLEACHER TYPES ON NEXT PAGE OF CALCULATIONS**' DATE: 12-1-05 JOE P. HILL, P.E. cHD: CONSULTING STRUCTURAL ENGINEERING SHEET 1 of a IP3 l3i* LrA MUD SILL TO GROUND (ASPHALT) CONNECTION ANCHORS ONLY AS GOOD AS ASPHALT/GROUND. USING 1/4" DIAMETER STAKES, AF = 0.0491 IN` Fv= 0.40 * 36.0 KSI = 14.40 KIPS VALLOW = AF * Fv = 707.11 LBS VALLOW / VPOST - 8.15 CONCLUSION: ATTACHMENT OF MUD SILL TO ASPHALT USE ONE (1) 1/4" DIAMETER STAKE WITH A MINIMUM OF 8" EMBEDMENT AT EVERY 8TH MUD SILL BASE. ENGINEERING JUDGEMENT: DUE TO THE TEMPORARY NATURE AND THE SMALL LATERAL FORCES AT EACH SUPPORT BASE, ANCHORS COULD BE ELIMINATED AND ALLOW THE FRICTION FORCES BETWEEN THE GROUND AND MUD SILL TO HANDLE THE SLIDING LATERAL LOAD. THIS MUST BE APPROVED BY THE LOCAL BUILDING OFFICIAL. JOB: DATE: 05211 :12-1-05 BY: CHD: KRG 1 J PN 0 JOE P. HILL, P.E. SHEET 18. OF CONSULTING STRUCTURAL ENGINEERING I TYP SUPPORT POST TYP. MUD SILL TYP BASE PLATE OF BLEACHERS MIN. (2) 16d NAILS MIN. (1) 1/4"(1) STAKE EVERY 8TH BASE. ALTERNATE LOCATION ON BASE. MUD SILL ENGINEERING JUDGEMENT: DUE TO THE TEMPORARY NATURE OF THE BLEACHERS AND THE SMALL SEISMIC FORCES AT EACH SUPPORT BASE, ANCHORS TO THE GROUND COULD BE ELIMINATED. THE FRICTIONAL FORCES OF THE MUD SILL TO THE GROUND IS CREAT ENOUGH TO HANDLE THE LATERAL FORCE AT THE BASE. THIS MUST BE APPROVED BY THE BUILDING OFFICIAL. JOB: DATE: 0521-1 12-1-05 JOE P. HILL, P.E. SHEET 19. OF BY: CHD: CONSULTING STRUCTURAL ENGINEERING KRC JPH RISA MODEL OF 4 ROW BLEACHER DL = 10 PSF L� 00 PSF BAY WIDTH: 6.0 FT BAY LENGTH: 6.0 FT SHORT DIRECTION: PDL+LL = 3960.0 LBS (INTERIOR COL) PDL+LL = 1950.0 LBS (EDGE COL) ***USE 100 LBS MAX PER POST - CONSERVATIVE` MAX. SEISMIC LOADING = ("100 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST LONG DIRECTION: PDL+LL = 3960.0 LBS (INTERIOR COL) PDL+LL = 1980.0 LBS (EDGE COL) MAX. SEISMIC LOADING = 100 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST MEMBER PROPERTIES: COLUMNS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME HORIZONTALS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME VERTICALS => 1.0" OD x 0.073" WALL ROUND TUBE FRAME DIAGONALS => 1.25" OD x 0.073" WALL ROUND TUBE HORIZONTALS => 1.0" OD x 0.073" WALL ROUND TUBE CROSS BRACES => 1.0" OD x 0.073" WALL ROUND TUBE �/Fy = 50 KSI STEEL JOB: DATE: 0521-1 12-1-05 JOE P. HILL, P.E. BY: CHO: CONSULTING STRUCTURAL ENGINEERING SHEET 21 of KRG JPN 07k N ^' Loads: LC 1, DL+LL+SEISMIC Results for LC 1, DL+LL+SEISMIC Joe P. Hill, P.E. KRC 05217 4 ROW - SHORT NODE, MEMBER & LOADING LAYOUT 2 20 13 14 1 Nov 30, 2005 at 3:32 PM 4 ROW - SHORT.R3D Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:33 PM Job Number: 05217 4 ROW - SHORT Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warpin Yes Area Load Mesh(in ^2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 10OF Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E fksil G fksil Nu Therm 1 E5 F Densi ft^3 Yield ksi 1 A569 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets 1 COL 1.625"OD4.09"W... Pie Column ..._...... A569 Ty ical .. .. .434 ...T .128 .a.r_ .— .128 v .257 2 FRAME HORIZ 1.625"ODx0.09"W... Pie Column A569 Typical .434 .128 .128 .257 3 FRAME DIAG 1.25"x0.073"WALL Pie Column A569 Ty ical .27 .047 .047 .094 4 FRAME VERT VNO0.07T WALL Pie Column A569 T ical 213 .023 .023 .046 Joint Coordinates and Temperatures I nk-1 V Ml v r"i 1 N1 12 0 0 0 2 N2 12 5 0 0 3 N3 0 0 0 0 4 N4 0 4.25 0 0 5 N5 6 0 0 0 6 N6 6 5 0 0 7 N7 0 4 0 0 8 N8 0 1.25 0 0 9 N9 6 1.25 0 0 10 N10 3 4 0 0 11 N11 3 1.25 0 0 112 N12 6 4 0 0 13 N13 12 4 0 0 14 N14 12 1.998542 0 0 15 N15 10 1 4.5 0 0 16 N16 10 4 0 0 17 N17 8 4.5 0 0 runt+-.sv version o.uo Il::wrojectsluozi t t$oD dope Classic bleachers ZU0614 ROW - SHORT.R3D] Page 23 . I I 1 4 . . . Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:33 PM Job Number: 05217 4 ROW - SHORT Checked By: Joint Coordinates and Temperatures (Continued) Joint Boundary Conditions Member Primary Data ahal 1 -Ininf 1 Ininf I! In:.d o.,f�febfe.,% ce..f3.,.,10ti.,..e n-;__ I : T....., RAnf...:... 1 M1 N1 N2 COL Pie Column A569 Typical 2 M2 N3 N4 COL Pie Column A569 Typical 3 M3 N5 N6 COL Pie Column A569 T ical 4 M4 N7 N12 FRAME HORIZ Pie Column A569 Typical 5 M5 N8 N9 FRAME HORIZ Pie Column A569 Typical 6 M6 N10 N11 FRAME VERT Pie Column A569 Typical 7 M7 N12 N13 FRAME HORIZ Pie Column A569 Typical 8 M8 N16 N14 FRAME DIAG Pie Column A569 Typical 9 M9 N15 N16 FRAME VERT Pie Column A569 Tipical 10 M10 N17 N18 FRAME VERT Pie Column A569 Typical 11 M11 N19 N20 FRAME HORIZ Pie Column 8569 ___Typical Member Advanced Data Hot Rolled Steel Design Parameters RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\4 ROW - SHORT.R3D] Page 24 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:33 PM Job Number: 05217 4 ROW - SHORT Checked By: ✓Joint Loads and Enforced Displacements (BLC 1 : DL+LL) Joint Label L D M Direction Ma nitude k -ft in rad k's^2/ft 1 N6 L Y -3.96 2 N2 L Y -1.98 3 N4 L Y -1.98 Joint Loads and Enforced Displacements (BLC 2: SEISMIC) Load Combinations Descri tion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 L+LL+SEISMIC YeSl 1 111 1 1..21.71 \/Load Combination Design Descri tion ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 I DL+LL+SEISMIC 1.33 1 1 1vp� vow vow vee Joint Deflections 1 r Jninr I nhul Y r;.i v G-1 '7 r._, 1 1 N 1 0 ... 0 0 0 0 rap -1.015e-2 2 1 N2 .231 -.009 0 0 0 -1.434e-3 3 1 N3 0 0 0 0 0 -6.164e-3 4 1 N4 .228 -.008 0 0 0 -2.688e-3 5 1 N5 0 0 0 0 0 -6.216e-3 6 1 N6 .226 -.019 0 0 0 -6.945e-4 7 1 N7 .22 -.007 0 0 0 -2.603e-3 8 1 N8 .083 -.002 0 0 0 -4.289e-3 9 1 N9 .084 -.005 0 0 0 -4.199e-3 10 1 N10 .22 -.019 0 0 0 4.806e-6 11 1 N11 .084 -.019 0 0 0 1.314e-3 12 1 1 N12 .22 -.015 0 0 0 -7.621 e-4 13 1 N13 .219 -.008 0 0 0 -5.611 e-4 14 1 N 14 .194 -.004 0 0 0 -3a 863 15 1 N15 .223 .02 0 0 0 16 1 N16 .219 .02 0 0 0 17 1 N17 .223 0 0 0 0 18 1 N18 .22 0 0 0 0 19 1 N19 .223 -.017 0 0 0 20 1 N20 .223 -.009 0 0 0 -1.095e-3 RISA -3D Version S.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\4 ROW-SHORT.R3D] Page 25 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:33 PM Job Number: 05217 4 ROW - SHORT Checked By: Joint Reactions I C Ininf 1 �hnl V MI v rLl 7 mi AAV rL Hl AAV rL_ffl AA7 rt, N7 1 1 N1 -.081 2.091 0 LOCKED 0 0 2 1 N3 -.062 1.923 0 0 0 0 3 1 N5 -.067 3.968 0 0 0 0 4 1 Totals: -.21 7.982 0 5 1 COG (ft): X: 6.002 Y: 4.799 Z: 0 Member Section Deflections 1 / : Mamhar 1 nhal Cur v rinl v rinl rinl v Dnf�fnfro 41 /nl I h, D�fin /nl 1 1. DAG_ 1 1 M1 1 0 0 0 0 NC NC 2 2 -.002 -.14 0 0 726.887 NC 3 3 -.005 -.21 0 0 634.995 NC 4 4 -.007 -.218 0 0 1342.578 NC 5 5 -.009 -.231 0 0 NC NC 6 1 M2 1 0 0 0 0 NC NC 7 2 -.002 -.073 0 0 3148.655 NC 8 3 -.004 -.131 0 0 2964.668 NC 9 4 -.006 -:187 0 0 3128.946 NC 10 5 -.008 -.228 0 0 NC NC 11 1 M3 1 0 0 0 0 NC NC 12 2 -.005 -.084 0 0 2228.447 NC 13 3 -.009 -.158 0 0 1333.614 NC 14 4 -.014 -.215 0 0 1314.939 NC 15 5 -.019 -.226 0 0 NC NC 16 1 M4 1 .22 -.007 0 0 NC NC 17 2 .22 -.025 0 0 4564.554 NC 18 3 .22 -.019 0 0 9246.277 NC 19 4 .22 -.014 0 0 NC NC 20 5 .22 -.015 0 0 NC NC 21 1 M5 1 .083 -.002 0 0 NC NC 22 2 .083 -.036 0 0 2179.966 NC 23 3 .084 -.019 0 0 4693.875 NC 24 4 .084 .013 0 0 4236.757 NC 25 5 .084 -.005 0 0 NC NC 26 1 M6 1 .019 -.22 0 0 242.597 NC 27 2 .019 -.196 0 0 292.87 NC 28 3 .019 -.146 0 0 527.048 NC 29 4 .019 -.099 0 0 2164.167 NC 30 5 .019 -.084 0 0 NC NC 31 1 M7 1 .22 -.015 0 0 NC NC 32 1 2 .22 -.006 0 0 9823.753 NC 33 3 .22 .013 0 0 2934.195 NC 34 4 .219 .015 0 0 2931.458 NC 35 5 .219 -.008 0 0 NC NC 36 1 M8 1 .141 .169 0 0 NC NC 37 2 .141 .168 0 0 4344.866 NC 38 3 .14 .167 0 0 2285.073 NC 39 4 .14 .158 0 0 2337.555 NC 40 5 .14 .134 0 0 NC NC 41 1 M9 1 -.02 -.223 0 0 NC NC 42 2 -.02 -.222 0 0 NC NC 43 3 -.02 -.221 0 0 NC NC 44 4 -.02 -.22 0 0 NC NC 45 5 -.02 -.219 0 1 0 NC NC 46 1 M10 1 0 -.223 0 0 2030.143 NC 47 2 0 -.222 0 0 2153.449 NC RISA -313 Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\4 ROW-SHORT.R3D] Page 26 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:33 PM Job Number : 05217 4 ROW - SHORT Checked By: I Member Section Deflections (Continued) I !, AAs.. k- 1 -k-I Ce'. - finl .. rinl � rinl /nl 1 /v R2fin /nl 1 h P�fin 48 3 0 -.221 0 0 4147.109 NC 49 4 0 -.22 0 0 NC NC 50 5 0 -.22 0 0 NC NC 51 1 M11 1 .223 -.017 0 0 NC NC 52 2 .223 -.005 0 1 0 A 7760.051 NC 53 3 .223 .013 0 0 2800.079 NC 54 4 .223 .016 0 0 2748.886 NC 55 5 .223 -.009 0 0 NC NC Checks 1 f% \A.....L.... QL.w.... I lr` RA.,.. 1 ...dill CL.e 11!` 1 ­fffl Ili' is rt ­n Fm -a GkaL4 it Pk,rircil rh rmv r- r- 1 1 M1 1.625"ODx.. .415 1.979 .023 4.01 23.012 39.9 143.89 43.89 1 1 .6 .6 H1-1 2 1 M2 1.625"ODx.. .289 1.24 .012 4.029 23.012 39.9 43.89 43.89 1 1 .6 .6 H1-1 3 1 M3 1.625"ODx.. .584 3.958 .012 4.531 23012 39.9 43.89 43.89 1 .6 .6 1 M4 1.625"ODx.. .126 0 .006 3 11.323 39.9 43.89 43.89 .295 .6 .85 5 1 M5 1.625"ODx.. .246 6 .011 6 11.323 39.9 43.89 43.89 2.3 .6 tHl-14 .85 6 1 M6 1"ODx0.07.. .301 2.75 .012 0 19.443 39.9 43.89 43.89 2.3 .6 .2357 1 M7 1.625"ODx.. 125 4 .009 4 11.323 39.9 43.89 43.891.132 .6 .85 8 1 M8 1.25"x0.07... .145 2.829 .004 2.829 24.903 39.9 43.89 43.89 .051 .6 .85 H1-2 9 1 M9 1"ODx0.07... .089 0 .018 0 37.88 39.9 43.89 43.89 2.3 .6 .211 H1-2 10 1 M10 1"ODx0.07.. .351 .5 .083 0 37.88 39.9 43.89 43.89 2.3 .6 .205 H2-1 11 1 M11 1.625"ODx.. .116 4 .008 1 4 11.323 39.9 43.89 43.89 1 .6 .85 H2-1 RISA -3D Version 5.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\4 ROW -SHORT. R3D] Page 27 Jph RISA MODEL OF 7 ROW BLEACHER DL = 10 PSF BAY WIDTH: 6.0 FT BAY LENGTH: 6.0 FT SHORT DIRECTION: PDL+LL = 3960.0 LBS (INTERIOR COL) PDL -LL - 1980.0 LBS (EDGE COL) ***USE 100 LBS MAX PER POST - CONSERVATIVE*** j MAX. SEISMIC LOADING = `{ 100 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST t LONG DIRECTION: i PDL+LL = 3960.0 LBS (INTERIOR COL) PDL+LL - 1980.0 LBS (EDGE COL) MAX. SEISMIC LOADING = 100 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST MEMBER PROPERTIES: COLUMNS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME HORIZONTALS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME VERTICALS => 1.0" OD x 0.073" WALL ROUND TUBE FRAME DIAGONALS => 1.25" OD x 0.073" WALL ROUND TUBE HORIZONTALS => 1.0" OD x 0.073" WALL ROUND TUBE CROSS BRACES => 1.0" OD x 0.073" WALL ROUND TUBE { Fy = 50 KSI STEEL JOB: DATE: 05211 12-1-05 BY: CHD: KRG . J f=H JOE P. HILL, P.E. SHEET 28• CONSULTING STRUCTURAL ENGINEERING of E. Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:36 PM Job Number : 05217 7 ROW - SHORT Checked By: Global I Display Sections for Member Calcs 5 ,Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh(in ^2 144 Mer a Tolerance in .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E NO G ksi Nu Therm 81E5 F Densi lkfft 3L---YWdd[ksil 1 A569 1 29000 11154 .3 .65 .49 I 50 I Hot Rolled Steel Section Sets + 1.625"ODx0.09'W... 1.625"ODx0.09'W... 1.25'x0.073"WALL 1 "ODx0.07TWALL Joint Coordinates and Temperatures I . k-1 v rpt v rat '7 rat 1 N1 12 0 0 0 2 N2 12 5 0 0 3 N3 18 0 0 0 4 N4 18 5.001458 0 0 5 N5 0 0 0 0 6 N6 0 2.25 0 0 7 N7 6 0 0 0 8 N8 6 3 0 0 9 N9 0 2 0 0 10 N10 0 1.25 0 0 11 N11 6 1.25 0 0 12 N12 3 2 0 0 13 N13 3 1.25 0 0 14 N14 6 2 0 0 15 N15 12 2 0 0 16 N16 12 4 0 0 17 N17 18 4 0 0 RISA -313 Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\7 ROW - SHORT.R31D] Page 30 .. ` 4 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:36 PM Job Number: 05217 7 ROW - SHORT Checked By: Joint Coordinates and Temperatures (Continued) 11 —rur r— rm nm.. h P— ni— 18 LGUCI N18 12 4.5 0 - 0 19 N19 18 4.5 0 0 20 N20 18 1.998542 0 0 21 N21 14 4.5 0 0 22 N22 14 4 0 0 23 N23 16 4.5 0 0 24 N24 16 4 0 0 25 N25 12 0.998542 0 0 26 N26 10 2.5 0 0 27 N27 10 2 0 0 28 N28 8 2.5 0 0 29 N29 8 2 0 0 30 N30 6 2.5 0 0 31 N31 12 2.5 0 0 Joint Boundary Conditions r_r � n.r.-r v D..# n..41—Al V Dnf rlr_R/rnM 7 Rn} fk_R/rmrll 1 JUII It LOUCI N1 Reaction Reaction - " - - Reaction 2 N3 Reaction Reaction Reaction 3 N5 Reaction Reaction Reaction 4 N7 Reaction Reaction Reaction Member Primary Data _Ing___ n-,.:.... 1 .-& T..n �A�fnri�l flncinn Dnlnc 1 LOwvl M1 I .rvu n N1 N2 COL Pie Column A569 I TvDical 2 M2 N3 N4 COL Pie Column A569 Typical 3 M3 N5 N6 COL Pie Column A569 T ical 4 M4 N7 N8 COL Pie Column A569 T ical 5 M5 N9 N14 FRAME HORIZ Pi a Beam A569 T Typical 6 M6 N10 N11 FRAME HORIZ Pie Beam A569 Ty ical 7 M7 N12 N13 FRAME VERT Pie Column A569 T *cal 8 M8 N14 N15 FRAME HORIZ I Pie Beam A569 I TVDical 9 M9 N16 I N17 FRAME HORIZ Pie Beam A569 Typical 10 M10 N18 N19 FRAME HORIZ Pie Beam A569 TVDical 11 M11 N24 N20 FRAME DIAG Pie VBrace A569 TVDical 12 M12 N21 N22 FRAME VERT Pie Column I A569 TVDical 13 M13 N23 N24 FRAME VERT Pie Column I A569 TVDical 14 M14 N27 N25 FRAME DIAG Pie VBrace A569 TVDical 15 M15 N26 N27 FRAME VERT Pie Column A569 Typical 16 M16 N28 N29 FRAME VERT Pie Column A569 T *cal 17 M17 N30 I N31 FRAME HORIZ Pie Beam A569 T ical Member Advanced Data nl hl Dh—i—I Trl1U lnnnthrn RISA -313 Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\7 ROW - SHORT.R3D] Page 31 '. 4 , Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:36 PM Job Number: 05217 7 ROW - SHORT Checked By: Member Advanced Data (Continued) 1 .hal 1 P0102m 1 Rala.en 1 r) feeHinl 1 r)ffcafrinl T/r: rinly Phveiral TOM In.rf6.n Hot Rolled Steel Design Parameters 1 .hal Sh.na 1 annfh 1 k—roi 1 1.-.,rfrl I lanf Vl le— Joint Loads and Enforced Displacements (BLC 1 : DL+LL) Ininf I �hel 1 n \M A:. --A:-.. \A......:A..J..IL 1,K :.. -...d Ls -A— 1 N6 L Y 1 2 N8 L Y -3.96 3 N2 L Y -3.96 4 N4 L Y -1.98 Joint Loads and Enforced Displacements (BLC 2: SEISMIC) Ininf 1 a1 n1 1 n \A r1:f_An.c., 1 N6 L X 1 2 N8 L X .1 3 N2 L X 1 4 N4 L X .1 Basic Load Cases RISA -3D Version 5.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW-SHORT.R3D] Page 32 T 0 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:36 PM Job Number: 05217 7 ROW - SHORT Checked By: Load Combinations Descri tion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 L+LL+SEISMIC Yes I I I 1 1 1 1 2 1 .7 Load Combination Design Description ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 1 DL+LL+SEISMIC Yes Yes Yes Yes Joint Deflections LC Joint Label X IN Y finI Z in X Rotation rradl Y Rotation Fradl Z Rotation rad 1 1 N1 0 0 0 0 0 -4.32e-3 2 1 N2 .1 -.019 0 0 0 -8.356e-4 3 1 N3 0 0 0 0 0 -4.503e-3 4 1 N4 .102 -.01 0 0 0 -1.119e-3 5 1 N5 0 0 0 0 0 -3.485e-3 6 1 N6 .058 -.004 0 0 0 -1.063e-3 7 1 N7 0 0 0 0 0 -3.516e-3 8 1 N8 .062 -.011 0 0 0 -8.571 e-4 9 1 N9 .055 -.004 0 0 0 -9.787e-4 10 1 N10 .043 -.002 0 0 0 -1.635e-3 11 1 N11 .044 -.005 0 0 0 -1.616e-3 12 1 N12 .054 -.009 0 0 0 -2.409e-4 13 1 N13 .044 -.009 0 0 0 1.496e-4 14 1 N14 .054 -.007 0 0 0 -5.259e-4 15 1 N15 .054 -.007 0 0 0 -6.34e-4 16 1 N16 .092 -.015 0 0 0 -8.583e-4 17 1 N17 .092 -.008 0 0 0 -3.289e-4 18 1 N18 .096 -.017 0 0 0 -4.969e-4 19 1 N19 .096 -.009 0 0 0 -7.778e-4 20 1 N20 .085 -.004 0 0 0 -1.537e-3 21 1 N21 .095 -.011 0 0 0 3.489e-4 22 1 N22 .092 -.011 0 0 0 3.83e-4 23 1 N23 .095 .003 0 0 0 -3.797e-5 24 1 N24 .092 .003 0 0 0 -7.443e-5 25 1 N25 .043 -.004 0 0 0 -2.049e-3 26 1 N26 .058 .015 0 0 1 0 -3.189e-4 27 1 N27 .054 .015 0 0 1 0 -3.796e-4 28 1 N28 .058 .002 0 0 0 4.771 e-4 29 1 N29 .054 .002 0 0 0 4.435e-4 30 1 N30 .058 -.009 1 0 0 0 1 -5.183e-4 31 1 N31 .059 -.009 1 0 0 0 1 -1.302e-3 Joint Reactions LC Joint Label X fkl Y fkI Z fkI MX fk-ftl MY -ft MZ -ft 1 1 N1 -.118 4.001 0 LOCKED 0 0 2 1 N3 -.038 2.062 0 0 0 0 3 1 N5 -.061 1.953 0 0 0 0 4 1 N7 -.063 3.946 0 0 0 0 5 1 Totals: -.28 11.962 0 i 6 1 COG (ft): X: 9.006 Y: 3.866 Z: 0 RISA -3D Version S.Od (CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - SHORT.R313] Page 33 ? -0, Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:36 PM Job Number: 05217 7 ROW - SHORT Checked By: Member Section Forces LC Member Label Sec Axialpi) vToraue[k-nl vy Momentlk - RISA -313 Version 5.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - SHORT.R31D] Page 34 MO 0� 1 • 0�■� 1 m� ©sem 1 • o���■■� ®� o • : �000�■M� M� v • • �■so■oa� M- 0 11 1® la Ia� 11 ®- © 1 • 1 • 000 1 Mm MM p 11. X000 ��M� o • • �000� M. o®�000v MM RISA -313 Version 5.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - SHORT.R31D] Page 34 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:36 PM Job Number: 05217 7 ROW - SHORT Checked By: Member Section Forces (Continued) I r" RAnmhnr I �hnl Qnn Avi�lrLl v Qhnorrlrl Qh.wrt l Tnmi,arlr-ffl v_v Mnman}fk_ 7-7 NAnmonfrk- I n u......I--- c1.-.,,, I If, •..... I __r'"1 cks I I(` I __rf41 rli- C-ILci1 CHLciI Ghvr4 1 CMf4el (`h ('mv (`me r:- 1 : r 1 1 M1 1.625"ODx.. .843 .99 .034 2.031 17.303 30 33 33 1 .6 1 .6 H 1-1 2 1 M2 1.625"ODx.. .414 1.98 .016 4.533 17.303 30 33 33 1 .6 .6 1-11-1 3 1 M3 1.625"ODx... .325 1.242 .016 2.016 24.403 30 33 33 1 .6 ®� 4 1 M4 1.625"ODx.. .568 1.25 .016 2.5 21.627 30 33 33 1 .6 1 .6 H1-1 5 1 M5 1.625"ODx... ® 1: .004 3 8.513 30 33 33 2.3 .6 1.85 1 H1-1 6 1 M6 1.625"ODx.. .139 m0 .007 6 8.513 30 33 33 2.3 .6 1.85 1 H1-2 7 1 M7 1 "01)4.07.. .328 .75 .049 0 27.471 30 33 33 2.3 .6 1.247 H 1-2 8 1 M8 1.625"ODx.. .159 4 .009 4 18.513 30 33 33 1 .6 .85 1-11-1 •• 1 M9 �� .121 t1• 000 4 8.513 30 33 33 .45 .6 .85 H2-1 10 1 M10 1.625"ODx.. .111 0 .008 4 8.513 30 33 33 1 .6 .85 H1-1 11 1 M11 1.25-W.07... .090 2.829 .003 2.829 18.724 1 30 m� 33 .09 ©� .85 H1-2 / • oao�� M12 1"0134.07.. .323 .5 .076 0 28.481 30 33 33 2.3 1 .6 .20611-12-11 13 1 M13- V'0134.07... .171 0 .039 0 28.481 30 33 33 2.3 .6 .213 1-11-2 14 1 M14 1.25"x0.07... .121 2.237 .004 2.237 21.956 30 33 33 1.91 .6 .85 H1-1 15 1 M15 1 OMO.07.. .146 0 .032 0 28.481 30 33 33 2.3 .6 .226 H1-2 16 1 M16 1"01)x0.07.. 394 0 .093 0 28.481 30 33 33 2.3 .6 .205 H1-2 17 1 M17 1.625"ODx.. .127 4 .009 2 8.513 30 33 33 1.68 .6 .85 H2-1 I n u......I--- c1.-.,,, I If, •..... I __r'"1 cks I I(` I __rf41 rli- C-ILci1 CHLciI Ghvr4 1 CMf4el (`h ('mv (`me r:- 1 : r 1 1 M1 1.625"ODx.. .843 .99 .034 2.031 17.303 30 33 33 1 .6 1 .6 H 1-1 2 1 M2 1.625"ODx.. .414 1.98 .016 4.533 17.303 30 33 33 1 .6 .6 1-11-1 3 1 M3 1.625"ODx... .325 1.242 .016 2.016 24.403 30 33 33 1 .6 .6 1-11-2 4 1 M4 1.625"ODx.. .568 1.25 .016 2.5 21.627 30 33 33 1 .6 1 .6 H1-1 5 1 M5 1.625"ODx... .085 0 .004 3 8.513 30 33 33 2.3 .6 1.85 1 H1-1 6 1 M6 1.625"ODx.. .139 6 .007 6 8.513 30 33 33 2.3 .6 1.85 1 H1-2 7 1 M7 1 "01)4.07.. .328 .75 .049 0 27.471 30 33 33 2.3 .6 1.247 H 1-2 8 1 M8 1.625"ODx.. .159 4 .009 4 18.513 30 33 33 1 .6 .85 1-11-1 9 1 M9 1.625"ODx.. .121 0 .008 4 8.513 30 33 33 .45 .6 .85 H2-1 10 1 M10 1.625"ODx.. .111 0 .008 4 8.513 30 33 33 1 .6 .85 H1-1 11 1 M11 1.25-W.07... .090 2.829 .003 2.829 18.724 1 30 33 33 .09 .6 .85 H1-2 12 1 M12 1"0134.07.. .323 .5 .076 0 28.481 30 33 33 2.3 1 .6 .20611-12-11 13 1 M13- V'0134.07... .171 0 .039 0 28.481 30 33 33 2.3 .6 .213 1-11-2 14 1 M14 1.25"x0.07... .121 2.237 .004 2.237 21.956 30 33 33 1.91 .6 .85 H1-1 15 1 M15 1 OMO.07.. .146 0 .032 0 28.481 30 33 33 2.3 .6 .226 H1-2 16 1 M16 1"01)x0.07.. 394 0 .093 0 28.481 30 33 33 2.3 .6 .205 H1-2 17 1 M17 1.625"ODx.. .127 4 .009 2 8.513 30 33 33 1.68 .6 .85 H2-1 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\7 ROW - SHORT.R31)] Page 35 W 011 Y LX -3.96k -3.96k -3.96k -3.96k 07k Loads: LC 1, DL+LL+SEISMIC Results for LC 1, DL+LL+SEISMIC Joe P. Hill, P.E. KRC 05217 7 ROW - LONG . NODE, MEMBER & LOADING LAYOUT N 6 2 Nov 30, 2005 at 3:37 PM 7 ROW - LONG.R3D 4' Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:37 PM Job Number: 05217 7 ROW - LONG Checked By: Global Dis lay Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in'2) 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings I No Unused Force Warnings I Yes Hot Rolled Steel Properties Label E NO G fksil Nu Therm \1E5 F QensijyfkjftA31 Yield ksi 1 I A569 29000 11154 1 .3 .65 1 .49 50 Hot Rolled Steel Section Sets Label Sham Desion List TVDe Material Desion Rul... A fin2l Ivy Fin41Izz Fin4j J Fin4j 1 COL 1.625"ODA.09"W... Pie Column A569 Tvoical 2 .434 .128 .128 1 .257 2 FRAME HORIZ 1.625"OD0.09W... Pie Beam A569 T ical .434 .128 .128 1 .257 3 FRAME DIAG 1.25"x0.07TWALL Pie VBrace A569 Tybical 0 .27 .047 .047 .094 4 FRAME VERT 1"OD4.07TWALL Pie Column A569 TVDical 3.416667 1 .213 .023 .023 .046 5 HORIZ 1"OD4.073"WALL Pie Beam A569 TVDical 6 .213 .023 .023 .046 6 1 CROSS BRACE 11"ODxo.073"WALL I Pie 1 VBrace A569 Typical 1 .213 .023 .023 .046 Joint Coordinates and Temperatures Label X fftl Yfftl Z jft] Tema fFl Detach From Diap... 1 N1 17.5 0 0 0 2 N2 17.5 7.75 0 0 3 N3 11.5 3.416667 0 0 4 N4 17.5 3.416667 0 0 5 N5 11.5 0 0 0 6 N6 11.5 7.75 0 0 7 N7 0 3.416667 1 0 0 8 N8 0 5.666667 0 0 9 N9 6 3.416667 0 0 10 N10 6 0 0 0 11 N11 6 7.75 0 0 12 N12 0 0 0 0 13 N13 1 0 7.75 0 0 N14 0 7.5 0 0 F114 5 N15 6 5.666667 0 0 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R3D] Page 37 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:37 PM Job Number: 05217 7 ROW - LONG Checked By: Joint Coordinates and Temperatures (Continued) I �k_l v f"I v rfil 7 NO Tmmn rF1 rlcaf=rh Frnm rli­ 16 N16 11.5 5.666667 0 0 17 N17 6 7.5 0 0 18 N18 11.5 7.5 0 0 19 N19 0 2.666667 0 0 20 N20 6 0.416667 0 0 21 N21 0 0.416667 0 0 22 N22 17.5 0.416667 0 0 23 N23 11.5 0.416667 0 0 24 N24 6 2.666667 0 0 25 N25 11.5 2.666667 0 0 26 N26 23.5 2.666667 0 0 27 N27 17.5 2.666667 0 0 28 N28 23.5 5.666667 0 0 29 N29 17.5 5.666667 0 0 30 N30 23.5 7.5 0 0 31 N31 17.5 7.5 0 0 32 N32 23.5 0 0 0 33 N33 23.5 7.75 0 0 Joint Boundary Conditions _Ininf 1 =hnl Y rwinl v rbanl 7 r46n1 Y Dnf r4_ff/rnfil V Rnt rk-f /rarll 7 Rnt fk_k/rneil 1 N1 Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction 3 N10 Reaction Reaction Reaction 4 N12 Reaction Reaction Reaction 5 N32 Reaction Reaction Reaction Member Primary Data I h.I 1 Ininf 1 Irvin# 1e t^;n# i.f T -a IUhtcrinl nn inn D.Je 1 M1 N1 N2 COL Pie Column A569 Typical 2 M2 N29 N3 CROSSBRACE Pie VBrace A569 Typical 3 M3 N16 N4 CROSSBRACE Pie VBrace A569 _Typical 4 M4 N5 N6 COL Pie Column A569 Typical 5 M5 N18 N31 HORIZ Pie Beam A569 Typical 6 M6 N15 N7 CROSS BRACE Pie VBrace A569 T ical 7 M7 N8 N9 CROSS BRACE Pie VBrace A569 TvDical 8 M8 N10 N11 COL Pie Column A569 T ical 9 M9 N12 N13 COL Pie Column A569 Typical 10 M10 N17 N14 HORIZ Pie Beam A569 -Typical 11 M11 N15 N16 I HORIZlieBeam A569 Typical 12 M12 N17 N18 HORIZBeam A569 T ical 13 M13 N19 N20 ROSS BRACEVBrace A569 T ical 14 M14 N24 N21 ROSS BRACEVBrace A569 T ical 15 M15 N25 N22 ROSS BRACEVBrace A569 T ical 16 M16 N27 N23 ROSSBRACEVBrace A569 T ical 17 M17 N24 N25 HORIZBeam A569 T ical 18 M18 N26 N27 HORIZBeam A569 T ical 19 M19 N28 N29 HORIZBeam A569 T ical 20 M20 N30 N31 HORIZ Pie Beam A569 T pical 21 M21 N32 N33 COL Pie Column A569 Typical RISA -313 Version 5.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG. R313] Page 38 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:37 PM Job Number : 05217 7 ROW - LONG Checked By: Member Advanced Data _I_. . n_.____ n_.____ . Ines-,..r:..t 'rill n -I.. 1(1RA In..fivn 1 MI L Y Yes 2 M2 BenPIN BenPIN Yes 3 M3 BenPIN BenPIN Yes 4 M4 L Y Yes 5 M5 BenPIN BenPIN Yes 6 M6 BenPIN BenPIN Yes 7 M7 BenPIN BenPIN Yes 8 M8 Yes g M9 Yes 10 M10 BenPIN BenPIN Yes 11 M11 BenPIN BenPIN Yes 12 M12 BenPIN BenPIN Yes 13 M13 BenPIN BenPIN Yes 14 M14 BenPIN BenPIN Yes 15 M15 BenPIN BenPIN Yes 16 M16 BenPIN BenPIN Yes 17 M17 BenPIN BenPIN Yes 18 M18 BenPIN BenPIN Yes 19 M19 BenPIN BenPIN Yes 20 M20 BenPIN BenPIN Yes 21 M21 Yes Hot Rolled Steel Design Parameters L. _.— . —"I a _ - 1 --rat I - - �-' v.,.. V, l`... , r'-- mom `.n Joint Loads and Enforced Displacements (BLC 1 : DL+LL) • n u n:.,...�:.... RAS ;f...4sf4 4_ff in —4 Ir'cA7lHl 1 N2 L Y -3.96 . N6 L Y -3.96 L2 3 N11 L Y -3.96 4 N13 L Y -3.96 5 N33 L Y -3.96 m�� • • ----_______none Joint Loads and Enforced Displacements (BLC 1 : DL+LL) • n u n:.,...�:.... RAS ;f...4sf4 4_ff in —4 Ir'cA7lHl 1 N2 L Y -3.96 . N6 L Y -3.96 L2 3 N11 L Y -3.96 4 N13 L Y -3.96 5 N33 L Y -3.96 RISA -313 Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R3D] Page 39 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:37 PM Job Number : 05217 7 ROW - LONG Checked By: Joint Loads and Enforced Displacements (BLC 2 : SEISMIC) inint i nhei i n U nirartinn Maanituderk.k-ft in.rad k*SA 21ftl 1 ..N2.. _ L.. - X .1 2 N6 L X 1 3 N11 L X 1 4 N13 L X 1 5 N33 L X 1 Basic Load Cases Load Combinations Descri tion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 L+LL+SEISMIC Yes 1 1 1 1 2 1 .7 Load Combination Design Description ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 1 DL+LL+SEISMIC 133 1 1 1 Yes Yes Yes Yes Joint Deflections LC Joint Label X finl Y rini Z linl X Rotation rradl Y Rotation Iradl Z Rotation fradl 1 1 N1 0 0 0 0 0 -1.775e-3 2 1 N2 .208 -.03 0 0 0 -9.385e-3 3 1 N3 .012 -.012 0 0 0 2.142e-4 4 1 N4 .009 -.014 0 0 0 2.48e-4 5 1 N5 0 0 0 0 0 -7.193e-4 6 1 N6 .21 -.029 0 0 0 -1.02e-2 7 1 N7 .003 -.012 0 0 0 6.369e4 8 1 N8 .006 -.021 0 0 0 -3.955e-3 9 1 N9 .006 -.013 0 0 0 6.866e-4 10 1 N10 0 0 0 0 0 -1.184e-3 11 1 N11 .21 -.03 0 0 0 -1.005e-2 12 1 N12 0 0 0 0 0 -7.937e4 13 1 N13 .21 -.029 0 0 0 -1.02e-2 14 1 N14 .179 -.028 0 0 0 -1.012e-2 15 1 1 N15 .009 -.022 0 0 0 -3.884e-3 16 1 N16 .009 -.021 0 0 0 -3.591 a-3 17 1 N17 .179 -.029 0 0 0 -9.968e-3 18 1 N18 .179 -.028 0 0 0 -1.011e-2 19 1 N19 .004 -.01 0 0 0 4.932e-5 20 1 N20 .006 -.002 0 0 0 -9.199e-4 21 1 N21 .004 -.002 0 0 0 -5.921 e-4 22 1 N22 .008 -.002 0 0 0 -1.297e-3 23 1 N23 .003 -.001 0 0 0 -5.217e-4 24 1 N24 .008 -.011 0 0 0 1.076e4 25 1 N25 .008 -.01 0 0 0 -5.619e4 26 1 N26 .007 -.01 0 0 0 7.414e-4 27 1 N27 .008 -.011 0 0 0 1.078e-5 28 1 N28 .021 -.021 0 0 0 1 4.292e-3 29 1 N29 .02 -.022 0 0 0 1 -3.78e-3 30 1 1 N30 .18 -.028 0 1 0 0 1 -8.984e-3 RISA -313 Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R313] Page 40 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:37 PM Job Number : 05217 7 ROW - LONG Checked By: Joint Deflections (Continued) LC Joint Label X finl Yin Z-finL X Rotation fradl Y Rotation [radl Z Rotation rad 31 1 N31 .18 -.029 0 1 0 0 -9.3e-3 32 1 N32 0 0 0 1 0 0 -7.064e-4 33 1 N33 .207 1 -.029 1 0 0 0 -9.069e-3 Joint Reactions n_l v n.l 7 rtLi AAV M Al AAV Il._fil AA7 fL Al 1 1 N1 -.142 4.249 0 LOCKED LOCKED 0 2 1 N5 -.059 3.729 0 0 0 0 3 1 N10 -.078 4.181 0 0 0 0 4 1 N12 -.06 3.79 0 0 0 0 5 1 N32 -.011 3.978 0 0 0 0 6 1 N24 NC NC NC NC LOCKED NC 7 1 N26 NC NC NC NC LOCKED NC 8 1 1 1 Totals: -.35 19.928 0 9 1 1 1 COG (ft): X: 11.697 Y: 7.727 Z: 0 Member Section Forces n •A-��__ ..L..I 0-- n.d.-IILi .. Ci.e 961 CLmrf41 T—i—R-ffl v -v IWnmanlrk- -Ya Mnman"- RISA -3D Version S.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R3D] Page 41 OVA ®sem RISA -3D Version S.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R3D] Page 41 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:37 PM Job Number: 05217 7 ROW - LONG Checked By: Member Section Forces (Continued) LC Member Label Sec Axialfkl v Shearfkl z Shearfkl Torauelk-ft! v-v_Momen -..z-z M_omentfk- RISA -3D Version S.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R3D] Page 42 m_ © 1 • 1 • la la� 1 1 m� o • . �o�so■a■ m0 0� 1 • ��--� 1 m_ © '1 1• 0�� 11• o. a • . , . 000� m_ © 11. 000 11 ®v v 11 • 1 1 oo■��v� ®� o � , • 000�o�® 0_ 0 11• 000 11 m. 0 11 • 11 oo��v m� ©�oaoo 11 m_ ©0000 1 1 mo o� 11 000v . • � 1®: 1 1 1a0� 1 1 mo v 1: 11 ooa�v� • ��000 . mo o� 1 � aoo�vv RISA -3D Version S.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R3D] Page 42 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:37 PM Job Number : 05217 7 ROW - LONG Checked By: Member Section Forces (Continued) -1-1 c.... A-:-IrIA .. Q{...., .lLl CL.....lLl Tnrnnef4_Hl v RA - Mn- - - KA-.tf4_ LiMember ASD Steel Code Checks 1 n u,.....L.,.. CL.--- I Ir AAS.. I ...dal ck- 1 I!` 1 -I'M nir r�f4cil rtrt-ii Fhvflecil Fh7neci1 r'.h r-mv Rm-Y Fnn 1 1 M1 1.625"ODx.. .632 5.651 .025 0 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 2 1 M2 VODx0.07.. .052 3.204 .001 6.408 3.63 39.9 43.89 43.89 1 .6 H2-1 3 1 M3 1"ODxo.07.. .279 3.271 .001 0 3.63 39.9 43.89 43.89 1 .6 H1-1 4 1 M4 1.625"ODx.. .658 5.732 .024 2.745 23.012 39.9 43.89 43.89 1 .6 j.6H1-1 5 1 M5 1"ODx0.07.. 022 3 .001 0 4.141 39.9 43.89 43.89 1 .6 H2-1 6 1 M6 VODxo.07.. .043 3.204 .001 0 3.63 39.9 43.89 43.89 1 .6H2-17 1 M7 1"ODxo.07.. .259 3.271 .001 6.408 3.63 39.9 43.89 43.89 1 .6H1-1 8 1 1 M8 1.625"ODx.. .654 5.651 .016 3.471 123.0121 39.9 43.89 43.89 1 1 .6 1 .6 IHIA 9 1 M9 1.625"ODx.. .642 5.732 .016 3.471 23.012 39.9 43.89 43.89 1 1 .6 1 .6 H1-1 10 1 M10 1"ODxO.07.. .020 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 1 H2-1 11 1 M11 1"ODxo.07.. .017 2.75 .001 1 0 4.928 39.9 43.89 43.89 1 .6 1 H2-1 12 1 M12 1"ODx0.07.. .017 2.75 .001 1 0 4.928 39.9 143.89 43.89 1 .6 1 112-1 13 1 M13 1 " ODx0.07.. .155 3.271 .001 16.408 3.63 39.9 43.89 43.89 1 .6 1 1 IH1-3 14 1 1 M14 VODxo.07.. .030 3.204 .001 6.4081 3.63 39.9 43.89 43.89 1 .6 1 1 1 H2-1 15 1 M 15 1 "ODx0.07.. .279 3.271 .001 6.408 3.63 39.9 43.89 43.89 1 .6 1 IMA 16 1 M 16 1" ODx0.07.. .031 3.204 .001 6.408 3.63 39.9 43.89 43.89 1 .6 1 H2-1 17 1 M 17 1 "ONO -07-.. .036 2.75 .001 0 4.928 39.9 43.89 43.89 1 .6 1 H1-3 18 1 M 18 1 "ODx0.07.. .085 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 H1-3 19 1 M19 1"ODxo.07.. .031 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 H2-1 20 1 M20 1 "ODx0.07.. .021 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 H2-1 21 1 M21 1.625"ODx.. 582 5.651 .012 7.508 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 RISA -3D Version 5.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\7 ROW - LONG.R3D] Page 43 RISA MODEL OF 10 ROW BLEACHER DL =10 PSF BAY WIDTH: 6.0 FT BAY LENGTH: 6.0 FT i SHORT DIRECTION: PDL -LL = 3960.0 LBS (INTERIOR COL) 1 PDL+LL = 1980.0 LBS (EDGE COL) +I ***USE 100 LBS MAX PER POST - CONSERVATIVE*** i MAX. SEISMIC LOADING = 100 ) LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST LONG DIRECTION: PDL+LL = 3960.0 LBS (INTERIOR COL) PDL+LL = 1980.0 LBS (EDGE COL) MAX. SEISMIC LOADING = 100 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST MEMBER PROPERTIES: COLUMNS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME HORIZONTALS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME VERTICALS => 1.0" OD x 0.073" WALL ROUND TUBE FRAME DIAGONALS => 1.25" OD x 0.073" WALL ROUND TUBE HORIZONTALS => 1.0" OD x 0.073" WALL ROUND TUBE CROSS BRACES => 1.0" OD x 0.073" WALL ROUND TUBE Fy = 50 KSI STEEL JOB: DATE: 05211 12-1-05 JOE P. HILL, P.E. By: CHD: CONSULTING STRUCTURAL ENGINEERING SHEET_ of KRG I J PH .p V1 Y -3.96k LX -3.96k -1.98k -3.96k .07k .07k IF M1 2 �v1VI 25 07k J-18 27 r 29 19 M 1 011j- -1.98k I ?, RI. 34 07k V31 IA 7 0 U32 07k M2 35 M13 N30 M6 �,l_ 7 46 r I 14 "I6 44 14�� 17 X122 J23 CO U') M12 N40 M11 13 X21 N20 i n i wL.ri A1 Loads: LC 1, DL+LL+SEISMIC Results for LC 1, DL+LL+SEISMIC Joe P. Hill, P.E. KRC 05217 10 ROW - SHORT NODE, MEMBER 8 LOADING LAYOUT Nov 30, 2005 at 3:39 PM 10 ROW - SHORT.R3D Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:41 PM Job Number : 05217 10 ROW - SHORT Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh(in A2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor PCA .65 Concrete Stress Block Rectan ular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E rksil G IksiL Nu Therm \1 E5 F Densi k/ft^3 Yield ksi 1 A569 1 29000 1 11154 .3 775 .49 1 50 Hot Rolled Steel Section Sets I hnl Chinn flncinn I ic4 Tann M�fnri.l Il—inn Rid A rin91 Iva rinAl 177 rinAl 1 finAl 1 COL 1.625"OD0.09M... Pie Column A569 T ical .434 .128 .128 .257 2 FRAME HORIZ 1.625"OM.09°W... Pie Column A569 _ T ical .434 .128 .128 .257 3 FRAME DIAG 1.25NO.073"WALL Pie Column A569 _ TvDical 0 .27 .047 .047 .094 4 FRAME VERT 1"ON0.07TWALL Pie Column A569 Typical 0 .213 .023 .023 .046 Joint Coordinates and Temperatures I nhnl Y rffl V fffl 7 rffl Tomn rFl rlotmrh Fr— n;- 1 N1 24 0 0 0 2 N2 24 9.001458 0 0 3 N3 12 0 0 0 4 N4 12 7 0 0 5 N5 18 0 0 0 6 N6 18 9.001458 0 0 7 N7 0 0 0 0 8 N8 0 4.25 0 0 9 N9 6 0 0 0 10 N10 6 5 0 0 11 N11 0 4 0 0 12 N12 0 1.25 0 0 13 N13 6 1.25 0 0 14 N14 3 4 0 0 15 N15 3 1.25 0 0 16 N16 6 4 0 1 0 17 N17 12 1 4 0 1 0 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 46 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:41 PM Job Number : 05217 10 ROW -SHORT Checked By: Joint Coordinates and Temperatures (Continued) I �K.I Y rrfl v rkl 7 rfn Tamn [Fl r)afarh Frnm ninn 18 N18 18 8.001458 0 0 19 N19 24 8.001458 0 0 20 N20 24 1.25 0 0 21 N21 18 1.25 0 0 22 N22 18 4 0 0 23 N23 24 4 0 0 24 N24 18 8.501458 0 0 25 N25 24 8.501458 0 0 26 N26 20 8.501458 0 0 27 N27 20 8.001458 0 0 28 N28 22 8.501458 0 0 29 N29 22 8.001458 0 0 30 N30 24 5 0 0 31 N31 12 6 0 0 32 N32 18 6 0 0 33 N33 12 6.5 0 0 34 N34 18 6.5 0 0 35 N35 18 4.998542 0 0 36 N36 14 6.5 0 0 37 N37 14 6 0 0 38 N38 16 6.5 0 0 39 N39 16 6 0 0 40 N40 12 1.998542 0 0 41 N41 10 4.5 0 0 42 N42 10 4 0 0 43 N43 8 4.5 0 0 44 N44 8 4 1 0 0 45 N45 6 1 4.5 0 0 46 N46 12 1 4.5 0 0 Joint Boundary Conditions L.7..♦ I -L-I V n./;n1 v r6hnl 7 rlr/inl Y Gnf r1-01-41 v Rnf ne-M-11 7 Rnf r4 -W-41 1 N3 Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction 3 N7 Reaction Reaction Reaction 4 N9 Reaction Reaction Reaction 5 N1 Reaction Reaction Reaction Member Primary Data 1 .,L...I 1 L.e..f 1 1..4.d V Ininf Gnf�fe/den\ Car}inn/China r)—i— 1 ief Tuna U2fari71 nacinn Rn1ae 1 M1 N1 N2 COL Pie Column A569 Typical 2 M2 N3 N4 COL Pie Columnil 569 T ical 3 M3 N5 N6 COL Pie Column I A569 Tvoical 4 M4 N7 N8 COL Pie Column I A569 T ical 5 M5 N9 N10 COL Pie (Column A569 Typical 6 M6 N11 N16 FRAME HORIZ Pie !Column A569 T ical 7 M7 N12 N13 FRAME HORIZ! Pie Column A569 T ical 8 M8 N14 I N15 FRAME VERT Pie Column A569 T ical 9 M9 N16 N17 FRAME HORIZ I Pie IColumn A569 Typical 10 M10 N18 N19 FRAME HORIZ! Pie Column A569 T ical 11 M11 N21 N20 FRAME HORIZ Pie (ColumnI A569 TvDical 12 M12 N23 N21 FRAME DIAG Pie IColumnj A569 Typical 13 M13 N22 N23 FRAME HORIZ Pie IColumnj A569 Typical 14 M14 N24 N25 FRAME HORIZ Pie Column A569 j --Typical RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 47 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:41 PM Job Number: 05217 10 ROW - SHORT Checked By: Member Primary Data (Continued) I nhal I .Irvin} I _Ininf k Irvin} n..inn I ie} Timm f02fzrinl r)—inn D..I.- 15 M15 N26 N27 FRAME VERT pipe Column A569 Typical 16 M16 N28 N29 FRAME VERT Pipe Column A569 Typical 17 M17 N29 N30 FRAME DIAG Pipe Column A569 -Typical 18 M18 N31 N32 FRAME HORIZ Pie Column A569 TvDical 19 M19 N33 N34 FRAME HORIZ Pie Column A569 Typical 20 M20 N39 N35 FRAME DIAG Pipe Column I A569 Typical 21 M21 N36 N37 FRAME VERT Pie Column A569 Typical 22 M22 N38 N39 FRAME VERT Pie Column A569 Typical 23 M23 N42 N40 FRAME DIAG Pie Column A569 Typical 24 M24 N41 N42 FRAME VERT Pie Column A569 Typical 25 M25 N43 N44 FRAME VERT Pie Column A569 Tvpical 26 M26 N45 I N46 FRAME HORIZ Pie Column A569 Typical Member Advanced Data I hnl I D.I.— 10-1-- - 1 rlfi...dfinl I r%u_..Hl..l 711, /l..l.. D4..... i..n1 TnKA I --- I:.,- Hot Rolled Steel Design Parameters I �k_l CL.. I -41, I k.n.rw 1 L.__fpt 1 1 ____ L_. 1/.... V_- ­... Imo_ _- ^1 .. _ RISA -313 Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 48 • Hot Rolled Steel Design Parameters I �k_l CL.. I -41, I k.n.rw 1 L.__fpt 1 1 ____ L_. 1/.... V_- ­... Imo_ _- ^1 .. _ RISA -313 Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 48 Company Joe P. Hill, P.E. Designer KRC Job Number: 05217 10 ROW - SHORT Nov 0 , 3 2005 Nov3:41 0, Checked By: Hot Rolled Steel Design Parameters (Continued) uirection Label 11 M11 Shape FRAME H.. Length... Lb ft Lbzzft Lcom to _[ft Lcom bot... K 6 Kzz Cm- Cm-zz Cb sway z sway 12L M12 IFRAME D.. 6.6 N4 13 M13 IFkAME H.. 6 4 14 M14 FRAME H.. 6 1 15 M15 FRAME V.. .5 X 16 M16 FRAME V.. .5 17 M17 FRAME D.. 3.607 18 M18 FRAME H.. 6 -6-- 19 M19 FRAME H.. 20 M20 FRAME D.. 2.237 21 M21 FRAME V.. .5 22 1 M22 FRAME V.. .5 23 M23 FRAMED.. 2.829 24 M24 FRAME V.. 5 25 M25 FRAME V.. .5 26----M26 FRAMEH..I 6 Joint Loads and Enforced Displacements (BLC 1 • DL+LL) Joint Loads and Enforced Displacements (BLC 2 • SEISMIC) 1 -- N8 ,Yl L uirection Ma nitude k k -ft in rad k's^2/ft 2 N10 L X X 1 1 3 N4 L X 1 4 N6 L X 1 5 N2 L X 1 Basic Load Cases Load Combinations Load Combination Design Joint Deflections RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R31D] Page 49 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:41 PM Job Number : 05217 10 ROW - SHORT Checked By: Joint Deflections (Continued) I is Ininf 1 �hnl V l:..t v r:_i � r:_i 2 1 - -_- N2 •• ••• .133 . -.018 = 0 .. �wwuvn �a� 0 .vara uvn .c-- 0 Iwwuvn I -1.287e-3 3 1 N3 0 0 0 0 0 -5.423e-3 4 1 N4 .112 -.026 0 0 0 -6.443e-4 5 1 N5 0 0 0 0 0 -6.018e-3 6 1 N6 .128 -.033 0 0 0 -5.691 a-4 7 1 N7 0 0 0 0 0 -2.986e-3 8 1 N8 .114 -.008 0 0 0 -1.562e-3 9 1 N9 0 0 0 0 0 -3.052e-3 10 1 r N10 .113 -.019 0 0 0 -6.096e-4 11 1 N11 .109 -.007 0 0 0 -1.477e-3 12 1 N 12 .041 -.002 0 0 0 -2.145e-3 13 1 N13 .041 -.005 0 0 0 -2.016e-3 14 1 N 14 .109 -.016 0 0 0 -2.803e-5 15 1 N 15 .041 -.016 0 0 0 6.175e-4 16 1 N 16 .109 -.015 0 0 0 -3.81 a-4 17 1 N 17 .109 -.015 0 0 0 -1.668e-4 18 1 N 18 .123 -.03 0 0 0 -2.788e-4 19 1 N19 .123 -.016 0 0 0 -6.601 a-4 20 1 N20 .071 -.003 0 0 0 -2.342e-3 21 1 N21 .072 -.005 0 0 0 -2.275e-3 22 1 N22 .08 -.015 0 0 0 -9.08e-4 23 1 N23 .078 -.009 0 0 0 -3.776e-4 24 1 N24 .125 -.032 0 0 0 -2.304e-4 25 1 N25 .126 -.017 0 0 0 -9.487e-4 26 1 N26 .125 -.012 0 0 0 8.007e-4 27 1 N27 .123 -.012 0 0 0 7.745e-4 28 1 N28 .126 .008 0 0 0 -2.25e-4 29 1 N29 .123 .008 0 0 0 -2.778e-4 30 1 N30 .094 -.011 0 0 0 -1.425e-3 31 1 N31 .107 -.022 0 0 0 2.926e-5 32 1 N32 .106 -.022 0 0 0 -4.557e-4 33 1 N33 .109 -.024 0 0 0 -3.056e-4 34 1 N34 .109 -.024 0 0 0 -6.999e-4 35 1 N35 .099 -.019 0 0 0 -1.272e-3 36 1 N36 .109 -.014 0 0 0 4.378e-4 37 1 N37 .107 -.014 0 0 0 3.158e-4 38 1 N38 .109 -.005 0 0 0 -3.023e-4 39 1 1 N39 .106 -.005 0 0 0 -2.786e-4 40 1 N40 .102 -.008 0 0 0 -1.813e-3 41 1 N41 .11 -.002 0 0 0 -2.421 a-4 42 1 N42 .109 -.002 0 0 0 -1.266e-4 43 1 N43 .11 -.01 0 0 0 3.524e-4 44 1 N44 .109 -.01 0 0 0 3.034e-4 45 46 1 1 N45 N46 .11 f .11 1 -.017 1 -.017 1 0 0 0 0 0 0 -2.709e-4 -2.074e-4 Joint Reactions 1 1 N3-.047 nIMI 3.985 0 IVin In-IL 0 rvi r n-11 0 IV14 K-tt 0 2 1 N5 -.124 3.785 00 0 0 3 1 N7 -.028 1.96 0 0 0 0 4 1 N9 -.034 3.980 0 0 0 5 1 N1 -.117 2.288 0 LOCKED 0 0 6 1 Totals: -.35 15.997 0 7 1 COG ft): X: 12.023 1 Y: 6.882 Z: 0 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 50 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:41 PM Job Number : 05217 10 ROW -SHORT Checked By: Member Section Forces LC Member Label Sec Axinirkl v ghparrk] 7 ghpnrrkl Tnrnnafk_f I v_v Mnmcntfk_ 7_� Mnmpntf f RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 51 vv v •: �000�� o� o •: ��000 �: m� o • . �000�� mo o�■�000v� ®� o • . �0000 moo v • . ��o■ao�� m� o • : , : 000�m� m� v • .. �oao�© m� o •: �000�r� mo v •: �■soo® m� o • : �000 m� o • : Joao o�000�� mo o��oo • ®�000® ©� m� � • 000�a m� �000 ®v oma■ � . aos� RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 51 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:41 PM Job Number: 05217 10 ROW - SHORT Checked By: Member Section Forces (Continued) LC Member Label Cart Cvfnlrlrl cti—ryt . Ck—rli 'r—. .-r6 so K ••_�__.. RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R30] Page 52 oo� . cam MRIMMEM! m0 • 1 1 • �M0� 1 m_ © 11• I • MEM!�® ®�MRIMMUM!� 1 1 • EM =U�MRIMMEM! �M� MRIM 11 :. =- ©� U 1 1 aa� MEM! MRIM 11 © 1•: 1 �EM =11=MRIM � 1v 11 11• ,MRIM� _®®MRIM0� / 1 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R30] Page 52 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:41 PM Job Number: 05217 10 ROW - SHORT Checked By: Member Section Forces (Continued) 1 r' KAomher 1 'k -I C.. A..:_M.t . 11 _ ------- ----' 114 --- 4 ••�•• .15 =�� 01 vca� n 0 1 V14 UC�I�I IIII 0 - IYIVII ICIII 0 I�-..1'L IVIUIIICfII R-... .012 115 116 . 1 M24 5 1 .151 .057 -.011 -.004 0 0 0 0 0 0 .02 0 117 2 .057 -.004 0 0 0 0 118 3 .057 -.004 0 0 0 .001 119 4 .057 -.004 0 0 0 .002 120 5 .057 -.004 0 0 0 .002 121 1 M25 1 -.001 -.099 0 0 0 -.025 122 2 -.001 -.099 0 0 0 -.013 123 3 -.001 -.099 0 0 0 0 124 4 -.001 -.099 0 0 0 .012 125 5 -.001 -.099 0 0 0 .024 126 1 M26 1 .129 -.017 0 0 0 -.026 127 2 .129 -.019 0 0 0 .001 128 3 .03 -.023 0 0 1 0 .007 129 4 .026 .032 1 0 0 0 .015 130 5 .026 .029 1 0 0 0 -.031 ✓ Member ASD Steel Code Checks I C RA. -K., Cho 1 It- KAn I ....rat 1 1 M1 1.625"ODx.. .416 1.219 .030 8.064 23.012 39.9 43.89 43.89 1 .6 .6 H 1-1 2 1 M2 1.625"ODx... 548 1.969 :014 6.052 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 3 1 M3 1.625"ODx.. .617 1.219 .024 4.032 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 4 1 M4 1.625"ODx.. .240 1.24 .012 4.029 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 5 1 M5 1.625"ODx... .493 3.958 .012 4.531 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 6 1 M6 1.s25"oDx... .069 0 .003 3 11.323 39.9 43.89 43.89 •235 .6 .85 H 1-2 7 1 M7 1.625"ODx... .130 6 .006 6 11.323 39.9 43.89 43.89 2.3 .6 .85 H2-1 8 1 M8 1"ODx0.07.. .149 2.75 .006 0 19.4431 39.9 43.89 43.89 2.3 .6 .2351 H1-2 9 1 M9 1.625"ODx.. .059 4 .006 4 11.323 39.9 43.89 43.89 1 .6 .85 H1-2 10 1 M10 1.625"ODx.. .135 4 .008 4 11.323 39.9 43.89 43.89 1 .6 .85 1 H1-1 11 1 M11 1.625"ODx... .132 6 .004 1 6 111.323 39.9 43.89 43.89 2.3 .6 .85 1 H1-1 12 13 14 1 ( 1 1 I M12 M13 M14 1.25"x0.07... 1.625"ODx.. 1.625"ODx... .075 .072 .107 0 6 4 .002 .002 .007 0 6 4 15.504 111.323 11.323 39.9 39.9 39.9 143.89 143.89 43.89 43.89 43.89 12.3 43.89 1 2.3 1 .6 .6 .6 .85 1 H2-1 .85 H1-1 .85 1 H2-1 15 1 M15 1"ODxo.07... .316 0 .075 0 37.88 39.9 43.89 43.89 2.3 .6 .2041, H1-2 16 1 M16 1"ooxo.07... 1 .073 0 .015 1 0 37.88 39.9 43.89.43.89 12.3 .6 .236. H1-2 17 1 M17 1.25"x0.07... .054 3.607 .000 13.607 18.37 39.9 143.89 43.89 1.211 .6 1.85 H11-1 18 1 M18 1.625"ODx... .101 4 .005 1 4 11.323 39.9 43.89 43.89 1 .6 .85 H1-1 19 1 M19 1.625"ODx... .065 0 .005 1 2 111.323 39.9 43.89 43.89 1.332 .6 .85 H2-1 20 1 M20 1.25"x0.07... 058 2.237 .001 12.237 29.202 39.9 43.89 43.891.761 .6 .85 H1-1 21 1 M21 1"ODxo.07... .190 0 .043 0 37.88 39.9 43.89143.89 2.3 .6 .228' H1-2 22 1 M22 1 "ODxo.o7... .034 .5 .006 0 37.88 39.9 43.89 43.89 2.3 .6 237. H . 1-2 23 1 M23 1.25"x0.07... .086 2.829 .003 2.829 24.903 39.9 143.89 43.8q,2.2061 .6 1 851H1-2 24 1 M24 1"ODxo.07... 019 .5 .001 0 37.88 39.9 43.89 43.891.677 .6 .6281 H1-2 25 1 M25 1"ODxo.o7... .151 0 .035 0 37.88 39.9 43 891 43.89 12.3 1 .6 .214: H2-1: 26 11 1 M26 1.625"oox... .065 0 .006 4 11.323 39.9 43.89 43.89 1 1 1 .6 1 .851H1-1 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW - SHORT.R3D] Page 53 A 18 14 -3.96k -3.96k M1407k _....... M1.f7k 4 M16 22 11 M22 N31 27 M15 20 17 A412 Loads: LC 1, DL+LL+SEISMIC Results for LC 1, DL+LL+SEISMIC -3.96k -3.96k M7-- M2607k.---.- 5 0� M25 '' 38 � 37 �3 N4 M24 36 N 35 Z> 30 29 M23 I 34 133 4 X18 7 1�641 Joe P. Hill, P.E. 10 ROW - LONG KRC Nov 30, 2005 at 3:41 PM 05217 NODE, MEMBER & LOADING LAYOUT 10 ROW - LONGAM Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number : 05217 10,ROW - LONG Checked By: Global i Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh(in ^2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 10OF Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor PCA .65 Concrete Stress Block 1 COL 1.625"ODxo.09"W... —.Rectangular Use Cracked Sections Yes Bad Framing Warnings iNo Unused Force Warnings I Yes Hot Rolled Steel Properties Label E ksi I G ksi Nu Therm \1 E5 F Densi Kdt 3 YYie�ld[ksi]� 1 A569 29000 11154 3 65 49 1 50 I Hot Rolled Steel Section Sets Label Sha a Desi n List T e Material Desi n MA A jin2 I in4 lu in4 J in4j_ 1 COL 1.625"ODxo.09"W... Pie Column A569 Typical .434 .128 .128 0 2 HORIZ 1"ON0.073"WALL Pie Beam A569 T pjcal .213 .023 .023 .257 3 CROSS BRACE VOM.073"WALL Pie VBrace A569 T ical .213 .023 .023 .046 .046 Joint Coordinates and Temperatures I ahol Y rRl v mi 1 N1 17.5 < 0 1- Il 0 emp t- uetacn r..rom ula . 0 2 N2 17.5 11.75 0 0 3 N3 11.5 7.416667 0 0 4 N4 17.5 7.416667 0 0 5 N5 11.5 0 0 0 6 N6 11.5 11.75 0 0 7 N7 17.5 0.916667 0 0 8 N8 11.5 0.916667 0 0 9 N9 0 7.416667 0 0 10 N10 0 1 9.666667 0 0 11 N11 6 7.416667 0 0 12 N12 6 0 0 0 13 N13 6 11.75 0 0 14 N14 0 0 0 0 15 N15 0 11.75 0 0 16 N16 0 3.166667 0 0 17 N17 6 0.916667 0 0 18 -- ----N-18 – -- ----- -0--- -- 0.916667 —1 _0_ -----0 ----� ------ MIOA-M version o.ua [CAProjects\05217 Bob Hope Classic Bleachers 2006\10 ROW-LONG.R3D] Page 55 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number: 05217 10 ROW - LONG Checked By: Joint Coordinates and Temperatures (Continued) 1 h.1 v ran 19 N19 .. 1115 -p` inn n Mui. n-iuiau i MQ K-WraO L KOT. K-wrad Reaction ""� r-veiaUn rrom Ula ... 20 N20 6 3.166667 0 0 21 N21 11.5 3.166667 0 0 22 N22 6 9.666667 0 0 23 N23 11.5 9.666667 0 0 24 N24 6 11.5 0 0 25 N25 11.5 11.5 0 0 26 N26 0 6.666667 0 0 27 N27 6 4.416667 0 0 28 N28 0 4.416667 0 0 29 N29 17.5 4.416667 0 0 30 N30 11.5 4.416667 0 0 31 N31 6 6.666667 0 0 32 N32 11.5 6.666667 0 0 33 N33 23.5 3.166667 0 0 34 N34 17.5 3.166667 0 0 35 N35 23.5 6.666667 0 0 36 N36 17.5 6.666667 0 0 37 N37 23.5 9.666667 0 0 38 N38 17.5 9.666667 0 0 39 N39 23.5 11.5 0 0 40 N40 17.5 11.5 0 0 41 N41 23.5 0 00 N22 42 N42 23.5 11.75 0 0 Joint Boundary Conditions 1 _ N1 ._ ..,... Reaction Reaction inn n Mui. n-iuiau i MQ K-WraO L KOT. K-wrad Reaction 2 N5 Reaction Reaction Reaction 3 N12 Reaction Reaction Reaction 4 N14 Reaction Reaction Reaction 5 N41 Reaction Reaction Reaction Member Primary Data 1 M1 N1 N2 COL veaiyn usi Pie i pe Column iwatenai A569 KuI icai 2 M2 N38 N3 ROSS BRACE Pie VBrace A569ical jT�in 3 M3 N23 N4 ROSS BRACE Pie VBrace A569 pica) 4 M4 N5 N6 COL Pipe Column A569 T pical 5 M5 N21 N7 ROSS BRACE Pie VBrace A569 Typical 6 M6 N34 N8 ROSS BRACE Pie VBrace A569 Typical 7 M7 N25 N40 HORIZ Pie Beam I A569 Typical 8 M8 N22 N9 ROSS BRACE Pie VBrace 1. A569 Typic 1 9 M9 N10 N11 ROSS BRACE Pie VBrace A569 Typical 10 M10 N12 N13 COL Pie Column A569 T ical 11 M11 N14 N15 COL Pie Column A569 T icai 12 M12 N16 N17 ROSS BRACE Pie VBrace, A569 Typical 13 M13 N20 N18 CROSSBRACE Pipe VBrace A569 Ty pical 14 M14 N24 N19 HORIZ --Pipe Beam A569 Tpical 15 M15 N20 N21 HORIZ Pie Beam A569 Typical 16 M16 N22 N23 HORIZ Pie Beam A569 T 17 M17 N24 N25 I HORIZ Pipe Beam A569 _pical 18 M18 N26 N27 ROSS BRACEI Pie I VBrace A569 _Typical T pica) 19 M19 N31 N28 ROSS BRACEI Pie IVBrace 1 569 T ical RISA -3D Version 5.Od [CAProjects\05217 Bob Hope Classic Bleachers 2006\10 ROW - LONG.R3D] Page 56 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number: 05217 10 ROW - LONG Checked By: Member Primary Data (Continued) I ehel I 1-:_1 I 1-:_. 20 - M20 - N32 - -- N29 ��.••a .•Qac �_ vca uvluana c ;CROSS BRACE vealy[I usr Pipe I y e VBrace marenal A569 Uesi n Kuies Typical 21 M21 N36 N30 tROSS BRACE Pie VBrace A569 Typical 22 M22 N31 N32 I HORIZ Pie Beam A569 T ical 23 M23 N33 N34 HORIZ Pie Beam A569 T pical 24 M24 N35 N36 HORIZ Pie Beam A569 pical 25 M25 N37 N38 HORIZ Pie Beam A569 _-Ty Typical 26 M26 N39 N40 HORIZ Pie Beam A569 Typical 1.27 1 M27 I N41 IN42 COL Pie Column A569 T ical Member Advanced Data I h.1 I DcI 1 - MI--6e- - ---- - I11 vni rn D1l.m I VIv1 Inacuve Yes 2 M2 BenPIN BenPIN Yes 3 M3 BenPIN BenPIN Yes 4 M4 M5 !CROSS 8.., 6.408 Yes 5 M5 BenPIN BenPIN Yes 6 M6 BenPIN BenPIN Yes 7 M7 BenPIN BenPIN Yes 8 M8 BenPIN BenPIN I Yes I 9 M9 BenPIN BenPIN Yes 10 M10 13 Yes 11 M11 Yes 12 M12 BenPIN BenPIN Yes 13 M13 BenPIN BenPIN Yes 14 M14 BenPIN BenPIN I Yes 15 M15 BenPIN BenPIN Yes 16 M16 BenPIN BenPIN Yes 17 M17 BenPIN BenPIN Yes 18 M18 BenPIN BenPIN Yes 19 M19 BenPIN BenPIN Yes 20 M20 BenPIN BenPIN I Yes 21 M21 BenPIN BenPIN Yes 22 M22 BenPIN BenPIN Yes 23 M23 BenPIN BenPIN Yes 24 M24 BenPIN BenPIN Yes 25 M25 BenPIN BenPIN Yes 26 M26 BenPIN BenPIN Yes 27 M27 Yes Hot Rolled Steel Design Parameters I hcl Chi I e ..H. I k. -Jell RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW -LONG. R3D] Page 57 M1 COL 11.75 4 4 2 P1 M2 CROSS B.. 6.4081 1 3 M3 CROSS B..i 6.408 4 M4 COL 11.75 4 4 5 M5 !CROSS 8.., 6.408 6 M6 CROSS B.. 6.408 7 M7 HORIZ 6 8 M8 CROSS B.., 6.408 9 M9 CROSS B.. 6.408 10 M10 COL 11.75 4 4 11 Mil COL 11.75 4 4 12 M12 CROSS B.. 6.408 13 M13 !CROSS B.. 6.408 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW -LONG. R3D] Page 57 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number : 05217 10 ROW - LONG Checked By: Hot Rolled Steel Design Parameters (Continued) Joint Loads and Enforced Disalacements (BLC 1 : DL+LL) 1�in♦ I .,L...I 1 N 15 'AAM MA vll cl.uvll Y Iv1O IIIIUUC n n -Il III IGU R S'L/TT -3.96 2 N13 L Y -3.96 3 N6 L Y -3.96 4 N2 L Y -3.96 5 1 N42 L Y -3.96 0 0 3.196e-4 Joint Loads and Enforced Disalacements (BLC 1 : DL+LL) 1�in♦ I .,L...I 1 N 15 �.� L vll cl.uvll Y Iv1O IIIIUUC n n -Il III IGU R S'L/TT -3.96 2 N13 L Y -3.96 3 N6 L Y -3.96 4 N2 L Y -3.96 5 1 N42 L Y -3.96 Joint Loads and Enforced Displacements (BLC 2: SEISMIC) 1 N15 L X m04111 LUUcn n- L MI Iau K SY/TT 1 2 N13 L X 1 3 N6 L X 1 4 N2 L X 1 5 N42 L I X 1 Basic Load Cases Load Combinations Load Combination Design Joint Deflections LC Joint Label 1 X in Yin Z in X Rotation rad Y Rotation rad Z Rotation rad 1 N1 0 0 1 0 0 0 -3.165e-3 2 1 N2 .258 -.047 0 0 0 -9.402e-3 3 1 N3 .06 -.026 0 0 0 3.196e-4 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW -LONG. R3D] Page 58 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number : 05217 10 ROW - LONG Checked By: Joint Deflections (Continued) I Cpint I � 1 4 1 -- N4 -.088 fill] c m A notation rad Y Rotation rad 2 Rotation fradl 5 1 N5 .055 0 -.03 0 0 0 0 8.074e-5 6 1 N6 .26 -.043 0 0 0 0 0 0 -3.24e-3 -1.037e-2 7 8 1 1 N7 .03 -.004 0 0 0 -1.733e-3 9 1 N8 N9 .03 -.003 0 0 0 -1.68e-3 10 1 N10 .049 -.027 -.035 0 0 0 0 0 7.108e4 11 1 N11 .054 .054 -.03 0 0 0 0 4.065e-3 7.94e-4 12 13 1 1 N12 N13 0 0 0 0 0 I -2.925e-3 14 1 N14 .26 0 -.046 0 0 0 0 -1.021 a-2 15 1 N15 .26 -.043 0 0 0 0 0 0 -2.563e-3 -1.026e-2 16 1 1 N16 .027 -.011 0 0 0 -9.416e4 17 1 N17 .027 -.004 0 0 0 -1.503e-3 18 1 N18 .024 -.003 0 0 0 -1.288e-3 19 1 N19 .229 -.042 0 0 0 -1.017e-2 20 1 N20 .029 -.013 0 0 0 -7.957e-4 21 1 N21 .029 -.011 0 0 0 -4.362e-4 22 1 N22 .055 -.038 0 0 0 -3.958e-3 23 1 N23 .055 -.035 0 0 0 -3.642e-3 24 1 N24 .229 -.045 0 0 0 -1.012e-2 25 1 N25 .229 -.042 0 0 0 -1.028e-2 26 1 N26 .051 -.024 0 0 0 2.685e-4 27 1 N27 .052 -.018 0 0 0 -1.306e-3 28 1 N28 .051 -.016 0 0 0 -1.278e-3 29 1 N29 I .057 -.018 0 0 0 -9.346e-4 30 1 N30 .047 -.016 0 0 0 -1.06e-3 31 1 N31 .057 -.027 0 0 0 2.227e-4 32 1 N32 .057 -.024 0 0 0 -5.158e-4 33 1 N33 .036 -.012 0 0 0 -9.312e-4 34 1 N34 .036 -.013 0 0 0 -8.303e-4 35 1 N35 .052 -.025 0 0 0 7.297e-4 36 1 N36 .052 -.027 0 0 0 -7.447e-5 37 1 N37 .07 -.037 0 0 0 -4.392e-3 38 1 N38 .069 -.039 0 0 0 -3.845e-3 39 1 N39 .23 -.044 0 0 0 -8.989e-3 40 1 N40 .229 -.046 0 1 0 0 -9.317e-3 41 1 N41 0 0 0 1 0 0 -9.714e-4 42 1 N42 .257 -.045 0 1 0 0 -9.074e-3 Joint Reactions LC Joint Label X [k 1 1 N1 -.088 Y k 4.369 Z jk 0 MX k - ft ILOCKED MY k -ft ILOCKED MZ k -ft 0 2 1 N5 -.096 3.634 0 0 1 0 0 3 1 N12 -.087 4.32 0 0 0 0 4 1 N14 -.078 3.675 _0____F_0 0 0 5 1 N41 0 3.986 0 0 0 0 6 1 N20 NC NC I NC NC LOCKED NC 7 1 N33 NC NC NC NC LOCKED NC 8 1 Totals: -.35 19.984 0 9 1 COG (ft): X: 11.696 Y: 11.7 Z: 0 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW -LONG. R3D] Page 59 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number: 05217 10 ROW - LONG Checked By: Member Section Forces LC Memher I ahal Sar Avi.111 1 CK—FIA ek-r6i r...,.,.—rL 011 �A . IrL n•_�__u RISA -313 Version 5.0d [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW -LONG. R3D] Page 60 m. ©�� • • 000v , , mo o� , • . 000v ®®■soma ■saw m� ©���a �� oma© � • ��oo ; ; RISA -313 Version 5.0d [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW -LONG. R3D] Page 60 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number: 05217 10 ROW - LONG Checked By: Member Section Forces (Continued) RISA -31) Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW- LONG.R3D] Page 61 _ mss - - u� �■•m . - ���• . Lv�o�1VULlIalil • 11 I •• 0 11 /1 � , •• 0 1 �� 11 1 1 � 1 1• ��� 11�� I / I © 1/• 11 I�a� 11 RISA -31) Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW- LONG.R3D] Page 61 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:55 PM Job Number : 05217 10 ROW - LONG Checked By: Member Section Forces (Continued) I r RA --Mn, 1 -L.-I c_ n..:_inn . n___n I r hA--,c CF.- 11P 111_.. 1 __r[., 1 1 M 1 1.O ODx... .619 • .. u, ,-..��� �vv .. v. 6.732 .. -rte ., , IAM ®_ - 1 -11v .6 © � � • � � 1 M2 1"00x0.07... .051 3.204 .001 0 3.63 39.9 43.89 43.89 1 .6 1 H2-1 3 1 M3 1"00x0.07... .293 3.271 .001 3.63 39.9 .43.89 43.89 1 .6 1 H1-1 4 1 M4 1.625"ON.. .672 9.669 .023 .6.4081 16.732 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 5 1 M5 1"00x0.07... .234 3.271 .001 0 3.63 39.9 43.89 43.89 1 .6 1 H1-1 6 1 M6 1"00x0.07... .041 3.204 .001 0 3.63 39.9 43.89 43.89 1 .6 1 H2-1 7 1 M7 1" 00x0.07... .022 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 H2-1 8 1 M8 1"00x0.07... .042 3.2041 .001 6.408 3.63 39.9 43.89, 43.89 1 .6 1 H2-1 9 1 M9 1"02x0.07... .253. 13.271 .001 6.408 3.63 39.9 43.8943.89 1 .6 1 H1-1' 10 1 M10 1.625"ODx... .650 19.669 .016 7.466 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 11 1.236 1 M 11 1.625" ODx... .647 19.669 .016 3.182 23.012 39.9 143.89 43.89 1 .6 .6 Hl -1 12 1 M 12 1 "00x0.07... 3.271 .001 0 3.63 39.9 43.89 43.89 1 .6 1 Hl -1 13 1 M13 VONO.07... .038 3.204 .001 0 3.63 39.9 43.89143.891 .6 1 H2-1 14 1 M14 1"00x0.07... .020 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 H2-1 15 1 M15 1" 00x0.07... .026 2.75 .001 0 4.928 39.9 I r hA--,c CF.- 11P 111_.. 1 __r[., 1 1 M 1 1.O ODx... .619 9.669 .......... ..v .019 �vv .. v. 6.732 v ...ar 23.012 1 1 n 39.9 1 v _1 -no -1 43.89. 43.89 - 1 -11v .6 %.11 .6 C (1 Hl -1 2 1 M2 1"00x0.07... .051 3.204 .001 0 3.63 39.9 43.89 43.89 1 .6 1 H2-1 3 1 M3 1"00x0.07... .293 3.271 .001 3.63 39.9 .43.89 43.89 1 .6 1 H1-1 4 1 M4 1.625"ON.. .672 9.669 .023 .6.4081 16.732 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 5 1 M5 1"00x0.07... .234 3.271 .001 0 3.63 39.9 43.89 43.89 1 .6 1 H1-1 6 1 M6 1"00x0.07... .041 3.204 .001 0 3.63 39.9 43.89 43.89 1 .6 1 H2-1 7 1 M7 1" 00x0.07... .022 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 H2-1 8 1 M8 1"00x0.07... .042 3.2041 .001 6.408 3.63 39.9 43.89, 43.89 1 .6 1 H2-1 9 1 M9 1"02x0.07... .253. 13.271 .001 6.408 3.63 39.9 43.8943.89 1 .6 1 H1-1' 10 1 M10 1.625"ODx... .650 19.669 .016 7.466 23.012 39.9 43.89 43.89 1 .6 .6 H1-1 11 1.236 1 M 11 1.625" ODx... .647 19.669 .016 3.182 23.012 39.9 143.89 43.89 1 .6 .6 Hl -1 12 1 M 12 1 "00x0.07... 3.271 .001 0 3.63 39.9 43.89 43.89 1 .6 1 Hl -1 13 1 M13 VONO.07... .038 3.204 .001 0 3.63 39.9 43.89143.891 .6 1 H2-1 14 1 M14 1"00x0.07... .020 3 .001 0 4.141 39.9 43.89 43.89 1 .6 1 H2-1 15 1 M15 1" 00x0.07... .026 2.75 .001 0 4.928 39.9 43.89 43.89 1 .6 1 Hl -3 16 1 M16 1"02x0.07... .016 2.75 .001 0 4.928 39.9 43.89 43.89 1 .6 1 H2-1 17 1 M17 1"00x0.07... .018 2.75 .001 0 4.928 39.9 43.89 43.89 1 .6 1 H2-1 181 M18 1"00x0.07... .170 3.271 .001 6.408 3.63 39.9 43.89 43.89 1 .6 1 H1-3 19 1 1 M19 1"00x0.07.... .036 3.204 .001 0 3.63 39.9 43.89 43.89 1 .6 1H2-1 20 1 M20 1" 00x0.07... .210 3.271 .001 0 3.63 1 39.9 43.89 143.89 1 .6 1 Hl -1 21 1 M21 1" 00x0.07... 033 3.204 .001 6.408 3.63 39.9 43.89 43.89 1 .6 1 H2-1 22 M22 1"00x0.07... .019 2.75 .001 0 4.928 39.9 43.89 43.89 1 .6 1 H2-1 23 ll M23 EM 1" 02x0.07... .020 3 .001 0 4.141 39.9 43.89 1 .6 1 H2-1 24 M24 1"00x0.07.. .078 3 .001 0 4.1411 39.9 .43.89! 43.89143.89 1 .6 1 H1-3 25 25 1"00x0.07... .031 3 .001 0 4.141 39.9 43.89, 43.89 1 .6 1 -1 26 [27 1 M26 1"00x0.07... .022 3 I 001 0 4.141 39.9 143.89143.89 1 .6 1 -1 �H�2 1 M27 1.625" 00x... 578 9.6691 .012 11.505 23.012 39.9 43.89 1-1 RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\10 ROW-LONG'.R3D] Page 62 RISA MODEL OF ADA RAMP DL =10 PSF ILL 100 BAY WIDTH: 6.0 FT BAY LENGTH: 3.0 FT SHORT DIRECTION: PDL.LL = 990.0 LBS (EDGE COL) ***USE 100 LBS MAX PER POST, --CONSERVATIVE*** MAX. SEISMIC LOADING = 100 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST LONG DIRECTION: PDL,LL = 990.0 LBS (EDGE COL) MAX. SEISMIC LOADING = 100 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0.7 = 70 LBS PER POST MEMBER PROPERTIES: COLUMNS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME HORIZONTALS => 1.625" OD x 0.09" WALL ROUND TUBE FRAME VERTICALS => 1.0" OD x 0.073" WALL ROUND TUBE FRAME DIAGONALS => 1.25" OD x 0.073" WALL ROUND TUBE HORIZONTALS => 1.0" OD x 0.073" WALL ROUND TUBE CROSS BRACES => 1.0" OD x 0.073" WALL ROUND TUBE Fy = 50 KSI STEEL JOB: DATE: 0521-1 12-1-05 JOE P. HILL, P.E. BY: CHD: CONSULTING STRUCTURAL ENGINEERING SHEET _ of <fRc J PN o% .4 .07k -1k aIN Loads: LC 1, DL+LL+SEISMIC Results for LC 1, DL+LL+SEISMIC Joe P. Hill, P.E. KRC 05217 TYPICAL RAMP NODE, MEMBER & LOADING LAYOUT 8 3 7 Nov 30, 2005 at 3:56 PM RAMPAM Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:56 PM Job Number : 05217 TYPICAL RAMP Checked By: Global Displav Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh(in ^2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E NO G rksil Nu Therm \1 E5 F Densitylk/ft'31 Yield ksi 1 A569 29000 11154 1 .3 .65 1 .49 1 50 Hot Rolled Steel Section Sets Label Shape Desi n List T e matedal Desion Rut... A fin2l 1w fin4lIzz rin4l J rin4l 1 COL 1.625"oDxo.09"W... Pie Column A569 I Typical 1 .434 1 .128 .128.257 0 2 FRAME HORIZ 1.625"oDxo.09"W... Pie Beam A569 TyDical .434 1 .128 .128 .257 3 FRAME DIAG 1.25"xo.073"WALL Pie VBrace A569 T ical 27 1 .047 .047 .094 Joint Coordinates and Temperatures nhal Y W1 V f"I 'f f41 T-�- rrti 1 N1 0 2.5 0 VclGl.11 r1VI11 Uld 0 2 N2 6 .75 0 0 3 N3 6 2.5 0 0 4 N4 0 .75 0 0 5 N5 0 0 0 0 6 N6 0 3 0 0 7 N7 6 0 0 0 8 N8 6 3 0 0 Joint Boundary Conditions RISA -3D Version 5.Od [C:\Projects\05217 Bob Hope Classic Bleachers 2006\RAMP.R3D] Page 65 Company Joe P. Hill, P.E. Nov 30, 2005 Designer KRC 3:56 PM Job Number: 05217 TYPICAL RAMP Checked By: Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Sha a Design List TvDe Material Desi n Rules 1 M1 N7 N8 COL Pie Column A569 2 M2 N1 N3 FRAME HORIZ Pie Beam A569 —Typical Typical 3 M3 N4- N2 FRAME HORIZ Pie Beam A569 Typical 4 M4 N3 N4 FRAME DIAG Pie VBrace A569 Typical 5 M5 N5 N6 COL Pie Column A569 Typical Member Advanced Data r Label I Release .I RPlPaca I r)ffcoBinl J rlffcoffinl T/C r)nly Phvciral TOM InnrHyn Hot Rolled Steel Design Parameters Label zzfffl I Cm_» Ch v cwav Joint Loads and Enforced Displacements (BLC 1 : DL+LL) Joint Loads and Enforced Displacements (BLC 2: SEISMIC) Basic Load Cases Load Combinations Descri tion SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 L+LL+SEISMIC YeS 1 1 1 1 2 1 .7 Load Combination Design Description ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 1 DL+LL+SEISMIC 1 1.33 Yes Yes Yes Yes RISA -3D Version 5.0d [C:\Projects\05217 Bob Hope Classic Bleachers 2006\RAMP.R3D] Page 66