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1 LEGOLAND DR; STRUCT 2; CB162925; Permit
STRUCTURAL CALCULATIONS ojuI Legoland California Employee Parking Structure One Legoland Drive Carlsbad, CA 92008 H Prepared for: McCarthy Building Copanies '1 9275 Sky Park Court, Suite 200 San Diego, CA 92123 ... NO 361\32 c_.. 12-1 A7 V - ••'..'.- "I. • Prepared by: • HOPE AMUNDSON, INC. 1301 Third Avenue, Suite 300 San Diego, CA 92101 July 26,2016 H-A Project #216003.00 It' HOPE -AMUNDSON • STRUCTURAL CALCULATION INDEX Project LEGOLAND Employee Parking Structure HA#21600300 VOLUME I Description Page Number Design Criteria Design Basis DC 1 '.- . Seismic Force on- Elements . S ; - .DC 7 Load Criteria DC 15 Rebar Development Tables DC 17 Gravity Design '. . . . S •, 2 : . . S ' Slabs Slab Design Criteria SD 1 I. Gridline layout and Dimensions SD 3 PT Slab Design . , : . . Typical 15-Span Roof. Slab Summary . . .. . SP - 4 : .'. .. , •. •.. : Slab Detailed Output .. . .: SD - 6 Typical .15-Span Floor Slab Summary •. . SD - 38 • ' .. ', , . Slab Detailed Output. ' :. •• SD - 40; .' 13 Span Floor Slab Summary SD 72 : , . . :: . 13-Span Roof Slab Summary . . ' 0 0 . SD - 74, . 8-Span Floor Slab Summary SD 76 • 7-Span Floor Slab Summary, SD - 78, 0 0 Slab Tendon Design Calculations •' : •. . SD -,80 . ' •. Slab Mild Steel Reinforcement Design SD 88 Pour Strip Mild Steel Reinforcement Design SD 101 Shrinkage & Temperature Reinforcement Design SD 106 Slab Deflection Check.. : . . 0 ' SD - 107 Slab Punching Shear Check SD 108 Pedestrian Walkway Slab Design SD -109 PT Beams PT Beam Design Criteria ' . ' ' . . ; 0 = ' ' BD -.1 PT Beam Design Typical Floor One Span PT Beam Summary BD 2 Typical Floor One Span PT Beam Detailed Output BD 3 O , , ; 0 •. ' ' . . Typical Roof One PT Beam Summary " ' . . ; .BD -,8 ' . •, . . ' Typical Floor One Span PT Beam Detailed Output BD 9 Typical Floor Three Span PT Beam Summary BD 35 Typical Floor Three Span PT Beam Detailed Output BD 36 • . . . . 0 . , , 0 Typical Roof Three-Span PT Beam Summary . , . , 2 BD .44 •' 0 40 •• ., 0 ' 0 , Typical Floor Three-Span PT Beam Detailed Output , . . .BD -'45 . . . '• Typical Floor Four Span PT Beam Summary BD 69 Typical Floor Four-Span PT. Beam Detailed Output 2' '• ', BD- 70 2 ', •'' ......- ' ' . . ' •,• S. •, ' Typical Roof Four-Span PT'BCathSümmary 0 • 2 .: BD - 80 S . •. ' '0 Typical Floor Four-Span PTBeam Detailed Output ' BD -.81 $ ..• $ $ , •, - ,0 • 0 . Upturned Roof Three-Span PT' Beam Summary : ' • ' : BD - 97 • 0 0 Upturned Floor Three Span PT Beam Detailed Output BD 98 Stair Stringer to Beam Loads BD 106 PT Beam Shear Strength Summary BD 108 O ' '0 • ' . PT Beam Deflection Check ' •0 • , . . ' 'BD - 109 . 2, . ' • 0 , • ,. 0 ' .. -. ' $ 0 , HOPE AMUND5ON • STRUCTURAL CALCULATION INDEX Project LEGOLAND Employee Parking Structure H A#214055 00 'VOLUME l(CONT) . Description Page Number Gravity Design (Cont) PT Girders PT Girder Design Criteria GO 1 PT Girder Design Typical Floor PT Girder. Design Summary GD 2 . . Typical, Floor PT Girder Detailed Output ,.. GD- 4 Typical Roof PT Girder Design Summary GO 10 Typical Roof PT Girder Detailed Output GO 12 PT Girder Design Summaries GD 17 PT Girder Shear Strength Summary GD 28 PT Girder Deflection Check GO 29 Retaining Wall Design Loading and Geotechnical Information Summary RW I. Headwall Design RW 5 Ramp Wall Design RW 7 Headwall Shear Check : RW 9 . : Ramp Wall Shear Check . . . . . : . RW- 10 . Stability Checks RWr 11 Foundation Design East Wall RW 20 West Wall RW 21 Headwall RW 22 East West & Headwall Shear/Flexure Design RW 27 44' Retaining Wall Design RW 32 9`6" Retaining Wall Design RW 40 7-0" Retaining Wall Design RW 48 Structural Components Elevator Cores Elevator Core Design Criteria and Loading EC 1 ETABS Model Presentation EC 17 Elevator Core Design Drift EC 29 Flexural Design EC 31 Shear. Design EC 33 Boundary Zone Check EC 34 Header Design EC 35 Elevator Core Foundation Design Elevator Core Mat Slab Design Criteria EC 36 • .• • . • . • . SAFE Model Presentation • • . : • • . . .EC- 40 Bearing Check EC 50 Flexural Design EC 51 HOPE -AMUNDON STRUCTURAL CALCULATION INDEX Project LEGOLAND Employee Parking Structure H-A# 216003.00 .' VOLUME II Description Page Number Lateral Analysis Seismic Analysis Exectutive Summary LA 1 Seismic Loads LA 2 Load Summary and Mass Take oft LA 3 Dynamic Analysis Summary LA 9 Drift Irregularity, and P Check LA 18 Redundancy Check . . . . . L- .34 ETABS Model . . .. . Graphic Display: .• . . . . •. LA - 41 ETABS Output LA 7 49 Moment Frame Design Moment Frame Executive Summary MF 1 Frame A Moment Frame Design MF 2 Summary. MF 2 Beam/Joint Spreadsheets Interior ME 28 Column Design Interior . Beam/Joint Spreadsheets Exterior. MF 43 MF 55 Column Design Exterior MF 70 Frame EMoment Frame Design •: . MF- 82. : Summary MF 82 Beam/Joint Spreadsheets Interior MF 112 '. . . .• Column Design Interior . '. . MF-118 Beam/Joint Spreadsheets Exterior MF 134 Column Design Exterior MF 140 Frame 1 Moment Frame Design ME 156 Summary ME 156 Beam/Joint Spreadsheets Interior MF 175 Column Design Interior ME 181 Beam/Joint Spreadsheets Exterior MF 197 Column Design Exterior ME 211 Frame 16 Moment Frame Design MF 223 Summary • :. • . • . . •. ME- 223 Beam/Joint Spreadsheets Interior MF 246 Column Design Interior MF 248 Beam/Joint Spreadsheets Exterior; ; • • . MF- 260 : Column Design Exterior MF 262 Lateral Foundation Design Design and Loading Summary , LE 1 Pad Foundation Design LF 2 Frame A LF 2 Frame E LF 3 Static Check LF 4 Dynamic Check LF 5 Grade Beam Design Frame LF 6 LF 6 Frame 16 LF 24 SAFE Model LF 42 •. .. •. • . . • SAFE Input . . : • . • LF- 42 : . • • • • SAFE Output LF 65 Hope-Amundson 216003 00 Calculation by M Nekuda LA - 2 .' JOB - J 1301 mlrdjvenoo - 101 I 16192324673 SHEET NO OF Y: DATE HOPEAMUND5ON CHECKED.BY DATE Structural Engineers 0 . . Seismic Desian Base Shear Equivalent Lateral Force Procedure Determine value of the Seismic Design Base Shear, V. Based on ASCE 7-10. - -' Requirements for Seismic Design'Gategory A are not considered. .. - Input Data Variables determined by building configuration Variables determined by site and location II Risk Category per 2012 IBC Table 16045 D Site Class per Table 20.3-1.. l = 1.00 Seismic Importance factor per Table 1.5-2 , TL 8 Long period Transition per Figure 22-12 C1 = 0016 Building Period parameter per Table 12.8-2 S6 = 1117 Spectral Accel for short periods per Figure 22-1 x = 0.90' Building Period parameter' per Table 1?.8-2. = 0.430 Spectral Accel. for 1-sec. period per Figure 22-2 8:00 Response Modif Coeff. per Table 12.2-1 Fa* = 1.053 Site Coefficient per Table 11.4-1 h0 . = 3267 Height above base to the uppermost level in , , 'F = :1.570 Site Coefficient per Table 11.4-2 the main portion of the building (ft) Use USGS website to get precise values Yes Diaphragms per. Section 11.6: hfloi/earthguake.usns.gov/desipnmaos/us/aDplicationohD Flexible wl L6 s 40 ft or Non Flexible OutDut Data Approximate fundamental period, T, (sec) per. Section 112.82..l T0 = C1 (h)0 = 0.369 (Equation 12.8-7) Design spectral response acceleration coefficients per Sections 11.4.3 and 11-1.A.4 Sms = Fa S, = 1176 SOS = (2/3)S MS 0.784 (Equation 1.1.4-1 and Equation 11.4-3) SMI = F S1 = 0.675 SD1 = (2/3)SMI = 0.450 (Equation 11.4 -2 and Equation 11.4-4).. • Response Spectrum Transition Periods (sec) per Section 11 4 5 T0 = 0 2 (S01/Sos) = 0.115 (Section .11.4.5) ITS = Sol/SDS =-45741- 574 0.8 T0 = 0.459 (Section 11 45) Variables determined by Sections 1.1 .6 and 12.8.2 1 D Seismic Design Category per Section 11.6 C. = 1.40,Period upper limit coeff. per Table 12.8-1 Cu - = - 140, Period coeff. used Upper limit fundamental period for base shear determination, T (Sec) per Section 12.8.2 T = T6 x 6u.—, 0516 (Section 12 82) Seismic Base Shear, V per ASCE Section 12.8.1 C6 = = 0098 V = C6 W = 0.'098 W (Equation 12.8L2 and Equation 12.80): Csmm = 0044 SDI le 0.035 V = C6 W = 0.035 W (Equation 12.8-5 and Equation 128 1) C6 min = = n/a V = C W = n/a W (Equation 128 6 and Equation 128 1) For T9TL: C. max = T(R/le) = 0.109. V = C6 W = `0.10a w (Equation 1283 and Equation 12.8-1) For Ts TL SDITL CS max = TR/L) = n/a V = C6 W = n/a W (Equation 12.8-4 and Equation 128 1) C8 W = 0098 WI - iiO4 Projects\2016\216003.00 Legotand PS (DB)\1 Centrat Fatders\03 Ca1cs\Spreadsheets\216003.00 Seismic Loads 2012 iBC,xis - , -- - Hope Amundson 216003.00 Galculation by M. Nekuda . LA - 3 LEGOLAND Parking Structure 0 Modeled Mass Verification 3 Columns Area (it) No. ptt of Hieght Beam Area (f1) . pit of Lengt 24x24 in GA Cot. . . 4.00 1 600.00 15"x30" Beam 3.13 . 468.8 24x 36 in' ME Col 6.00 - 1 900.00 24x30" Girder 5.00 750.0 26x 36 in ME Cal 6.50 1 975.00 24x 30 in GA Cot 5.00 1 750.00 . 22"549" ME BM 0 . 1122.9 0 24"x49" ME BM 8.17 1225.0 4 0 26"549" ME BM 8.85 1327.1 6"x49" Crash Wall 2.04 306.3 0 0 16"x49" Beam 5.44 816.7 Level 04 A (Typ 5" Slab) 0 A (it)DL(psf) 6658.04 p2 SDL (psf) LL (psI) LL LL Camp Total (k) Floor Total (k) DL and SDL Mass Comp Total (k) Eloor Total (k) 62.5 6 40 266.3 456.1 A (Ramp 1/2 DN from P.6) 3564 it, 0 62.5 6 40 142.6 244.1 10222.04 0 ONlY. LF(fl) DL (Pb) 15"x30" Beam 9 64 270000 . 270.0 24"e30" Girder 1 36 .. 27000 0 27.0 24"x49" ME BM 2 25.75 63087.5 63.1 24"n49" ME BM 3 18 , 66150 0 . 0 66.2 0 0.0 6"x49" Crash Wall 2 13 7962.5 8.0 6"x49* Crash Wall . 11 18 0 .60637.5 .60.6 ONTY LE(ft) DL (lb) 24x24 in GA Col 11 5.0833 it 33550 . 0 33.6 24x 30 in GA Cot 2 5.0833 it 7625 7.6 24x 36 in ME Cal 7 5.0833 ft . 32025 . 32.0 0 0 0.0 Stair #1 0 40 62.5 48 40 100 . 0.0 0 0.0 Stair #2 . .1 40 62.5 48 40 100 10.3 14.4 Screen Load 0 0 0.0 - 0 . 419.1 - 1272.6 Level 3 A (Typ 5" Slab) 58566.5 1122 62.5 6 40 2342.7 4011.8 A (Ramp) 7020 ft22 62.5 6 40 280.8 480.9 65586.5 2623.5 . ONlY . LF(ft) DL (lb) 15"x30" Beam 28 63 826875 . . 826.9 15"40" Beam 14 62 406875 . 406.9 15"x30" Beam ,14 . 64 .420000 - 420.0 24"x30" Girder 7 36 189000 189.0 16"n49" Beam 1 51 41650 0 - 41.7 16x49" Beam 2 62 101268.7 . . 101.3 16"s49" Beam 1 42.5 34708.33 . . - 0 347 16"x49" Beam 1 37.583 30693.06 . 0 30.7 16"x49 Beam 1 49 40016.67 0 40.0 24"549" ME BM . 3 18 66150 . 66.2 24"x49" ME BM 3 18 66150 0 . 66.2 24"x49" ME BM 3 21 77175 0 77.2 O 24"x49" ME BM 3 25.917 95243.75 0 95.2 6"x49" Crash Wall 23 18 -126787.5 0 126.8 6"x49* Crash Wall 1 14 4287.5 0 43 6"n49" Crash Wall . 2 12.5 . 7656.25 7.7 6"x49"Craah Wall 3 11.5 10565.63 . 0 10.6 O ONTY LF(ft) . DL (lb) 0 0 24 x 24 in GA Cal 12 10.75 ft 77400 77.4 24 n 30 in' GA Cal 2 10.75 ft 16125 0 0 16.1 24x 36 in MF Cot 7 10.75 ft 67725 67.7 24224 in GA Cal 35 5.6667 ft 119000 - 119.0 24230 in GA Cal 12 5.6667 ft 51000 - 0 51.0 242 36 in' ME Col 9 5.6667 it 45900 45.9 Stair #1 - 1 - 40 62.5 48 . 40 100 10.3 - 4.4 Stair #2 1 40 125 48 40 100 16.5 . - 6.9 Screen Load - 0 - 0.0 2650.2 7426.2 Hope-Amundson 216003 00 Calculation by M Nekuda LA- 4 Level 02 A (Typ 5 Slab) .5 ft A2 62.5 6 40 2342.7 .58566 4011.8. A (Ramp) - 5850 ft2 . 62.5 6 . 40 . 234.0 . . 400.7 0-. . . 64416.5 ONTY LF(ft) DL (lb) . . . . 15"40 Beam . ,-28 63 . 826875 . . 826.9 :. 1540 Beam .14 62 406875 . .406.9. 15"40 Beam 12 64 --.. 360000 S . . 360.0 - 20 Girder • 7 36 . 189000 . . 189.0 . . 16x49" Beam 1 51 . -. . - 41.7 - •. : . . 16*249 Be . 0 62 50633.33 . . . . . . . . 50.6 . .• . . - 16x49 Beam . 1 -37583 . 30693.06 . : . . . . 30.7 . . .. . 15N307 Beam . 1 42.5 19921.88 . . . 19.9. 15x30" Beam 1 62 . 29062.5 . . . : 29.1 . . 15x30 Beam I 49 2296875 230 24x49 MF BM 3 18 41650 ...... 66150 66.2- '24N49" MF BM . 3 18 66150 . . . . . . • . 66.2 . . 24x49" MF BM . 3 21 . . . 77175 . . . . 77.2 24x49" MF GM 3 25.75 - 94631.25 . .- . . 94.6 .. . 6*x49 Crash Wall . 20 18 110250 . .. . . 110.3 •. . ••- , - 6'x49" Crash Wall I 14 42875 43 6x49 Crash Wall - . - 2- 12.5 - 17656.25 . . . . -. .- 7.7. - - •0 . - - : - 6N49.Crash Wall. - -3 11.5 10565.63 - . . . . - . . - . 10.6 6x49 Crash Wall - 1 42.5 - 13015.63 - . . . 13.0 .6x49" Crash Wall 1• 62 - - 18987.5 - . - - . . - 19:0 : - . '.' . 6x49" Crash Wall - - - - 1 49 - 15006.25 •- .. .- . 15.0 . . ONTY LF(ft) DL (lb) 24x 24 in2 GA Col . -47 11.25 ft - - - 317250 - - - . . .: . : . - 317.3 - 24x30in2 GRCol - - 14 11.256- . - 118125 - •• -, - . 118.1 ...... : 24x36in2 MFCol. 16 11.25 ft 162000 1620 Stair #1 1 40 125 48 40 100 . . - ... 1 165 69 . - Stair #2 . - 1 - 40 .. 125 48 - 40. 100 16.5 6.9 - . •: - Screen Load 16184.1 16247.63 ithin1%,thereforeo __ LL 00 ps~ -. .4 1?4 Hope-Amundson 216003.00 HOPE -AMUNDSON Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Calculation by M. Nekuda Project Project No. Engineer LA-5 Sheet of Date L.4i L. LL .LiLL L H1 .rveocts 1 L& fi .._J -L t IF I rif 11i1.IjTI11 o)oo Ix _.ps.c_L._I. ~JCb PSI 4 1 1 *.-r-J-- - LQ.c.2 4P CO P -4'L- 11 I L _,_IJ±1J JLi J_LLJ_ M- V -( j42LA2 ___ i [LAD _./2iits /LL JLLJ : 1 H - H L_J__.L.! II I II:1I 4 T11;. CT L'IEILFT1IIJJT1T7Z1I IIj1 iH.i1i I 11 'llIIL t I H1 Hope-Amundson 21 6003;OQ • Ualculation by M. Nekuda : • • • • LA 'm 6 LEGOLAND Parking Structure Static Story Shear. Distribution - Verification Base Shear V= 1586 Cs= 0 098 Floor Hieght (ft) W (k) w*H w*H/sum(w*H) Story Shear (k) Building Shear. (k) Level 4. 3367 12726 42846 0.139 2203 2203 Level 2350 74262 174516 0566 8973 11176 Level 1217 74853 91096 0.295 4684 15860 161841 308458 1.000 15860 by rational analysis. Alternatively; it is permitted to multiply displacements and member fdrces by 1.01(1 - 9). Where 8 is greater than 8mm. the structure is potentially unsta.- ble and shall be redesigned. Where the P-delta effect is included in an automated analysis. Eq. 12.8-17 shall still be satisfied, however, the value of 0 com- puted from Eq. 12.8-16 using the results of the P-delta analysis is permitted to be divided by (1 +. 0) before cheIing Eq. 12.8-17. 12.9 MODAL RESPONSE SPECTRUM ANALYSIS 12.9.1 Number of Modes. An analysis shall be conducted to determine the natural modes of vibration for the structure. The analysis shall include a sufficient number of modes to obtain a combined modal mass participation of at least 90% of the actual mass in each of the orthogonal horizontal directions of response considered by the model. 12.9.2 Modal Response Parameters. The value for each force-related design parameter of interest, including story drifts. support ftrces, and individual member forces for each mode of response shall be computed using the properties of each mode and the response spectra defined in either Section 11.4.5 or 21.2 divided by the quantity R//,. The value for displacement and drift quantities shall be multiplied by the quantity c•,,ii,. - 12.9.3 Combined Response Parameters. The value, for each parameter of interest calculated for the various modes shall be combined using the square root of the sum of the squares (SRSS) . method, the complete quadratic combination (CQC) method, the ( complete quadratic combination method as modified by ASCE 4. (CQC-4), or an approved equivalent approach. The CQC or the CQC-4 method shall be used for each of the modal values where closely spaced modes have significant cross-correlation lick, of translational and torsional response. taw .2 b r.A bined' iir( Wshll,b' -- ital directions ti . -.' - - jtnictureTain each direction and the procedur 0. no • • _h --'-- - u. u of47In:that.directionWhere te combined response for the ,.,.J_.. j )dal base shear( V ) us less 'than t85 1percentof. the 1calculated .-. ,---., .-•'.-- .-. •_4 -4 ,# - _-_- .- ...-, se shear ( V) usinjzttlle euutvalent lateraliforce . orocedure. the lorces snanIbe,Tu!tipjiF 'I where . V = the equivalent lateral force procedure base shear, calculated in accordance with this section and Section 12.8 V,= the base shear from the required modal combination .9.4.2' 1ie'7nodal base .she.ir Vjis lth1. 0.85C, 'iiid wherc ci witlEq -1 .8- . driIi]shall 1 L.41,P ctt'Multiplied by~0~1 " . - -.. .' I2.9.5 Horizontal Shear DistnbutThn. The disinbulion of horizontal shear shall be in accordance with Section 12.8.4 except that amplification of torsion in accordance with Section 12.8.4.3 is not, required where accidental torsion effects are included in the dynamic analysis model. Minimum Design Loads for Buildings and Other Structures Hopé-Amundson 216003.00 Calculation by M. Nekuda LA 8 12.9.6 P-Delta Effects. The P-delta effects shall be determined in accordance with- Section 1.2.8.7. The base shear used to deter- mine the story shears and the story drifts shall be determined in accordance with Section 12.8.6. 12.9.7 Soil Structure Interaction Reduction. A soil structure interaction reduction is permitted where determined using Chapter 19 or other generally accepted procedures approved by the authority ha)ing jurisdiction. 12.10 DIAPHRAGMS, CHORDS, AND COLLECTORS 12.10.1 Diaphragm Design. Diaphragms shall be designed for' both the shear and bending stresses resulting from design force. At diaphragm discontinuities. such as openings and reentrant corners, the design shall ensure that the dissipation or transfer of edge (chord) forces combined with other forces in the dii- phragm is within shear and tension capacity of the'diaphragm 12.10.1.1 Diaphragm Design Forces. Floor and roof dia- phragms shall be designed-to resist design seismic forces from the structural analysis. but shall'not be less than that determined in accordance with Eq. 12.10-I as follows: F, ----'w, . (12.10-I) where Fr,- the diaphragm design force at level x ' F,= the design force applied to level i ir.= the weight tibutary to level I = the weight tributary to the diaphragm at level x The force determined from Eq. 12.10-I shall not be less than = 0.2SI,w, . (12:10-2) The force determined from Eq. 12. 10.1 need not exceed - = 04S1)s4w, ' , . (12.10-3) Where the diaphragm is required to transfer design seismic. force from the vertical resisting elements above the diaphragm to other vertical. resisting elements below the diaphragm due to offsets in the placement of the elements or to changes in relative 'lateral stiffness in the vertical elements, these forces shall be added to those determined from Eq. 12.10-1. The redundancy factor. p. applies to the design of diaphragms in structures assigned to Seismic Design 'Category. D. E. or F. For inertial. forces calculated in accordance with Eq. 12.10-I, the redun-' dancy factor shallequal 1.0. For transfer forces, the redundancy factor, p. shall be the same as that used for the structure. For structures having horizontal or vertical structural irregularities - of the types indicated in Section 12.3.3.4, the requiremenis'of that section shall also apply. . 12.10.2 Collector Elements. Collector elements shall be pro- vided that are capable of transferring the seismic forces originat- ing in other portions of the structure to the element providing the resistance to those forces. - 12.102.1 Collector Elements Requiring Load Combinations with Overstrength Factor for Seismic Design Categories C through F. In structures assigned to Seismic Design 'Category C. D. E. or F, collector elements (see Fig. 12.10.1) and their connections including connections to vertical elements shall be designed to resist,the maximum of the following:: - 75 M M - *, rm~--j7-- 2> 1 - - / 1 - - .-, -: •S - - 4 -.'-. --.-.- .- L 116 - i : :f' \- U. xJ - : - - 411,7 - j• - 1 =----- I •-i • - .: zs \ 1\ '' • r S I - . __ __ __'.-•'• \ ' ___ ___ \\ •J 1 \\l \\ 1- NN 1 ___ ____ - v 'ThhI •. I £ •gi ' a Hope-Amundson 216003.00 'UalcUlation by M. Nekuda LA - 12 ... HOPE -AMUNDON Lateral Analysis ETABS Model rel Hope-Amundson 216003.00 0_c 9 8xdfi9 GDM 5 3Oxl5.. '.GBM 530x15 ,. ........- 5 30x15 GBM 5_30x15 L GBM 5:30x15 O%qpv~ GBM_530x15 ............- GBM_5_3 Ox, 15 GBM_5_3Oxl5 GBM_5_30x15 - 1 1 11 :. G8M_5_30x15 - i . .... GBM_5_30x15 '- G.BM_5_30x1.5.- . GBM_5_30x15 e I H 68M_5_30x15 ., GBM_5_30x15 . -. GBM_5_30x15 . GBM_5_30x15 ]"d 11, f I E I • . GBM 5 3OxI5 ,. G8 M"530x15 S . - GBM S 3Oxl5t.. - GBM_5_30x15 - ; i __i GBM 30x15 .' G6M 30x15. GBM 30x15 GBM_5_30x15 + I'M _54.39x15 :. • . - G6Mpxt5 .' . GBM_3CxI.5 . GBM_5_30x15 • / Vr GBM.5 30x15 . GBM 5 3Oxl5 . -G5M S 3OxI5, GBM 5 30x15 - I1 -II GBM_5_3Ox5 -- " ,GBM_5_30x15 . . GBM_5_30x15 . GBM_5_30x15 .- -'.-':i •• . GBM_S_30x15 s-'-- GBM_5_30x15 GBM_5_30x15 . GBM_5_30x15 Ji GBML5_3005 : I GBM_5L30xl5.. -: GBM_5_30x15 -. GBM_OxI5. 4 P if 5 GBM_S_30x15 G8M_5_30x15 - -, .-GBM S 30x15 r - GBM 5-30x15 - GBM_5_UP_49x16_.- GBM_5_UP_49x16 Calculation by M. Nekuda LA - 13 9rr 2 a 4SX&S 990 . . -- - ,'•..1 f . GBM_5_30x15 - GBM_5_30x15 U. _- - p GBM_5_30x15 GBM_5_3OxIS u ___ .. I (,I1rfl :-uxv) : , lip 211 -C , - :-.-- BM 5 JIJx15, . . • (. 5 3Ux15. • -_ (C)1 - - - I I g . :. '. -¼ * -:'GBM_5_3Ox15 'i i -' -- GBM530x15,. - *1 • . -- - I .GBM.5 -_UP 49x10 -- -., F5k5L49241MF8M_5L49x2f BM5_Sx241MF8M_5_49X2 FEM_5 49X24 49x?gb -HOPE-AMUNDSON TABS Model Hope-Amundson 216003.00 Calculation by M. Nékuda LA - 14 *Lateral Analysis ETABS rdei -A NDSON Superimposed Dead Loads co..• - J I •'j ' :..:fl 1:1 I I . - E T___ Ji 0- 1* ... :-t. . IL - I 1 Hope-Amundson 216003.00 Lateral E 0,102 e Ualculation by M. Nekuda TABS MOdel - Live Loads e LA - lb HOPE AMUNDSON 1ctionc ..: .. 1-- - . ---. •-• -'--•- -:1 .-: Dl2 of 6 V. NJ I ReiStatic load at base = 100% I LoadCase,tornboL i MX MY EOXN 1592.84 0 -. 159284 0 -159284 01 I - O--. -1592-84.- y r 13ZO4 LFO_ " " " .. .. -- - Modal4 045 4_1 1 of 20 'I "0" $' - "0 1 ........ 0 1159 19201073 0 0 3441159 19822851 0 0 iJ Cai -sec o 7dal 344115 18579294 0 0 Mo 0 1 0793 34411590 222236770 0- 0 - 34411 0 ' ciii ff703 03 d Mod 3 0476 - .3441159 0 21649052 0`1 al 5 0.4a 1W00110 - - - - LoadPatt&nE Type Direction Eccer ly Ecc.0ve4dden PenodMethod Qt).x User sec Top St Bettom9oiyRQ'Cd I Ss/S1Souice 1 Ss Si IL sec Site Class Fa Fv SDS SO1 Pe,wd Used set Coeff Used WeghtUsed!BaseShear kip Icit, FO?c.,, 5ejijijc - X, 5 0 Promm Calcdated 5 0 ProgramCalculated PiqromCalculated 5 0 PogrsmCaIcuated FtnsmmGd User Specified 5 ...- UsérSpecified . 00130.0.9 - - Lev&4 --'--' Base . 8 3 5.5 5.5 5 1 1 1 UserSpeduidd User Speetfied User Specified. 1.117 1.1170.438 0.43 8 D 0 1.0532 10532 157 t57 0.784283 I 1 0784283 0.450067 0.450067 0.531 - 0.531 0.093035 •i6247 H,. H". 0 592.84 59284 Xi'. XN Seismic Sjsmjc X Etc. V X.Y 00130.0.9 0.01611.0.9 . . Levd4 Level4 Base Base 8 8. 3 1117 0.43 8 D . 1.0532 1.57 0.784283 0.450067 0.531 . 2,011 24763 59224 V . . Seismic V 0.0130.0.9 0.0130.0.9 QU1I0 Level4 ace 8 .5 1 UserSpedlied 1.117 0.43 8 0 . 1.0532 1.57 1.57 1.57 faP7 0.784283 0.784283_9.3 0.784283j067 0.450067 0 6247.63 582.24 VP . YN Seismic Seermr V. Ecc.X V FrT X Level4 vcH level 4, vei4 Base .- 8ase Base Base 8 8 8 8 3 3 3 .5 5 5 55,11 1 1 1 UserSpeofied UserSpeohed UserSpeched UserSpedfied 1.117 7 1.117 1.117 0.43 0438 0.43 0.43 8 8 8 0 0 0 1.0532 1.0532 0.531 0.098035 16247.63 59224 0.784283j0.45o?G77 T0.450W 0.450067 0 ov 0.677 0.677 0088035 0.083099 6.083099'_ 1624763 16247.63 16247.63 59284 XDFT. Seismic X . - 0.677 0.677 1350.17. 1350.17 EQXPDFT-. Seismic X.Ecc,V TY EOXNDFT Seismic X - Ecc.V S UserSpeoSed 0.677 ve14 Base -. 8 3 .5 1 UserSpeoSed 1.117 0. 0 10532 157 0.i 0.083099 16247.63 1350.17 VDF1' Seismic V User Specified ______ 0.793 0.793 IeveI4 ,#iM4 Base ,,,,,, 8 8 3 .5 5=1 1 UserSpeofied UserTT117. 1è1 f 1117 0.43 0.43 043 8 8 8 0 0 D,f10532157 1.0532 110 1. 1.57 .784283 0.784283 0784283 0.450067 0.450067 0458067 0.793 0.793 0793 0.070944 0.070914 0070944 16247.63 16247.63 1624763 1152.67 1152.67 115267 11Ft,, Sitiiiii' ..,. lltpiSflF.f588d 1, 5 0 User Specified EOVNOFT Seismic V Ecc X 0793 eve14 Base 8_ 3 I serSpecslied Myd.I 6 0409 Dynamic drift cases Modial 7 0112 scaled to g/R Modal 0286 aiiRdLLiurt .. . .. . . . . ... .......................... 0.29 ,. _. 10 0285 .14 1 ci A. Modal NJ Reload Apply. IModaill 11 0.272 - i Dynamic load scaled to 85% • Wedei 12 027 Load Case FX =0.85x1592.842=1353.916kJ Mod 13 0261 1p SPECXMax 1353.91 6 0 604761 2921979 1793.1405 "al Idp. 0 0 I SPECXE Max 35391 31116 0 604761 2921979 18698213 0 0 0 Modal 15 0248 - PcOFTMax 2G4..G1 - 0 . 5142.87 24848.42 1StKJ905 - Ii . U U Modal 16 0238 SPECY M8X 331 73 135391 275381 7030.36 17&785 72 0 0 0 SPECYE Max i - I 331.73- ,153.91-IP -. 27538.1,. 1030:36 1.1,183-744.0 0 0. -.0 - Model 19 020 -E14flc1ax - :261 - -1079.98-f 21966:34; 607.91 - 146567.760 0 -0-. Modal 20 ,- 01187. Reload Apply UX UY -]m UX Sum UV Sum UZ RX 1 WRZ Sum RX Sum flY Sum RZ 119. 03146 - - 0.0319 03146-. 0.- '' 0.0571 0.0017. 0.009 0.0571-. 0.0017 0.0059 00363 _19839 09589 0 10166.06 01868 00176 0.00M It I II 0.3074 00571 00572 Id I 00€01' 01693 0 1687 lIdd I I 0.1699- 00276 0 031 t'.l 0:3384 16E05 2097E-05 Tv 1 F i... I 'I - 28 09509 ill I I 0.9523- -O--.- 0 .1111 H H 0 0 2 718E'05 Id) Ii I 0.0029.- 0(1071 00006 00003 I H ltdt I 0.0011 137 0.0014-.. _... 4H29 II 00022 - 08627 09545 00026 00106 0.217 05341 00136 1.9096-05 00672 00678 01724 0183 08724 0886 159 3646E-05 08685 09546 18.- 0.0003 - - 0.9066 0.9548. 0 - 0.0062 - 0.074. 0.0806: 0.08W, 01309 0.4001 0.481--.0.8861.- 0.48.11-' 06493 0.826--, 138-- 9.111E-0€0. 0.92040.9548 0.10.0065 0.081 .0.0001 )3E05 6 935E-07 0 07W,.--' 09548 0 0 0 00503 001)01 01682 i.296-06 00035 0.9861 06856 t66 00003 0 05671 09551 112 00076 V 0.9582 09629 0 024.37 O.0339 10.0002 03146 06832 08898 0002 0 09582 09648 0 0 04,39 0001 00002 04185 06842 089 193 00176 0 0.9675 09224 0 03031 01211 00023 07216 08053 0 8923 13E06 2708E'06 (I 03675 09824 0 00001 1.747E-05 8382E.07 07217 08053 08923 49 00039 0 09823 09863 0 004.34 00774 00001 0 7851 08227 08924 102 14E05 00002 00008 I) 09826 ..,.H 0 09626 I 0.9m I It It 09875 0 I I 0 0 0028 00111 0.00'03 I 00006 00025 it II 00006 07679 I 07791 0.94.08949 II HI 08836 I s 08855 119 00012 (1 09845 09892 0 00379 00021 00002 09169 08257 08957 0 E-66 00095 0 O. 09887 0 0002 00018 00019 08189 08875 08577 103 20796-05 0 0948 09897 0 10.0605, 00018 00037 0 8195 6103 09013 Hope-Amundson 216003 00 (,alculation by 'K. Nekuda LA - 18 . . - - - - - - - WUN Drift Check .. LEGOLAND Parking ;Structure Allowable Drift Check (per ASCE 710 12.12) Story Load Case/ Combo Direction Drift Label ft MAX. Drift - o.aan I It It DrifiX CnftY Allow6le DidtX*Cd DriftrCd Level 4 SPECXEDFT Max X 0 003037 74 252 174 337 0 003037 0 02 7Z7 4 PECXEDFT Max V 0 000782 00167035 Level 75 252 192 337 0 000782 0 02 0 004201 Level.4 SPECVEDFT Max X 0000778 53 188 192 33J 0.000778 0.02 0.004279 OK : Level 4 SPECYEDFT Max V 0 000761 75 252 192 337 0000761 0,02 0 004186 OK Level 3 PECXEDFT Max X 0001947 80 12 0 235 0.001947 0 02 A01 OK Level 3 PECXEDFT Max V 0000517 67 '20.6 259 235 0000517 0.02 .0100,28".OK Level 3 PECYEDFT Max X 0000469-.1.20 240 0 235 0.000469. 0.02 00025795 OK. Level 3 SPEGYEDFr Max V 0001362 61 252 120 235 0001362 0.02 0007491 OK Lev 2 el SP[CXEDVT Max X 0001435 73 252 156 122 0001435 0 02 00078925 OK Level 2 PECXEDFT Max V 0000735 65 252 20 122 0000735 GM 0 004043 OK Level 2 SPECYEDFT Max X 0000652 60 252 102 .12-2...0.000652'0.02 0 003586 OK I evI 2 PFCVFDFT Max V C) (IY21 6' 22 -.:)-In 122 Cl Of7'1 I) fl2 Cl O17R1 _OK - 4 Hope-Amundson 216003.00 Calculation by M. Nekuda. LA -.19' bolts and reinforcing steel; shall be increased by '1.4 times the cS forces otherwise required by this section. 12.11.2.2.3 Wood Diaphragms. In wood diaphragms, the con- tinuous ties shall be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use of toenails or nails subject to withdrawal nor shall wood ledgers or framing be used in cross-grain bending or cross-grain tension. The diaphragm sheathing shall not be considered effective as providing the ties or struts required by this section. 12.11.2.2.4 Mew! Deck Diaphragms. In metal deck diaphragms, the metal deck shall not be used as the continuous ties required by this section in the direction perpendicular to the deck span. 12.11.2.2.5 Embedded Straps. Diaphragm to structural wall anchorage using embedded straps shall be attached to, or hooked around, the-reinforcing steel or otherwise terminated.so as to effectively transfer forces to the reinforcing steel. 12.11.2.2.6 Eccentrically Loaded Anchorage Svsre,n. Where elements of the wall anchorage system are loaded eccentrically or are not perpendicular to the wall, the system shall be designed 'to resist all components of the forces induced by the eccentricity. 12.11.2.2.7 Walls tsith Pilasters. Where pilasters are present in where 5 and ö are the maximuminelastiç response displace the wall, the anchorage force at the pilasters shall be calculated ments of the adjacent structures at their adjacent edges. considering the' additional load transferred fro'm the wall panels Where a structure adjoins a property' line not common to a tO the pilasters. However, the minimum anchorage force at a public way, the structure shall be set back from the property line floor or roof shall not be reduced. ' . . by at least the displacement & of that structure, EXCEPTION: Smaller separations or property line setbacks 12 DRIFT AND DEFORMATION t-o( permitted where justified by rational analysis based on - A inelastic response to design ground motions attached element to maintain its structural integrity under the individual loading and continue to support the prescribed loads. 12.12.3 Structural Separation. All portions of the structure shall be designed and constructed to act as an integral, unit in resisting seismic forces unless separated structurally by a dii- tance sufficient to avoid damaging contact as set forth in this section. , Separations shall allow for the maximum inelastic response diplacement (ö,). 5, shall be determined at critical locations with consideration for translational and torsional displacements of the structure including torsional amplifications, where appli- cable, using the following equalión: 4s4Pv = (l2.l2-i) Where 5 = maximum elastic displacement at the critical location. Adjacent structures on the same 'property shalt be separated by at least 8.trr, determined asfollows: (12.12-2) 12. 2.1.I:Moment Frames in Structures Assigned to Seismic - . .44"_ .,. ,~. - 12.12.2 Diaphragm Deflection. The deflection in the plane of the diaphragm, as determined by engineering analysis, shall not exceed the permissible deflection Of the attached element. Per- miscible deflection shall be that deflection that will permit the 12.12.4 Members Spanning between' Structures. Gravity connections or. supports' for members spanning between struc- tures or 'seismically separate portions 'of structures shall be designed for the maximum anticipated relative displacements. These displacements shall be calculated as follows: I. Using the deflection calculated at the locations of support. per Eq. 12.8-15 multiplied by 1.5RIC, Considering additional deflection due to diaphragm rota- tion including the torsional amplification factor calculated per Section 12.8.4.3 where either structure is torsionally irregular, Considering diaphragm deformations, and Assuming the two structures are moving in opposite direc- tion and using the absolute sum of the displacements. Table 12.12-1 Allowable Story Drift,A 1b Risk Category ' Structure IottI..1 I iii iv Structures, other than masonry shear wall structures, lour stories or less above the base as defined in Section 11.2.' with ' I 0.023 Inicrior isalls partitions cc,lin,c .ind cctcrlor ssjll syslcmc that hasv becn dtcu,ncd to accomntod4tc the clor% dnf5,,,,,,j J I f F f Masonry cantilever shear wall structures' Other masonry shear will structures 0,020/i,, 0.0151i4,' 0.01011,, (i.oioi; 0.010/1,, ,O_0071t.1 0_(X)7h.. ' 0h0071u.. All other structures . ' . ' ' I.020h,,l ii 0.015/a,, O.Oloh, I is the story height below level .r. , "For seismic force-resisting systems solely comprising moment frames in Seismic Design Categories D. E. and F. the allowable story drift shall comply with the requirements of Section 12,12i.1. There shall be no drift limit for singk.stwy structures with interior walls. partitions, ceilings, and exteriOr wall systems that have been designed to accom modaic the story drifts. The structure separation requirement of Section 12.12.3 is not waived. 'Structures in which the basic structural system consists of masonry shear walls designed as vertical elements cantilevered from their base or foundation support that are so constructed that moment transfer between shear walls (coupling) is negligible. . Minimum Design Loads for Buildings and Other Structures' . 77' Hope-Amundson 216003.00 Calculation by M. Nekuda LA -.20 Table 12.3.1 Horizontal Structural Irregularities OYPS S Reference Seismic Design Description Section Category Application Ia. Torsional Irregularity: Torsional irregularity is defined to exist where (he maximum story drift, computed 12.3.3.4 D, E, and F including accidental torsion with 4= 1.0, at one end of the structure transverse to an axis is more than 1.2 12.7.3 B. C. D, E. and F Limes the average of the story drifts at the two ends of the structure. Torsional irregularity requirements in the 12.8.4.3 C, D, E. and F reference sections apply only to Structures in which the diaphragms are rigid or semirigid. 12.12.1 C. D. E, and F Table 12.6-I D, E, and F 16.2.2 B. C, D, E, and F - lb. Extreme Torsional Irregularity: Extreme torsional irregularity is defined to exist where the maximum story 12.3.3.1 E and F drift, computed including accidental torsion with 4 = I.0 at one end of the structure transverse to an axis is 12.3.3.4 D 8 • more than 1.4 times the average of the story drifts at the two ends of the structure. Extreme torsional 12.3.4.2 D irregularity requirements in the reference sections apply only to structures in which the diaphragms are rigid or 12.7.3 B, C, and D .semirigid. 12.8.4.3 C and D 12.12.1 C and D Table 12.6-I D 16.2.2 B, C, and 2. Reentrant Corner Irregularity: Reentrant corner Irregularity is defined to exist where both plan projections of 12.3.3.4 D, E. and F . the structure beyond a reentrant corner are greater than 15% of the plan dimension of the structure in the given Table 12.6.1 0, E, and F I direction. 3. Diaphragm Discontinuity Irregularity: Diaphragm discontinuity irregularity is defined to exist where there is 12.3.3.4 D, E, and F variation diaphragm with an abrupt discontinuity or vaation in stiffness, including one having a cutout or open area Table 12.6-I 0, E. and F greater than 50% of the gross enclosed diaphragm area, or a change in effective diaphragm stiffness of more than 50% from one story to the next. 4 Out-of-Plane Offset Irregularity: Out-of-plane offset irregularity is defined to exist where there is a 12.3.3.3 B C D E and F discontinuity in a lateral force-resistance path, such as an out-of-plane offset of at least one of the vertical 12.3.3.4 D, E, and F elements. 12.7.3 B. C, D. E, and F 13 Table 12.6-1 D, E, and,F 16.2.2 C, D. E, and F 5. Nonparallel System Irregularity: Nonparallel system irregularity is defined to exist where vertical lateral 12.5.3 D. E, and F force-resisting elements are not parallel to the major orthogonal axes of the seismic force-resisting system. 12.7.3 B, C, D, E, and F w Table 12.6-I D. E, and F 16.2.2 B, C. D. E, and F Table 12.3-2 Vertical Structural Irregularities Reference Seismic Design Type Description Section Category Application Ia.. Stiffness.Soft Story Irregularity: Stiffness-soft story irregularity is defined to exist where there is a story in Table 12.6.1 D. E, and F which the lateral stiffness is less than 70% of that in the story above or less than 80% of the average stiffness of Y the three stories above. lb; Stiffness-Extreme Soft Story Irregularity: Stiffness-extreme soft story irregularity is defined to exist where 12.3.31 E and F there is a story in which the lateral stiffness is less than 60% of that in the story above or less than 70% of the Table 12.6-I 0, E. and F F4 average stiffness of the three stories above. - Weight (Muss) Irregularity: Weight (mass) irregularity is defined to exist where the effective mass of any story Table 12.6-I D. E. and F is more than 150% of the effective mass of an adjacent story. A roof that is lighter than the floor below need not I be considered. ' Vertical Geometric Irregularity: Vertical geometric irregularity is defined to exist where the horizontal Table 12.6-1 D. E. and F Y dimension of the seismic force-resisting system in any story is more than 130% of that in an adjacent story In-Plane Discontinuity in Vertical Lateral Force-Resisting Element Irregularity: In-plane discontinuity in 12.3.3,3 B. C, D, E, and F vertical lateral force-resisting elements irregularity is defined to exist where there is an in-plane offset of a vertical 12.3.3.4 0, E and F N seismic force-resisting element resulting in overturning demands on a supporting structural elements. Table 12.6-1 D. E. and F 5a. Discontinuity in Lateral Strength-Weak Story Irregularity: Discontinuity in lateral strength-weak story 12.3.3.1 E and F is defined to exist where the story lateral strength is less than 80% of that in the story above, The Table 12.6.1 D. E, and F @'irregularity story lateral strength is the total lateral strength of all seismic-resisting elements sharing the story shear for the direction under consideration. 5b. Discontinuity in Lateral Strength-Extreme Weak Story Irregularity: Discontinuity in lateral strength- 12,33.1 D, E, and F Gextreme weak story irregularity is defined to exist where the story lateral strength is less than 65% of that in the 12,3,3.2 B and C story above The story strength is the total strength of all seismic resisting elements sharing the story shear for Table 126 I D E and F the direction under consideration. 12.3.3.2 Extreme Weak Stories. Structures with vertical 12.3.3.3 Elements Supporting Discontinuous Walls or - 0 irregularity Type 5b as defined in Table 12.3-2, shall not be over Frames. Structural elements supporting discontinuous walls or wo stones or 30 ft (9 m) in structural height, h. frames of structures having horizontal irregularity Type 4 of Table EXCEPTION: The limit does not apply where the "weak" 12.3-I or vertical irregularity Type 4 of Table 12.3-2 shall be story is capable of resisting a total seismic force equal to .Q designed to resist the seismic load effects including overstrength times the design force prescribed in Section 12.8. factor of Section 12.4.3. The connections of such discontinuous 66 . STANDARDS 7-10 Hope-'Amundson 216003.00 Calculation by M. Nekuda LA -21 Table 12.3-3 Requirements for Each Story Resisting More than 35% of the Base Shear Lateral Force-Resisting Element Requirement Braced frames Removal of an individual brace. or connection thereto. vnuld not result in mo si re than a 33c reduction in ory strength, nor does the resulting s}siem hse an extreme torsional irregularity (horizontal structural irregularity Type lb) 3 IitcntLc It iiinciiTilili iZt tIt ui ii lid not rcsuliitt . fiiorcth:in .i 33-rcdik:ioii'in story strengih.'nor d sthe'iiSultin sIun has"i cstrcmc'iorsionahrregulanis- £(hort,onhul structuril trr .ulinicT Shear walls or wall piers with a Removal of a shear will or wall pier with a height-to-length ratio greater than 1.0 within any story, or collector heightto.lcngih ratio greaterIhan 1,0 connections thereto, would not result in more than a 3rr reduction in story strength. nor does the resulting system 49, have an extreme torsional irregularity (horizontal structural irregulant).Tpe Ib). The shear wall and ssall pier _ height -to.length ratios are determined as shown in Figure 12.3-2.,.'- Cantilever columns Loss of monicnl resistance at the base connections of any single cantilever column would not result in more than a V 33'.- reduction in dory strength. nor does the resulting system have an extreme torsional irregularity (1-iuli7onial structural irregularity Type lb). Other No requirements walls or frames to the supporting members shall be adequate to 'DiCã 'E oë 1ihfl transmit the forces for which the discontinuous walls or frames (lowing woconditions is rnei'hreb ipermitte1obe tak . .. . . - ' -- -- ssere required to be designed. . . - tafO"A reduction in the value of pfrom'13is nol permitted for S - - stnicturrosctgnedto SelsmILfDslen Cat4oJD lb it'haseih I F2.33.4rincrease in Fortes Due to lrrvgulanttesJor SeLsnhlc •.. --• .• .•. -. -.- I - . . . .s•'* .0 . CXtt'CiflC torsional crregulantv (Type Ib). Seismic Design Catego- - DesignCalegonesDthrnughF. l-orstructuresassignedioSetsmic - - . ----• - - -. ........---- ... C V. _i ncstEtand!F'areInotTaIsospecihedIbecause1exlremetorsio - rDesign Categorv,D. E,1orh and having a horizontal structural . . : --- . .- ••-. . .. . - . . v-. . -. irregularities are prohthited (see Section 112:3:3:1 ) - • . urregularutyuf Type Ia. lb. 2. 3. or.4 ins'Thblel2.3-1 or aiverncal - - --------------------------- - - •. j -, _i :T structural ini'ulancy of1vpe 4 in 'Table 12.3.2,_the dcsn!nforces I P . L • - - - - - Jdetermined'from Sectionfl2.lO.'l.l shall be uncreased-25% for the - -' - -- . .. -. - . -- - following elements of the seismic force-resisttng system: j .-( . I. Connectionsof diaphragms IC) vertical elements and to - lletors.ndf / 2. Collectors and their connections. includine connections to - 0'-W -- - --W I • ... - vertical elements, of the setsmictforce.resisllng system. 4V R1' Ij In IEXCEP,TION: Forces #calculated Jusin thqseismicIoa V I - (effects including overstrcngth factor ofsSectton 11 14.3 need not eincreased._• L._.__if k. Each story rtistiiigthore ihan3517r'ol the 6iis heur.injIie Idirecti on -of, interest, shall corr 2:33,L Structures that are regular in plan at all levels poided that '4the seismic force-resisting systems consist of at leasttwo bays of seismic force-resisting perirneteç, framing on eacli side of the structure in b.,órthogonal direction at each sry resistine re mo tha6 o 35% f th6-;e14 Theunb 1 - ., . = - -- -. of baysfor a shear wall su_be calculated as the length ol - - '- .-' '--r '- - - ar shear wall I dtvtdedjbytheiory height twot ti mesithe ength ofiie 12.3.4 Redundancy. A redundancy factor, p, shall be assigned to the seismic force-resisting system in each of two orthogonal directions for all structures in accordance with this section. 12.3.4.1 Conditions Where Value of p is 1,0. The value of p is permitted to equal 1.0 for the following: Structures assigned to Seismic Design Category B or C- Drift calculation and P-delta effects; Design of nonstructural components: Design of nonbuilding structures that are not similar to buildings: Design of collector elements, splices, and cheir connections for which the seismic load effects including overstrength factor of Section 12.4.3 are used: Design of members or connections where the seismic load effects including overstrength factor of Section 12.4.3 are required for design: Diaphragm loads determined using Eq. 12.10-1: Structures with damping systems designed in accordance with Chapter 18: and Design of structural walls for out-of-plane forces. includ- ing their anchorage. i12.3 4 2Rt.dundant,3 Fattor, p, for Susmti. Designatgoru.s (D througWFr5is6ritures assigned lStcin,c sD and, M I '. , -- __.._ -=.-, -q- defined; TaW 't!T ' -.,I,b SeIsiiiQ ' gKdtdgoiY rid for structures assigned 'to seikmic Minimum Design Loads for Buildings and Other Structures 12.4 SEISMIC LOAD EFFECTS AND COMBINATIONS 12.4.1 Applicability. All members of the structure, including those not part of the seismic force-resisting system, shall be designed using the seismic load effects of Section 12.4 unles otherwise exempted by this standard. Seismic load effects are the axial, shear, and flexural member forces resulting from application of horizontal and vertical seismic forces as set forth in Sectiori 12.4.2. Where secifically required. seismic load effects shall be modified to account for overstrength, as set forth in Section 12.4.3. 12.4.2 Seismic Load Effect. The seismic load effect. E, shall be determined in accordance with the following: I. For use in load combination Sin Section 2.3.2 or load combinations 5 and 6 in Section 2.4.1. E shall be deter- mined in accordance with Eq. 12.4-I as follows: (l2.4-1) 2. For use in load combination 7 in Section 2.3.2 or load com- bination 8 in Section 2.4.1. E shall be determined in accor• dance with Eq. 12.4-2 as follows: - E=E,—E.. (I2.42) where - E = seismic load effect = effect of horizontal seimic forces as defined in Section 12.4.2.1 . - = effect of vertical seismic forces as defined in Section 12.4.2.2 67 , I'S, bi. isent. 'or ton Tiic! -w gon IUL not Hbpe-Amundson 216003.00 Calculation by M.NeKuda 'LA-22,. Table 12.6-1 Permitted Analytical Procedures Seismic Design Equivalent Lateral Force Modal Response Spectrum Seismic Response History Category Structural Characteristics Procedure, Section I2B Analysis. Section 12.9 Procedures. Chapter It. B. C All structures D. E. F Risk Category I or II buildings not exceeding two stories P , P P above the base - Structures of light 1rnw construction P p p Structures with nostructural irregularities and not exceeding P P P 160 Ii in structural height Structures exceeding 160 Ii in structural height with no P - p p structural irregularities and with T .c 3.51; Structures not exceeding 160 ft in structural height and having P P p only horizontal irregularities of Type 2. 3. 4. or 5 in Table I 2.3-I k '6 P: Permitted: NP Noi Permitted: 1; = b. Floor live load in public garages and open parking structures need not be included. Where provision for partitions is required by Section 4.3.2 in the floor load design, the actual partition weight or a minimum weight of 10 psI (0.48 kN/m) of floor area. whichever is greater. Total operating weight of permanent equipment. Where the flat roof-snow load, F,, exceeds 30 psf(I 44 kN/ m). 20 percent of the uniform design snow load. regardless : of actual roof slope. 5. Weighiof landscaping and other materials at roof gardens and similar areas. I be construd for the purpose of determini *l ,? es and structure displacements resulting fit and any tmposed d m isplaceents or P-delta effec include the sitffness:and r al strength of elemei cant t 1ie disfflbutif forcnd deformatic .&. . .- e andrepresent thep spati'*.—al distribution of mass a . ._ S _ .. •.•r S. IJt eact level of the sttiure:Wheretht r• -IT _____ - 5 of Table 2.3-1 shall be analyzed using r . y p .I. .Vhereta 3;D' modelis used; a-minim degrees ogfreedomJ consisting oftransl al pldirections ad rotation ut abo the er1 been clssufied,as ngid or flextble macc 12.3.1 ihe model shall includeprtatit stiffness chcteristics anJrsuch"additic freedorn as rc uired nccount for the iphragm in the structure s dynamic respons PTION:lis usinã3-D reprén for structuresiwith flexibkidiaphr.tu,ntth 12.7.4 Interacjion Effects. Moment-reisting frame that are enclosed or adjoined by elements that are more rigid and not MInImum Design Loads for Buildings and Other Structures L considered - considered to be part of the seismic force-resisting system shall be designed so that the action Or failure of those elements will not impair the vertical load, and seismic force-resisting capability of the frame. The design shall provide for the effect of these rigid elements on the structural system at structural deformations cor- responding to the design story drift (A). as determined in Section 12.8.6. In addition, the effects of these elements shall be consid- ered where determining whether a structure has one or more of the irregularities defined in Section 12.3.2. 12.8 EQUIVALENT LATERAL FORCE PROCEDURE 12.8.1 Seismic Base Shear. 'The seismic base shear. V, ma given direction shall be determined in accordance' with the fol- lowing equation: (12.8-I) where C, the seismic response coefficient determined in accordance with Section 12.8.1.1 W the effective seismic weight per Section 12.7.2 - 12.8.1.1 Calculation or Seismic Response Coeflicient. The' seismic response coefficient. C, shall be determined in accor- dance with Eq. 12.8-2. 412.8-2) ti) -where 51,5 = the design spectral response aiceIeration parameter in the short period range as determined from Section 11.4.4'or 11.4.5 R = the response modification factor in Table, 12.2-1 1,1 = the importance factor determined in accordance with Section 11.5.1 The value of C computed in accordance with Eq. 12.8-2 need not exceed the following: Sm for TT - T()I,. I 7'- ssthroughôüc the ddilion. the model 4 Stiffness properties consireFthe effects Forsteel moment fi withtlic fol d,rnasoniy e ections. I II stôv dri iiof panel b"e included ty Type Ia. a 3.1) repre. tm of/hreé 4i two cal axis shall 'dphragms )rd like with n of che-'dia-- —M. rial dynamtc 1egr )f the Hope-Amundson 216003.00 Calculation by M. Nekuda LA - 23 16A 7-- Tiu u U 171 iT b 13 Ii 11' . ' T--------------1 FIGURE 12.8.1 Torsional Amplification Factor, A. and S forces to the vertical elements shall account for the position and L- distribution of the masses supported. cvt L. — "•." , — .01..P 12.8.4.2 Accidental Torsion. Where diaphragms are not flexi. ble. the design shall include the inherent torsional moment (M,) 0 • ii resulting from the location of the structure masses plus the acci- dental torsional moments (M,,,) caused by assumed displacement C i" of the center of mass each way from its actual location by a C. = vertical distribution factor distance equal to 5% of the dimension of the structure perpen- V = total design lateral force or shear at the base of the dicular to the direction of the applied forces. structure (kip or kN) Where earthquake forces are applied concurrently in two w1 and iv, =the portion of the total effective seismic weight orthogonal directions, the required 5% displacement of the of the structure (W) located or assigned to level i center of mass need not be applied in both of the orthogonal or .v directions at thesamc time, but shall be applied inthe direction Ii, and It, = the height (ft or m) from the base to level I ory that produces the greater effect. k =an exponent related to the structure period as —'---. —'-- 12.8.4:3lAmplilication of Accidental Torsional Moment. follows: 0 - - • . o Structures assignedilo)Seismic Design Category C. D E. or-F. for structures having a period of 0.5 s or less. k = I - • . .1 . -, where Ia or lb lorsional'inegularuyrexists as defined in - for structures having a period of 2.5 s or more. k = 2 . .'. — . p.-- - •s .. Tahk,)l2.3-lthall hate the effects accounted for by multiplying for structures having a period between 0.5 and 2.5 - , .a.. . . .. Al. .it each level h torsional mplihcation factor (A.) as illiis- - s. k shall be 2 or shall be determined by hnear, trd;i Fi 12.8-I deterIfrom tire 1llowine - n d interpolation between I and 2 . - 12.8.4 Horizontal Distribution of Forces. The seismic dsign Tfl story shear in any story (V,) (kip orkN) shall be determined from L* 2814 the following equation: whWe - -. - the mJximumdisplaumLnc at ksel xcomputed .issuminL . '.' . "9' A, =1 (in min)Y7 IV' ,4ff - where F,= the portion of the seismic base shear (V) (kip or kN) &!= thve'e of ihdisplucementsYlat the extrer1points of -induced at level , . - -. - . - . . - . . . ,thestructure at leve l .v computed assuming r = I (in or The seismic design-story shear (V,) (kip or kN) shall be dis. tribuced to the various vertical elements of the seistitic force- . . resisting system in the story under consideration based on the - Thc torsional amplification factor(A) shal2t be less-than I - relative lateral stiffness of the vertical resisting elements and the and zjnot required4o exceed 3.0?i,he more •severe loadingifj diaphragm eacheiLmni It:L_ 42.8.4.1 Inherent Torsion. For diaphragms that are not flexi- 12.8.5 Overturning. The structure shall be designed corest. ble. the distribution of lateral forces at each level shall consider overturning effects caused by the seismic forces determined in. - the effect of the inherent torsional moment. M,. resulting from Section 12.8.1 - eccentricity betweenr the locations of the center of mass and the 12.8.6 Story. Drift Determination. The design story drift (is) ,center of rigidity. For flexible diaphragms, the distribution of shall be computed as the difference of the deflections at the Minimum Design Loads for Buildings and Other Structures . . . • 73 1-lope-Amundson 216003.00 Calculation by M. Nekuda, LA - 24 bolts andreinforcing steel, shall be increased by 1.4 times the forces otherwise required by this section. 12.11.2.2.3 Wood Diaphragms. In wood diaphragms, the con- tinuous ties shall be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use of toenails or nails subject to withdrawal nor shall wood ledgers or framing be used in cross-grain bending or cross-grain tension. The diaphragm sheathing shall not be considered effective as providing the lies or struts required by this section. 12.11.2.2.4 Metal Deck Diaphragms. In metal deck diaphragms, the metal deck shall not be used as the continuous ties required by this section in the direction perpendicular to the deck span. 12.11.2.2.5 Embedded Straps. Diaphragm to structural wall anchorage using embedded straps shall be attached to, or hooked 'around, the reinforcing steel or otherwise terminated so as to effectively transfer forces to the reinforcing steel. 12.11.2.2.6 Eccentrically Loaded Anchorage Svs:c,,,. Where tements of the wall anchorage system are loaded eccentrically or are not perpendicular to the wall, the system shall be designed to resist all components of the forces induced by the eccentricity. 12.11.2.2.7 Walls stith Pilasters. Where pilasters are present in the wall, the anchorage force at the pilasters shall be calculated considering the additional load transferred from the wall panels to the pilasters. However, the minimum anchorage force at a floor or roof shall not be reduced. - - 2.12 sto cs in Structures Assigned to Seismic 12.12.2 Diaphragm Deflection,The deflection in the plane of the diaphragm, as determined by engineering analysis, shall not exceed the permissible deflection of the attached elements. Per- missible deflection shall be that deflection that will permit the attached element to maintain its stnctural integrity under the individual loading and continue to support the prescribed loads. 12.12.3 Structural Separation. All portions of the structure shall be designed and constructed to act as an integral unit in resisting seismic forces unless separated structurally by a dis- tance sufficient to avoid damaging contact as set forth in this section. - Separations shall allow for the maximum inelastic response displacement (ö,). 3, shall be determined at critical locations with consideration for translational and torsional displacements of the structure including torsional amplifications, where appli- cable, using the following. equation: J Cjoma; Where = maximum elastic displacement at the cri;ic'al location. Adjacent structures on the same property shall-be separated by at least 5, determined as follows; &tsr (12;12-2) 12.124 Members Spanning between Structures. Gravity connections or supports for members Spanning between struc-, lures or seismically separate portions of structures shall be designed for the -maximum anticipated relative displacements. These displacements shall be calculated as follows: I. Using the deflection calculated at the locations of support. per Eq. 12.8-15 multiplied by 1.5RIC, Considering additional deflectiOn due to diaphragm rota- lion including the torsional amplification factor calculated per Section 12.8.4.3 where either structure is torsionally* irregular. Considering diaphragm deformations, and 4: Assuming the two structures are moving in opposite direc- tions and using the absolute sum of the displacements. where ö and ö. are the maximum'ine!astic response displace- ments of the adjacent structures at their adjacent edges. Where a structure adjoins a property line not common to a public way, the structure shall be set back from the property line by at least the displacement , of that structure. g EXCEPTION:Smaller separations or property line setbacks r rexrd1ire permitted where justified by rational analysis based on inelastic response to design ground motions. Table 12.12-1 Allowable Story Drift, - Risk Category Structure - - jtu.( it iv Struciuric other than masonry shear wall struclurLc four stories or ILSS ab05e ihi. bace as defined in Section 11 ,2. scith 0 03i' DO2(i/ 0 Ol5h interior walls partitions ceilings. and LxtLnor ss.ili sycicms th.it havi. bec.n dt.cip,ncd to acommodatt. the stars dnfts 1 Lfl bs r 1 M - (-.-I -, - Masonry cantilever shear call Structures' . O.Ol0I,,,' O.OlO1i, Other masonry shear wall structures - OA]O7ia,, -, 0.007h;, 0.007?,, other structures 020b o.01 h,, 0.0 1 Ok "It;, is the sioo- height below level .t. -(_0 'For seismic lorcc'resisting systems solely comprising moment frames in Seismic Design Categories D. E. and F. the allowable story drift shall comply sith the requirements of Section 12.12.I.1. There shalt be no drift limit for single'-story Structures with interior walls. partitions. ceilings, and exterior wall systems that have been designed to accom- modate the story drifts. The structure separation requirement of Section 12.12.3 is not waived. 'Structures in which the basic structural system consists of masonry shear walls designed as vertical elements cantilevered from their base or foundation support that are so constructed that moment transfer between shear walls (coupling) is negligible. Minimum Design Loads for Buildings and Other Structures Hope-Amundson 21 6003.00 Ualculatibn by M. Nekuda LA -25 • Torsional irregularities Check AbpEaAMUNDSON X — Torsional Irregularity _,...____Points (Level 01 to Level 04) I - _-__ • - - -:tk.• . 1. ;-.. • _• Ar AP ('__• (_)• b- - • / - , -, • : •'.c •.SL, / / / 31. A •// I- Hope-Amundson 216003.00 Ualculation by M. NeKuda LA - 26 H •• Torsional Irregularities Check I-E-AkUNDS. ON - 1..n...A091C 7 1 I') 04 ')t. I_PU UI.JIIfll UI IJtUflU 11)1 X-0lrection Torslorlal tnepuladtv_Check (Level 1_ioLevel4). _____ Story. .Pornl Load . UX UY LIZ RX RY -Ri Story P1 Disp P1 -P2 [)rspP2 [Jnit-P1 - Onit P2.- Avg ()itl Ratio Level 48 EQX 0.722425 0.084923 0.026341 .0.000033.0.000084 o.000is: Level 4. 48 0.722425 .120.0.706327 0.16245 0.141063 0.151757 L1.0705 Level 4 11U U) U /UbA/ 0.09411 -U 0111.35 -U UUUUI U UUUbb -U UUU4L Level 3 48 COY 0559975 0.030729 .0.02253E. 0000032 0.000013 00)010 Level 3 48 0.559975 120 0.5651764 0289811 0323481 0308646 1 10549_ Level 3 120 EQ) 0 S65764 0.024042 -0.01022 -0.00002 0.0023S,2 0 00038 Level 2 48 80> 0270164 0.012709 0011818 0.000075 -0 000108 0.000059 Level 2 48 C' 270164 120 0242283 0270164 0242283 0256224 Li 0S44.. Level 120 80) 0242283 .0011492 -0006606 -000002 0002023 000031 Level 2 125 EQ.) 0 0 0 -000002 0 0 Level 2 125 0 95 0 Base 95 EOY 0 0 0 0000075 0 0001C8 0 01)0051 ________ Level 4 48 1U)N o ii;i.i 0.U88151 ii U1528A -U r8JUub 4) UuU144 U u'U14 Level 4 48 C1.724281 120 0721173 0.161026 0.144052 0-152539 [556 Level 4 120 EQ)N 0.72t173 0.072154 -0011371 .000002 0.000649 -0.000347 ________ Level 3 48 EQ)N 0 863255 0.03444S 0021764 0000041 0.000029 000009 Level 3 40 0.5025S 120 0.577121 0.291906 0.329941 0.210024 Level .3 120 80)1.1 0577121 C-.033487 -0.010434 400002 0.001421. 000032 Level 2 48 EQ).N .0 .271349 0.01S101 0011402 0000087 -0.000117 0.0000SI Level 2 48 (1-271349 120 024718 0271349 024718 0-259265 L10466_ Level 2 120 EQ)N 0.247.18 -0.007122 .0006741 -000002 0 002064 .0.000277 Level 2 125 EQ)N 0 0 0 -000002 0 0 Level 2 125 0 95 0 8a5e 95 IU.)N U U U U WUUI/ -U 0001]! U UUUUS level 4 48 EQP 0720569 C 081693 0027401 -0.000041 -0000023 O.D30157 Level 4 48 0.720569 120 069248 0163875 0.138073 0150074 M.0855 Level 4 120 EQ.P 0.69248' 0.044669 -00109 -0.000021 0000623 -0.030482 ________ Level 3 48 EQ)P 0.556694 0.026994 0023311 0000023 0.000117 000012 Level .3 48 (1!566M 120 0.5544(Y7 0.7-8-r. 16 0317021 0 30269 [II 0485 Level 3 120 EQ)P 0554401 C 014596 4010006 .0000021 0001364 -0.000447 Level 2 48 EQ)P 0263978 0.010315 001222C 0000063 -00001 0 0)0061 Level 2 48 0.268978 120 0237386 0.20978 0.237386-0.2531V L:10624 Level 2 120 EQ)P 0.237396 -0.0178612 '-0.00647 -0000021 0 001982 -0.0003 Level £ LIS LWP 0 U U -4.1000021 U U Level 2 125 0 95 0 I Base 95 £Q)P 0 0 0 0.000063 00001 0000061 X-Olrectton Torsfora!_ irregularity _Check (Level _I_10 Level 3) Story Point-. -Load UX- UY. UZ . AX . fly . AZ . Story - P1 DispPl. P2 . 0ispP2 (trillRl .Crt1tP2 - Avg Drift Ratio Level 3 . . 67 EQ.)' 0.494896 -0:044676 . . 0, .0.000091 0.001562 0.000141 Level 3 67 (1.494896 80 0.300795 0.254496 0:326922. 0.290709 L1.112.46_ Level 3 80 EQ.)' 0600795 <008822 0 -000002 -0.00001 -0.000664 Level 2 67 EQ) 02404 -002023 0 -0000091 0 001582 0.030039 LGvQl 2 07 0210.1 90 0.27303 0.2-404 0.273873 0.257137'r 1.0661 I wl7 Rn FC) (I )71R74 I) flfl8ll6 (1 -0 COOl)) .0 00001 0 Base 112 EQ) 0 0 0 -0000091 0001582 0.000039 Base 112 0 126 0 Base 126 EQ.) 0 0 0 -000002 -000001- .0.610065 ______ Level 3 67 EQ)N 0.486264 -C 050378 0 -0000089 0.001556 0.000173 Level 3 67 (1.48M 80 0311615 0.250336 0 332668 0.291502 Eii!i Level 8080)8.1 0611615 -0.01382 0 000002 .000001 -0.0110047 _______ Level 2 67 COi 0235928 -0022343 0 P.6N -0000089 0 0015 0.000052 Level 2 67 0.235928 80 0278047 0.235928 0 278947 0257438 l 0836 Ii Level? 90 LOiN 0278947 -0.002076 0 -000002 -0.00001 0030054 Raq'. 11)FQ.)N 0 (1 (I .0mn08q flfl1c.6 00000c) Race 117 0 120 0 Base 126E0)N 0 0 0 -000002 .000001 0000054 Level 3 67 EQ)P 0503528 97 -00384 0 .0000092 0 0016(8 0.030109 Level 3 67 0.603528 80 0589)74 0 258655 0321 i75 _______ 0-289r-415 Li 1078 Level 3 80 EQ).P 0589974 -0003823 0 -0000021 -000011 -0.000092 Level 2 67 EO.)P 0244873 -0.019117, 0 -0000092 0 0016(8 0.0110025 Level 2 6/ U 244813 80 U 261YYY 'U.2448/3 U.2158,'99 U 2551-$b 1.M6 Level 2 80 EQYP 0 268799 0.002348 0 -0000021 -000001 000007' Base 112 LQ3P 0 0 0 -0000092 00016(8 000002r Base 112 0 12€ 0 L.............. Base 126 ECDP 0 0 0 .0000021 .010001 0 0')0074 Hope-Amuncison 216003.00 •Ualculation by M. Nelcuda . . Torsional Irregularities Check Hope-Amundson 216003.00 Ualculation by M. NeKuda . . Torsional Irregularities Check Y-Torsional Irregularity Points (Level 01 to Level 03) --- i.• - 0 - - 0 - •'. a - a , • - S-J ... - - • 1 -YJT/ .• e•_ -, . -• '•, a - /k'' /XV 0' Y-Direction_Torcional_Irregularity Check (Level _Ito Level_4) Store Point Load UX UV UL AX FlY AZ Story ;'l DispPl P2 Di.-2 E)riftPl lJriltP2 Avg Dr6t Ratio 1evp14 Level 4 Level 3 Level Level Level 2 Level 2 Base Level 4 Level 4 Level 3 Level 3 Level 2 Ievet7 Level 2 Rae Level 4 Level 4, Level 3 Level 3 Level 2 Level 2 Level 2 Base ' 87 EQY .. 187 'EQY 87 EQY 187 E1 87 EQY 187 IQI 109 ECLY 87 EQY 87 EQYN 187 EQYN 87 'EQYN 187 FOYN 87 EQYN 187 FQIN 109 EQYN R7RYN 87 EQYP 187 EQYP 87 EQYP 187 EQYP 87 EQYP 187 EQYP 109 EQYP 87 EQYP ' 0,07374 0.025081 0.133343d. 0037713 0030587 0 032008 0 C) 0012772 0.012765 0.02485. 0.028477 0026903 0n27qc4 0 (3 0033712 0.037397 0 0512019 0 046949 0034267 0.036063 C) . 0 (1.7819 -L7SF.-17 0.804114 -0.000374 0.66456 1 496 12 0703301 -0000266 0396667 0 (1 4b0732 -4) 000172 0 0 0 0 0772959 1.996 12 0.80 1322 -0.000434 0.656819 -1.441-12 0.700165 -0.000304 0392305 0 3459591 4(10011186 0 0 (3 a 0.79C942 1.811 12 0.806905 -0.000314 0672302 -1.54E-12 0706437 0000229 0401028 0 0.462874 -0.000158 .. 0 0 0 ' 0 fl000fl05 -L971-07 4(13(1169 -0.000003 -0.000081 -0.000005 0 000005 1 87E-07 -0.000145 0.060005.-1.87[-07 -000013. -0000003 0 0 0000005 -1.87E-07 -0 00013 0000006 -3.011-07 -O.CO015 0.000006 -3.011-07 -0,000142. 0000006 3011 07 -O C0013 -0000003 0 0 nnmnn -b011 37 030fl1 0000003 -7.33E-08 -0000189 0000003 -7.33E-08 0 (0015 0000003 7331-08 0 COOl .0.000003 0.000143 0.000081 -0000003 0 0 levn14 Lrvel 13 Lval2 Level 2 Lvcl 4 Level S. Level 2 LveJ 2 Level 4 Level 3 Level 2 Lave] .2 97 97 97 109 37 37 37 109 37 37 37 : 109 -0000003 00000i9 -0000059 -O 4)18)003 0000118 -0 00007o -0.000003 -0.000098 0.0(0007 -0.000003 -0.000049 -0000049 -nnmnn 00(10094 -030007 -0000003 -0.000065 -0.000017 0000003 -D.00001 000007 0.000003 -7.33(418 -0.0001 0.7819 0-694% 0396657 0 0.772850 0.656819 0392305 0 0.790942 C1.672302 C' 401028 0 197 187 187 97 187 187 187 87 187 187 187 87 (1.9(14114 0702201 046022 0 0.901322 0700165 0458591 0.806 905 0706437 0462874 011794 0 227992 0335657 0 11b04 0.264514 0392305 0.11364 0.2712T4 0401028 0 0 (1.1(111913 0-242569 0463732 D. 101157 0.241574 0453591' 0 100468 0.243563 0.462974 F. 154577 0255231 04237 0109500 0.253344 04254.48 0109554 0257419 0431951 0 1.9759 ________ 10496 10747 1.0686 1,0453 10779 j 0829_ 10538 0716 V -Direction Torsional Irregularity Check (Laval I to Level 3) Story P1 'JispPl P2 0iP2 ' Drill P1' DrilL P2 Avg.D,ill Raliu 'Laval 3 - Lovol 2 ' '9occ Level LevI 2 . Base. Level 3 Level 2 'Base 29 20 20 29 29 29 29 Y 29 0.661572 (.404416 0 0671172 3.405025 0 C' 651973 U. 48U1301 0- 63 - . 63 63 63 63 63 63 63 63 0216523 0.679886 '0.404416 0.80C34 0.671986 0.824726. UIMUDS .0 0.257156 0252147 0.405025 0.252166 Ci JW80f 0 0 -9.135637 0.673905 013435 9.671986 0.13892 0 bB8Ub - 0.196397 0.641556 0190251 0.540506 019543 0544301 1.3063 1.2534 13223_ 1.2433 1 2896_ 1.204 Leve13 ' 29 EQY Level S ' 63 IQY Level . 29 EQY Level 2 63 (CIV Bose ' 29 [CIV Base . . . 63 (CIV. Level 3 29 EQYN Level 3 ' , 63 EQYN Level : 29 EQYN level 7. , '3 EQYN Base : . ' 29 EQYN Raze , ' 63 EQYN Level 3 29 EQYP Level 3 ' 63 EQYP Level 2 29 EQYP Level 2 . 63 EQYP 3ae 29 EQYP Base 63 EQYP .0.024412 0.661572 0. -0.000001 1.271-08 D.0 -002415 0.815533 0 0.4)00024 -3.44-08 -(LC .0.016353 0.404416 ' 0 -0.000001 1.771-08 D.0 -0.026558 0.678896 0 0.000022 -3.441-08 D.0 0 ' . 0 .0 -0.000001 1.771-08 0.0 0 ' 0.1 '0 0.000022 -3.44E08 0.0 -0.01681 0.671172 0 -0.000001 1.47(418 '0.0 0.017287' 0.80634 ' 0 0.000021 4.11(08 '0.0 -0.012245 0.409025 .' 0 -0000001 1471-08 0. 4).07.679 0.671986 0 'fl.flfl7l -4.111-OR n_fl 0 0 ', . 0 0.0000010 1.471-08 0. - 0 o . . 0 0.000021 -4.111-08 0.0 -0.032014 0.651973 . ,; 0' -0.000001 2.071-08 '0.0 -0.031014 0.824726. ' .0 0.000022' -2.771-08 0.0 -0.020071 0.399807 ' 0 -0.000001 2.(Y/1.-08 0.0 -0.030486 0.695806 ' 0 0.000022 -2.771-08 0.0 0 . .' ' 0 .0 -U.0(J0001 2.(J7E-08 0.0 0 0 0 0.000022 -2.77148 0.0 Type la Check Typelb Check Story Load Case/Combo Direction Drift)( . DriftY VX VY Stiff néssX Stiffness V Check - )C Check- Y Check -X. Check - V Level SPECXEDFT Max X 0003037 16735 55103721 Level SPECXEDFI:Max Y 0.000782 . 35.35 45204.604 Level 4 SPECYEDFT Max X 0000778 .39:11 50269-923 Level 4 SPECYEDFT Max Y 0.000761. 114.21 150078 84 _____________________ Level SPECXEDFT Max-X 0001947 83137 427000.51.N/A N/A Level 3 SPECXEDFT Max Y 0000517 163.49- 316228 24 NIA. N/A Level 3 SPECYEDFT Mx X 0,000469 I 8369 391663 I I N/A N/A Level 3 SPECYEDFT Max Y 0.001362 684.96 502907 49 N/A N/A Level 2 SPECXEDFT Mac X 0001435 1151 37 802348 43 N/A N/A Level 2 SPECXDIT Max Y 0 000735 264.61 360013 61 N/A N/A Level 2 SPECYEDFT Max X 0.000652 254.61 405843.56 N/A N/A Level 2 SPECYEDFT Mac Y 0 003251 -1079.98. 332199 32 Type 1 a Applies N/A Hope-Amundson 216003.O : ealculation by M.Neuda . . S. LA 33 . . . - :'- HOPE-AMUNDSON Stability Check LEGO LAND Parking Structui Stability Coefficient pr Ad 318.11 Section 10.10.5.2 , Equation 10-10 S = 0.784 1 2+0 2S 1 OIL Reduced Floor Height (H) J&:,(Wj Floor DL+SDL (K) (K) Floor LL (K) ZF'u U. (is) Pux (K) Dntt (SPECXEDFI) DeitE (in) Bldg SFea(Vx k) IQ LDvCI04 31.G71 22 1793.11 24328 . 5428 542.8 .2075.6 0.003037 '. 0.371 . .16725 0.0540 Sway Leve103 2150 +36 75701 151368 26081 29549 '180917 0001947 026E 83137 00423 O05Non-Sway - Level 62 10.17 ji22 7225.0 37643.6 2428.9 - 7418.7 45O62.3 :0001435 0.17 ; .:--1151.37 0.0561 Sway. 1-.2 iO 2S 1 OLL Reduced, Floor. Height (ft) 1(ifl}, Floor DL+SDL (K) ZPu,a.SDt (K) .[Floor. LL (K). ZPu.0 (K) Pux (K) Drift (SPECYEDFT) Celtà (in) Bldg Shear, Vy (K) .0 LveiO4 .- 1793.1 2432.8 542.8 .. 542.8-. 2975.6 0.0007B2 .114.21 . 0.0203 i 0.05 Non-Sway . Lvcl 03 33.671. 2350 ..1—i221 35 7570 1 1 T04 0 2&)8 1 25207 152247 000122 0 19 69496 00302 005 Non-Sway. Level 02 12.17 46 72250 225068 24289 44638 269706 0003251 47 107998 00811 Sway those stories indicated -a.s'.'sway"Must be PerACV318-11 Section 1'0.,10.5.2, EQN.110-10 designed as such. Hope-Amundson 216003.00 Ualculation by M. Nekuda LA -34 Rho Determination HOPE-AMUNDON. Hope-Amundson 216003.00 Ualculation by M. Nekuda H•.• Rho Determination - .--' -- (I Hope-Amundson 21 6003.00 (.alculation by M. NeKuda LA-36 Rho Dëtéri'nihàtiön HOPE-AMUNDSON, Redundancy, p, Determination per ASCE 7-10 Sec. 12.3.4.1 & Tb4. 12.33) negu1ay!thnd'ancy Check wit Be,an CL1 CL 0)1 to (18LeI03 Pinned" - - (eedgra2n for y Point Load IIJX WY LIZ FM FY Fa - 3 57 UC 0.3041502 405539 0 .9.3605 11001622 0.000157 3 EQ 30$ 0k2027 4023 0 -3,3-0' -53E-0 2 7HEO)C O242487 -0.0218 0 -9.3E-05 4103163Z2 0.0010036 2 80 EQX 027914 0.00213 0 -3.3-06 -1.31-05 -6.91-0.5 112 lOX 0. 0 0 -9.31-05 (-011612 0.000035 126 lOX 0 0 0 -3.31-05 431-05 -6.91-0.5 3 57 E(N 0.406221 4k06131 0 -9.21-05 0.031607 0.000179 3 EQ ECUN CL6434S 4i2S.4& S -3.31-0 -131-03 2 67 1O)N 0.233S -O.0Th04 0 -9.21-05 11001607 0.000 2 10 EOM 02141.73 -0.00.139 . 0 -3.31-06 -136-OS .4100JOS 112 IOXN . 0 0 0 9.2E-05 11031607 0.000 10 3Q)0 0 0 0 -3,31-05 -L5305 .0.00395 67 EOR 0.W -.0947 0 -9.5E-05 0.0016 5.7 0.000115 3 80 1(P 0.62056 01.4 0 -3.31-05 -1-6E-05 -711-0.5 2 57 iECW 0246916 -0.01965 0 -9.31-05 0.00165.7 0.000022 2 80 IQYP 02.74009 0.000133 0 -3.31-05 -1-6E-05 .7E-05 112 lOX? 0 0 0 -9.31-05 0-00165.7 0.000022 126 lOW -6 0 0 -3.31-05 -1.06-05 -7.BE-0.5 X-DrredKsrl TorsiomIiIrreguIañty Check (Level I b Level Story P1 [Asp Fl 322 Up P2 Drflt P1 Oit [P2A II R LI 3 Let 2 Base Level 3 LI 2 Bsse. Level 3 Level 2 Base 67 67 112 67 67 112 57 67 112 0.5047 0.2425 0 0.4962 0.231 '9 0.5131 0.24.69 0 60 80 80 80 .125 80 80 126 126 0.532 0.2622 0.3526 0.3075 02792 0.2425 0.27Y.2 0.2608 0.0435 0.2562 0.5591 0.3085 0284.8 0.2991 02344. 02612 0 . 0.0205 0.2652 0.3406 0.3064 0.274 0.246-9 '0.274 0.2605 0 1.1474 1.0708 1.1635 L097 1.1312 1.0520 <1.4, therefore p = 1.0 per ASCE 7-10 TbI 12.3-3 Hope-Amundson 216003.00 ealculationby M. Nekuda .,, H Rho Determination Hope-Amundson 216003.00- (alculation by M. Nekuda LA -38 Rho Determination HOPE-AMUNDSON Y-Direction Torsional Irregularity check Story P1 Disp P1 . P2 Disp P2 Drift P1 Drilt132AvgUR Ratio Level 3 Level 2 Base Level 3 Level 2 Base Level Level 2 Base 29 29 29 29 29 29 29 29 29 0.6968 0.4052 0 0.7071 0.4098 0 0.6866 0.4006 0 63 63 63 63 63 63 63 63 63 0.8237 0.2916 0.1382 0.2149 0.6855 0.4052 0.6855 0.5453 0 0.8146 0.2973 0.1359 0.2166 0.6787 0.4098 0.6787 0.5443 0 0 0.8327 0.286 0.1404 0.2132 0.6923 0.4006 0.6923 05464 0 1.3571 1.2570 13725 1.2471 13414 12670 <1.4, therefore p 0 =1.O per ASCE 7-10TbI12.3-3 Hope-Amundson 216003.00 Uaicuiation by M. NeKuda LA - 39 .. .. 0 . 0 Rho Dëterrnihatióh HOPE-AMUNDSON "Irregularity/Redundancy Check WI Beam @ GL A GL 8-9 Level 03 Pinned- (See diagram for clarification) Story Point Load UX UY LIZ RX RY RZ - Leve13 29 EQY -0.01289 0.696816 0 -1E-06 9.17E-09 0.000081 Level 3 63 EQY -0.01405 0.823681 0 0.000021 -5.1E-08 -1.96-05 Level 2 29 EQY -0.01533 0.40518 0 -1E-06 0.176-09 0.000092 Level 2 63 EQY -0.02481 0.685519 0 0.000021 -5.16-08 0.000246 Base 29 EQY 0 0 0 -1E-06 9.17E-09 0.000092 Base 53 EQY 0 0 0 0.000021 -5.1E-08 0.000246 Level 29 EQYN -0.00508 0.707058 0 -4.6E-07 6.03E-09 0.000052 Level 63 EQYN -0.007 0.814638 0 0.000021 -5.3E-08 -4.56-05 Level 29 EQYN -0.0112 0.409803 0 -4.6E-07 6.036-09 0.000075 Level 2 63 EQYN -0.02085 0.678731 0 0.000021 -5.8E-08 0.000219 Base 29 EQYN 0 0 0 -4.6E-07 6.03E-09 0.000075 Base . 53 EQYN . .0 0 . 0 0.000021 -5.8E-08 0.000219 Lvl3 29 6QYP . -0.02071- 0.6R6564 0 -16-08 1.236-OR 0.000109 Level 63 EQYP 0.0211 0.832724 0 0.000022 .44E.08 0.000007 Level 2 29 EQYP -0.01946 0.400556 0 -1E-06 1.23E-08 0.000109 Level 2 53 EQYP . -0.02877 0.692306 0 0.000022 -4.4E-08 0.000272 Base 29 EQYP 0 0 0 -16-06 1.23E-08 0.000109 Base 53 EQYP 0 0 0 0.000022 -4.4E-08 0.000272 I :. /14 el /1// '.: - -:-•--•. I. - / / ---- _i- v. ••/ IiI1• ----,--- __•_> -' I - ) F - -< %<N -.. ,•11 1 .. zz::s) -• j;;;: \ F11H çi• Ti _ ./. _j L__fl=• I __ C- - ... J... - !' -ç i . M)PE BS Mr& i AMUNISC -r --: -.--r -. - - - - - --I $7T'10 IV \\ /• -..--- .. ----- 17 rA ____ _ Hope-Amundson 216003.00* Calculation by M Nekuda LA - 50 Table of Contents Structure Data 4 11 Story. Data 4 1 2 Grid Data 4 1.3 Line Connectivity 5 1.4- Area Connectivity 13 1.5 Mass 18 2 Properties 19 2 1 Materials 19 2.2 Frame Sections 19 2.3- Shell Sections 19- 3. Assignments...20 11 Joint Assignments 20 ..3.2 Frame Assignments 29 .3 .3 Shell Assignments 43 4.. Loads. 44 4.1 Load Patterns 44 4.2 Auto Seismic Loading 44 4.3. Applied Loads 82 4.3.1 Line Loads 82 4 3 2 Area Loads 86 4 4 Functions 87 ..4.4.1 Response Spectrum Functions 87 4 5 Load Cases 88 4.6 Load Combinations 89 Analys 5 is Results 91 5.1. Structure Results. 91 5.2 Story Results 95 6.3. Modal Resuits 110 S Page 2 of 111 Hope-Amundson 216003-00 Calculation by 'M. Nekuda LA -,51 st ofTabies. s Table 11 Story Data 4 Table 1 2 Grid Systems 4 Table 1.3 Grid Lines 4 Table 1.4 Column Connectivity Data 5 Table 1.5 Beam Connectivity Data 9 Table 1.6 Null Frame Connectivity Data 13 Table 1.7 Floor Connectivity Data 14 Table.-1.8' Mass Source 18 Table 1 9 Centers of Mass and Rigidity 18 Table 110 Mass Summary by Diaphragm 18 Table 111 Mass Summary by Story 18 Table 2.1 Material Properties -.Summary. 19 Table 2.2 Frame Sections - Summary,19 Table 2.3 Shell Sections - Summary- Table 3.1' Joint Assignments - Summary 20 S Table 3 2 Frame Assignments Summary 29 Table 3 3 Shell Assignments Summary 43 Table 4:1 Load Patterns 44 Table 4.2 Auto Seismic- ASCE 7-10 44 Table 4.1.5 Frame Loads - Distributed 82 Table 4.16 Shell Loads Uniform 86 Table 4.17 Response Spectrum Function ASCE 7-10 87 Table 4 18 Load Cases Summary. 88 Table 419. Load Combinations 89 Table-5.1: Base Reactions 91 Table 5 2 Centers of Mass and Rigidity 92 Table 5 3 Diaphragm Center of Mass Displacements 92 Table 5,4 Story Drifts 95 Table 5.5 Story Forces 101 Table 5 6 Modal Periods and Frequencies 110 Table 5.7 . Modal Participating Mass Ratios 110 Table 5.8 Modal Load Participation Ratios 111 Page 3of 111 L Name',' lHeight; Elevation-. Master Similar .. Splicé .. Story To Story - ••RotationName y•X -Story - L Type Origin-j Origin - -•-.,--•=e- Gi Cartesian Default 0 0`11 0 100 [ffaOaOaO Table 1 3 Grid Lines Grid 'Grid - Grid ID Visible Bubble d Ordine1 System Direction Location ft • G1 X A Yes End 0 A2 End J G1 X A3 Yes End 205 EG1 XB YE 3] 'GI X C Yes End 125 JTG1 73 -Yes End 146 Gi X C6 Yes End 16257 G1 C 7 77917 7, . 167 j G1 X D Yes End 188 [ G1 X. D4 21441J G1 X D8 Yes End 237 Yes End j4O 'i G1 X E Yes End 252 G1 ' Y 1 Yes Start oj G1 Y 2 Yes Start 12 F1I Y2I s' '— 50 7 ] G1 Y 4 Yes Start 48 EG1 , 5 Ye Sta!Lj G1 Y 6 Yes] Start 84 EG1' Start 102 G1 Y 8 Yes Start 120 [ GiT7rY 7 9. G1 Y 10 Yes Start 156 F-R7 Y y 2.s Start III r Page 4 of 111 ..-. Hope-Amundson 216003.00' Calculation by M Nekuda LA - 53 Structure Data 7/13/2016 • _______ Table 1.3 Grid Lines (continued) rod I •. id- Grid ID Visible.. Bubbl) - Ordinate iSystem Direction . I . : Location '74 ft. . -. . • Gi V . 12 Yes Start 192 • • '- [öf' Y ' 13 yes' Start 210 G1 V 14 Yes Start 228 __ Start 246 G1 V 16 Yes Start 259 1.3 Line Connectivity. Table 1A Column Connectivity Data •- F IColumn I End J -End,lEnd c •-. - . - Point Point :Sto C2 10 10 Below [ C3 20 20 - Bel 1 C4 22 22 Below [ C5 24 24 Below J C6 26 26 Below C7 29%,29 Belowj C8 67 67 Below C9 68 68 Bel] C1O 11 11 Below ECu 13 13 Below . C12 15 15 Below 17 17 Belo C15 19 19 Below C16 21 21 Belov] C17 23 23 Below [bi 70 7O Below J C19 .. 71 71 Below . . • • : C20 Be C21 35 35 Below C22 36 36 C23 37 37 Below C24 39 lo C25 40 40 Below C26 Bjj C28 47 47 Below 229 T4ii7 Below 1 C35 5 5 Below EC36 5 57 Below C41 65 65 Below 64 1Bel1 C43 63 63 Below 648 9 9 Below I C49 650 '25 2Q 'Belv] Below 30 30 Page5of 111 • . S - . • . : • -. • • Hope-Amundson 216003 00 Calculation by M Nekuda - LA 54 Structure Data 7/13/20161. S Table 1.4 Column Connectivity Data (continued) E IColumn :. Point IiJEndiEndl Point 1 StoryJ C52 33 33 Below [ç53' 42 T42 C54 44 44 Below Lci 6 46 Below j H C57 54 54 Below I C58 56 '56 Below1 C13 12 12 Below C27 14 14 Below- 059 C59 16 16 Below 18 18 Below j C62 59 59 Below {YC63 60;,''Below ' C65 28 28 Below [ C66 32 Below] C67 38 38 Below LIc 77, B&ow C70 77 77 Below FC73# 80 80 rBe C74 81 81 Below b f5 82 82 Belowj C80 87 87 Below Below 6 C83 7 7 Below C84 F Belli 31'31,- C85 45 45 Below • L C88 58 •t 58 .5 Below .5 C86 28 122 Below C90 32 - 150w BI] C96 38 151 Below 69 152 Belowl C33 10 128 Below Th12 130 _ Be__. C38 14 135 Below. 2 CC- 7:713 Below C32 67 131 Below C89 70 132 Below I r C122 82 160 Below Tci 28 77 Below C129 80 158 Below [C39 57 140 k Sij 040 58 141 Same 59 r142 072 60 143 Same L C ow C141 112 67 Below Page6of 111 Hope-Amundson 216003 00 Calculation by M Nekuda LA - 55 Structure Data 7/13/2016 S Table 1.4 Column Connectivity Data (continued) [ Column _____ T1 Storyj Pouit JEnd Pomt C143 115 9 Same C145 Same 134 13 [46 C147 SaJ Same 153 Th5 154 17 F8 i 56 161 23 C149 Same Sam 163 68 C152 rC153 C154 Same ame1 Below 164 30 165 W- T 166 7 [C155 B] 25 C157 [bia Below 81._Below. 169 1-70 7" 70 C142 Below. 114 82 4 Ls1 C156 Below 168 42 E E1597-I ]] i'f 6160 Same 172 34 [6i7173,-1, C162 [C163 Same __ 174 36 5 C164 Same 176 39 [5177 9 C166 Same 178 71 l_lrei C168 Cm9 C170 Same owj Below 180 40 T 182 54 Lc Th C180 Same 192 56 Below] Below. 200 C185.206.59 C61 Below Belowj 49 195 6:1 196 C98 C12 Same Same] 195 49 61 C126 Below 50 197 Lc181 C187 [ë188 C189 [9O Same Below F io 9.L 197 50 201 F 62 77 51 202 73j' 203 5 C191 Same 202 51 Page 7 of 111 • Column .C192 I-End ppint: :203 J-End' Pint. . 73 I-End Story. Same 52 209 ow .C194 :74: . 210 Below _ 209 52 C196: 210 : 74: .Same Lc197 53 21), Below. I : C198: 75 . 212 :Below MC 19-9, , 21'1 TT5 Sari'eI C200 212 75 . Same.. 61 214 C202 =214. . 61 Same , 49 - 213 BeloJ C264 :213 : :49 Same c05 ;16 Bélow .C206 s 216 . 62 : Same fIC207 50 ___ B1I C208 : 215 : Same .C210. : 217 ' 51:. Same C211 51 Ti Be C212 :73.: 218 : .Below 'c213 7722-5 :,-"'174- .Samei C214: =219 : 52:: :Same Lc ' 219 Below C216. : 74 : • 220: : Below: [72 SameI C218 221 • • 53 Same C219 53 - 221 Bej C220 75 • 222 Below LC3L - 196 196 Bej .C45 • 66 : .201 • : Below 727 7 Below 1 C55 = 78 74 • Below [ç 79 75 87 :90 : 197: : Below Lc 92 51 P94 = '93.: 52 :Below= C95 777777-7-5777 Below C71 . . : -W 46' :Below [9T 91 Blow ] C97 ,= :95. . : : : Below._.' T ow 1 Bel C100 99 99 Below C101 99 4100 Belv C102 102 99 Below HopAmundson 21610,011100.'.... Calculation by M Nekuda 57 LA 757 Structure Data.7/1312016 Table 1A. Column Connectivity Data (continued) • I Column I End 7Y --End;." I End L Point Point Story C103 103 28 Same 1O4 32 Smj C105 105 38 Same Eë106 sam!j C107 120 120 Below 09 .120 Sar. C110 184 184 Below Lci1 C112 187 187 Below * S'amd C30 85 85 Below [ThThT 85 86 Blo] Cl 108 85 Same C76 116 184 Same Li 25 0 Se] C78 126 80 Below F-i1 C133 63 224 Below ___ '.7-8-777-ii S • C136 5 226 _Si Same 4. Bel61 C139 29 223 Below [140 99",B&o C171 24 198 Below 194r Below C173 20 193 Below J C1 ,18 1 C175 8 97 Below 6 13Q Belowj C178 88 157 Below LIi 76 fl C81.47 231 Same [TW 48 '33 Sa C116 77 237 Same 45 C118 54 239 Below Table 1.5-Beam: Connectivity Data Beam lEnd -. Point JEriI ia Point Type ,... B1 1 2* None T77027— Non . =B4 Page 9of 111 Hope-Amundson-216003.00 Calculation by M Nekuda LA - 58 Structure Data 7/13/2016 Table 1.5 Beam Connectivity Data (continued) Beam Curve I IEnd' JEnd 85 F :W171 ____ None -I NoneJJ 6 7 ,-.---.. 9 B7 None 10 11 L ii iii B9 14 15 None S . rBTöT oJ •,:. . .:.;. ... T ---- TirT -'-_ 18 19 1311 None JB12 21N6ne 2O B13 None 22 23 ____ J 25 B15 & r-- None 26 27 - BiB None 7 31 77-33- 11 34 B21 None 15 36 B23 24 None None] 37j B26 None 19 39 B28 , LB29 B30 B32 None Jone None None p 23 41 27 43 i 31 45 _ J I 34 47 B34 None B35 NonJ 35 936 None 36 49 -B37 IJ B38 B40 None None None 39 51 40 41 53 B41 B42 Nonej None 42 54 43 55 B44 None 45 57 f 25 3O B54 None 42 44 B56 jJ 54 - W. None 56 63 B59 None 54 65 6 B73 None 68 71 Page 10 of 111 .,.., .: .... Hope-Amundson 216003 00 Calculation by M Nekuda LA - 59 Structure Data 7/13/2016 Table 1.5.- Beam Connectivity Data (continued) IIT i Beam IL' Type j B74 Point F7771None r B75 I 68 7 B80 None I L _ *77 88pLj ] B82 None 71 31 [B 454' B46 [[B76 None one 10 117 117 . 12 7N 12 118 B86 None B88 None None 118 14 =77, 16 28 Notie B19 LB7o B71 E None None 144 32 38 146 B94 None 145 38 L 995 i 7 B85 N6ne None j46 77 6 57 147 147 B97 B98 None None 58 148 i48i B99 None 59 149 [B100 B102 None] None p149 6OP 46 58 LiL i1 B62 48 60 None None j 67 B63:70 [6 None 28 80178=117 Th B67 None 81 82 e B108 None No f 204 200 2007 Bill None 205 206 E114 B115 None 208 ne 206 208 207 105, l96 B77 None 197 201 r B103 None 209 210 04 N] 2i2 213 214 BiOS None 777 B107 None 217 218 Page ii of 111 BeamI I-EANT nd Ioint iiEnd Point 220 11 Curie Type None" B110 219 [B11_ 221 222 Non j B16 ' 69 : None E B50 184 186. -IN—one-1 B52 186 : 120. None r. 860 187 '-1-897,77"."NoneJ B69 ' 189 184 None. r.___ 82 85 N B48 85 107 ', :None LBT8 B55 '26 29 None: r7697 24-77977 B89 . 22, . .24 None, iB91' N6n?j B92 16 18 None [1 13 Ti 1 '"'N'one B116 6 ..'. . . None r _B1 _20-77 None B121 : 57:, None L,122 65 None B123 ., ..64:. 63 ' None 20 2Nori1 B128 196 :60 None [ 201 6 No] B25.L 214 60 None r —B45 7767' ?11 NoneI B68 : 218 216 ' None 220 218 None B119 ' 222 220 None [B124 65' 22 ,72_277;t_ None B125 .203: .. 201 . None j..B127 210 -72-0 _3 N&ie] B130 212: ' , 210 None [3i 65 —No n—e—! B132 227 " ' 228 ' ' None B133 '228T —OL' 229 Nhi] B136 ' 230 ' 232 ' None B137', ,157 39T, .TNonej, B49 ' . 127 ' 137.' ' Nàne rB53.''54'III riTT.Nj .B64 ' 211 ' 209 ' None . f B134 209 202 Non] B135 202 ,..197 . . None [B i' None B139 ' 195 . 48 ' , None: Hope-Amundson 216003 00 Calculation by M Nekuda LA - 61 Structure Data 7/13/2016 • Table 1.5- Beam Connectivity Data (continued) r-r;- iBeam I End JEnd urve Point Point 4 - Type B140 47 48 None B142 45 46.'None 237 - 238 None Table 1.6 Null Frame Connectivity Data Nul!-. .l-End J-Ed l-End Line P6int Point Story Li 119 84 Same E L2 57—.''58 Same L3 58 59 Same [ 59 60 Samej L8 29 124 Same 79 124 67 Saiie 1 L13 65 63 Same } L18 80 123 SarnJ : . . L19 88 123 Same j L21 88 Samj 1.22 16 29 Same [29 87 57 Sa -L32 69 - 113 Same .- . Sm] 110 124 L48 47 48 Same [149 46 47 Same] L50 45 46 Same L4 88 27 17 57 60 Same r L26 87 60 Sa] L41 84 48 Same L57 48 M, j L61 195 - 48 - Same ET 197,74 Same L80 213 48 Same [L84 215 213 Same L88 217 215 Same L92 72i9 217 Same] L96 221 219 Same [j7 221 BeI] L17 67 99 Same +L20 99 samj L24 101 63 Same 1125 121 a =me L27 120 121 Same L3i ' : '7777711,Samej L33 84 120 Same Page 13 of 111 F -;--- -- Number Edge •Cury Floor Point I oint P 2 ofEdgesNumber.:-.Jype F16 4 F20 4 F22 4 F F24 4 I F25 4 S 4 I ' F27 4 F29 4 F31 4 F33 4 F35 4 1 196 195 None None None 11 None [Non] None None one None Nonej None None None None None None- None None None None1 None None None ,None1 None Nonej None None None Tn] None Nonj None None None sNone] ( None 211 .195, 4 .3 48 60 4 60 1 197 195 2 195 96,J 3 196 201 201 igT' 1 203 202 2C21 197 3 197 201 4 201 1 210 209 209k 202 3 202 203 4 203t 210 1 65 54 2 Th4 3 211 212 4 212 '1,-' 65 1 212 211 211".209,- 209 210 21 212 1 214 213 2 213w 48 3 48 60 60, 214 1 216 215 2" 215 213 3 213 214 214 216 1 218 217 7771-7 215 3 215 216 4 21T'- 216 1 220 219 IIT 217 3 217 218 21 220 1 222 221 T2 W Ti 3 Page 14 219 220 of 111 7V 4 '''- -' -. I-CUurve, Number, Edge .- nt 1- :Point 2of Edges Number ' ' ' : r F36 F3 I - I - • . - • - : -. L I.- - -- . - • : ' 4.- ' 220 222 None ' = None None one None : None Noi] None ': •' .. .. . N] None Noni'] None None 1 None N] None NO ne None 1one J None LNonej None •. .- ---: None None - - = - •: - -. None" None. - • - - - : - Jone None .None 1 None . Ndne - - - - : - • None 1 None Noh] None iNone] ,None fN1 None -,-None !I1 None rN I - . . • - - -. 2 54 , 221 3 221 222k 4 222 65 F3841 201197Noj .2 197 195 37-7-77797196 '.4 -. 196 201 6 48 60 2 60 87 3 87 121 4 121 120 77U57--'8-4-., 6 84 48 - 1 7d 301 2 30 27 25 4 25 23 77237 21 6 21 19 T77777 19 - 17 :8 - - - 17 15- 15 10 - . 13 - .' -11 12 9. 7 7 - 7777, 14 2 68 • ' 15 687 —8 1 ' 16 81 82 17 82 71 18 71 '- 3' • - 31 20 31 33 21 34 22 34 35 23 3S Th - - - 24.-- 36 37 . 25 39' 26 39 40 40 41T' 28 41 42 29 43 . . -- Page 15of - '. 111 :' : ; 'c Number Edge, ... :'-' Curve I EFloor . - Point.1Poun2 -- 1of.Edges Number Type -_.;• • F I' F8 ; I 30 • 43 44 None • . •• . : •• 70 None 47NO!J '46 None 45 Noe J 4 None 77 84 None 184_ Nonej 120 None 121 N 87 None 7-77 5 None 57 None 58 Non 59 None 60 Non!J 48 None _26 —'N —on J 224 None 22None 20 None : : • Nonel . 16 • None • : : None 12 None W None 8 None 6 NOne1 1 None 123 None 80 . • . - S 2 None 13 None TNonen. 17 None. 11,88 : 8Nonel 32 28 [i48 16 2 47 3 46 4 45 L_____ 5 4 6 77 7 84 8 184 9 120 10 121 8777 12 5 57 14 58 15" 5 59 16 60 34 I 29 2 26 4 22 . 6 . 18 7 16 8 14 9 1 10 10 12 6 13 14 88 15 -7123 • .16 80. • 17: 81 None77 77—, 18 68 None 20, 7 22 11 23 13 24 15 Page 16 of 111 Hope-Amundson 2.16.003-00 Calculation by M Nekuda LA - 65 Structure Data 7/13/2016 - - •auie 1.1 -.ruoorL.onneclivuly IJaIaconunueu) NUmber Edge Curve Floor -- L of Edges Number Point:1 Point 2 _ypp j 26 19 21 None 25 None TT No] 30 None : 70= Nonej 67 None -None7 29 None 43 None 42 None] 41 None 4 None] 39 None None,,-, 36 None 35 None7 34 None 7 733 ] 31 None 3 Nj 71 None 82 Non - 85 None -ii1 :;77 None None] 45 None 47 None 48 49 None 50 Nortel 51 None 775= 53- None 55 None 56 _ 69 None 38 32 None TiTIiIIfl 45 53 28 23 ---- - 30-27 __ 30 32 70 -33 34 - 124 2 44 43 4 42 6 40 739 37 8 37 36 10 35 71"1 T T7 12 33 13 31 14 3 15 'Th 16 :: 82 18 84 19 77 20 4 21 22 46 237 47 24 48 25 49 26 50 27 28 52 29 30 54 31 77= 32 56 33i 34 38 Page 17of 111 Number HEdge Curve Floor Point I Point 2 of Edges Number Type Fl 9 1 69 56 None 2 56 NOne] 3 55 54 None 4 54 65 None 5 65 64 None 6 64 63 None] 7 . - 63 101 None 9 99 69 None 1.5 Mass Table 1.8 Mass Source --'--v Include I Include —ri.•1. Include, ump . Include. Include .... Eam . - Elements . I Added . .. . Loads Lateral . .. . Vertical . at IsDefault . . .Load Pattern.. . .. ,. Multiplier. . Stories.: .. . - MsSrcl I: Yes . Yes .Yes Yes No Yes Yei Superimposed Dead Table 1.9 Centers of Mass and Rigidity I Mas s X Mass X CM -77 YCM Cumulative . -'-r . Cumulative XCCM YCCM . XCR I . YCR Story Diaphragm: Ibs2/ft :Ib-s2/ft it:. :f ' X - .7 .:'.ft.-. c ft lb s2lft -lb s2!ft W Level 4 Dl 0 0 220 4052 51.5038 0 0 0' 077 - FLevel Dl 0 0 107.092Z 125 8528 01 0 Level Dl 0 0 1089179 1227091 0 0 0 0 Table 110 Mass Summary. by Diaphragm ' Mass - - Mass X Mass V Moment X.Mass Y Mass . Story Diaphragm lb s2lft lb s2lft of Inertia . . $ Center Center kipfts2 ..- 1$,.,'.. . ... ,..-1. Level Dl 0 0 0 2204052 515038 LLe13 Dl 0 0 0 1070922 1258528] Level Dl 0 0 0 1089179 1227091 Table 111 Mass Summary by Story Story ux uz lbs2/ft IbsYft lb-s22/ft Level 4013353 4013353 0 Lvei 3 2303742 23037412 Level 2 234484 11 234484.1 1 0 EBask i0865 0 Page 18 of ill . $ ....... .. 0 iiit • Néme Type lb/. v - Weight• Design Strengths . lb Name Material , 2Shpe,77, CW-49x6 GBM5 Concrete Rectangular [cW 1BM GBM5 Concrete Rectangj GBM 5 GBM5. Concrete Rectangular El GBM5 GBM5 Concrete Rectanlr GCOL5 GCOL5 Concrete Rectangular - GCOL5 6COL5 Concrete Rectujj GG1R5 • GBM5 Concrete Rectangular j MFBMS MFBM5 coRectanglaj MFBM5 MFBM5 Concrete Rectangular MFCOL5 MFCOL5 Concrete Recngj A615Gr60 Rebar. 29000000 6.3 490 F60000 16/in2, Fu=90000 lb/in2 : [ GBM5 Concrete 4286825 75 0 2 150 F6=5000 19/in2 GCOL5 Concrete 428680 6.2 150 Fc=5000 lb/in2 MFBMS Concetg 150038901 02 150 . — :1c- 000 lb/in2 22 MFCOL5 Concrete 300077802 .0 .2 150 Fc=5000 lb/in2 ABST Concrete 428682575 02 150 'Fc5000 lb/in2 21 Frame Sections Table 2.2 Frame Sections Summary. 2.3 Shell Sections Table 2.1- Shell Sections Summary • t r ame Design I —'- • E!ement Total Type Material i Thickness L T' T Unique Include i Story. Label Diaphragm Restraints, Name in Meshi ____ Level 41 4 Level 4 5 Level 4' 45 [ilevel 4 Level 47 77 [l 48 Level 4 49 rLeve(4, Level 4 51 1Le 1 52 Level 4 53 [Lei4 Level 4.. 58 [tevel 4 59 Level 4. 60 lLevel4 61 W Level 4 62 - 73 Level 74 Le 4 Level 77 [Lel 4 84 Level 4. 87 119 Level 4 155 Level 4 147 Level4 148 LI 4 149 Level 4 122 50 Level 4 151 rLevdl C, 152 Level 4. 128 130 7 Level 4 135 ILeel4 136 Level 4 140 - -•--------• 1Level4 141 Level 4 142 4 vl 4 l43 277 Dl No j9 No No 7 V7 No No No No FNo No 4 No 11 No No No No No No No NoJ No No No _J No No No N7 No No ] No No • • • Noj No No 1 290 T7 278 Dl 279 777— Dl 280 Dl D17 281 From Area 7,282 From 284 From Area 7285 FromAr JT 286 From Area bi 7 292 Dl 294 D1 352 Dl 299 ñfArea 300 From Area 316 Area 318 From Area FromAre 276 Dl p304 289 Dl '324 D1 360 From Area 4363 'D1 f[ 364 Dl 366-,Dl ip 342 From Area 34 Are \ 4 - 344 From Area 345 From A ' 310 From Area 312 From Area 7713 From 359 From Area 251 -,-• From Area 253 From Area 257 From Area ' 707 Page 20 of 111 I- r Unique -'. Include - - Story yLabels tNae Diaphragm Restraints in Mesh L -- ______ ~_•___S_ ______ Level 4 Revel 4 Level 4 [LevI 4 Level Level jLevel4 Level 4 LLevel 4 Level 4 [Level 4 Level 4 3 Level 4 Level 4 Level4 Level [Efel 4 Level .4 1Level4 Level 4 Level4 Leve14 ILe'el4 Level4 [Level 4 Level 4 [Level4 Level 4 LL'veI4 Level 4 Level 4 - : • : • Level 4 Level 4 199 Level 4 [1el4 Level 4 F1 4 Level 4 [Level 4 Level 4 [Level 4 Level 4 LLevel4 • • 131 170 From Area No No No No No 711 -No No I No No No No No No No Noj No No No `N0 No No No No j No No ] No No J No : •- • • : No No] No No 3Nj No • • : • • FNo 132 199 From Area 158 203 From Area From Area.. 160 210 From Area 195 Discond 196 250 Disconnected : - 197 259 Disconnected 77 r 201 260 Disconnected - 202 t255 , _d oniiected 203 256 Disconnected 209 327 Disconnected 210 328 Disconnected 211 325 Disconnected T 212 326 Disconnected 100 201 From Area J 120 306 Dl 121 J29 Dl 183 184 314 305 From Area 185 307 From Area 33 Di 187 368 Dl 188 298 Fro; Areaj 7.7 7 189 338 Dl 86 '77320 From Area 97 398 From Area 139 From Area 157 376 From Area 191 397 From Area 193 396 From Area 194 äg"AFromArea 198 394 From Area -, •- • • From Area 223 390 From Area.*No 96 - i 4FA 224 383 From Area 225 384 From Area 226 385 From Area 76 372 From 231 378 From Area 233 379 * .- rom A1 237 381 From Area 238 Area* IJ4 j : • Page 2lof111 • • • •• Unique . . Includel Story Label Diaphragm Restraints Name - -. in. Mesh - Level .tLél3 Level Level 3: 1LeveI. 3 -Level3 -. [[l3j Level LTevel3..9 : Level [,Level3 Level 3 23 Ti •2 4 -5 6 8 II 'T 1 389 From Area No —No 7J NO N1 No No No No J No - No .NrJ Yes 26 =Dl .4- 27 From Area Th21' - 125 From Area 138 71- Dl '. 28 Dl • 56 7—ro—m—A"77—a • 62 Dl - FArea 77777717, 93 Dl : 94 From Area" - 95 Dl : LVI.) revel .3, Level reveI3 Level ILevel3 . Level [Level 3 Level3 Level 3 Level Level 3 :Level3 Leve13 -. :- Level.3 ' Level [Level 3 Level 3 [ii 3 Level Level 3 Level 3 3 Level 3 Level 3 • • • ___________ Level 3 [i 3 Level 3 Levi -11+ IJI No ] No No -No' -- - j No - - No ------------ No - - - No No No N] No -- - - - - NO] No NI No •:-- - No No - No No __________ - -• - - - No ] No 15__- 98 From Area 16 99 Dl 17 100 FroArea 18 101 Dl - 19 102 From Area '- 20 241 Dl 21 242 From Are - 22 103 Dl 23 104 From T 24 105 Dl 25 106 From Ai - 26 107 Dl 1 27 108 From Area 29 109 Dl - - 30 110 From Area 31 113 From Area 33 114 From ArI i 34 115 From Area . : 35 From Area 36 117 From Area 37 118 From Area ,No 39 119 From Area 40 43 .From Aria - - 41 120 From Area 42 _________ 121 -•--- From -• -.--- .- .- •'--- ._l_ 43 122 From Area 44 fro; Area 7No 45 126 From Area 46 127 FA Page 22of 111 Unique Includel 'Story. LabeI,. • -Name Diaphragm 4 Restraun " - Mesh '• - in ______ '• Level 3. 47 128 From Area No Level 3 No ] 29 From Are Level 3 No 49 130 From Area 50 131? Level L2 51 132 From Area No No] 52 7. 244 Frdn Area Level 3 No 53 133 From Area Level 3 71 54- 134 From Area - °No Level 3 ILeve3 55 135 From Area No ? 56 136 From Area. - Level No 57 139 Dl L'vel 3 Level3 No 58 14 -0 ' 59 141 Dl [[l 3 Level No 61 269 From Area t Level No No ji FA t 63 144 Dl No j Ji Level [Level 3 ', k • : .- Level 3- No - No • - - - - 65 146 Dl -777 67 148 Dl 7 7777-7- : 68 - 25 From Area - - -- tbav 13 LeveI3 ILevel3 No No4 770?T o Dl t 7 71 111 From Area 73 7274 From Ar - Level 3 fell No 74 275 From Area ,75 28 187 Dl Level Yes feyd 3 32 Yes4 188 D1 JT Level 3 L061 3, Yes 38 225 Dl 69 - Level 3 No 77 124 From Area [Lev&3 80 öT U7 No Level No 81 149 Dl [LeveI 82 Level No 83 227 Dl . Level 3 No 84 4 Level No 87 137 Dl [el 3 88 iA3 Dl Level3 123 335 From Area No [LeveI3 124 287 Level No 117 301 Dl [LI3 118 302 LeveI3 No 129 303 Dl [Level YeiJ 144 347 "7DT [ Page 23of 111 - -- - - ... - •:-•, r' rStory' i-• i.. "Label Un ique . Name., ;k fr Diaphragm. Restraints ?•''- Include in Mesh Level 3 [Lel3 145 - 348 Dl Yes YeJ l46 35l çD1'J Level 3 fLevel3 147 356 Dl No No 148 1M 'i Level 3 No 149 358 Dl [L ,el 3 Level 3 4. No No 110 j27l Froi, A 213 :252''Disconnected 'Level 3 4' 254 Disconnected, 215 248 Disconnected Level 3 [Levl 3 Level 3 [Lel3 No N] No 216 249 Dioected 217 246 Disconnected p218 247 Dconnected Level 3 [Ll 3 No N_ 219 266 Disconnected 22ö' 26 Disconected T Level 3 LLk3i Level IeL3 t10 No No No 221 264 Disconnected 222 265 Disconnected 'T 99 288 Dl j7. FrorTArea Level3 Lvl3 . Level LLel Level 3 Ll 3 No t No NJ No 120 230 Dl 121i, 334 FrAiej 184 229 Dl 186 434O D1 1j' 187 194 Dl 189 FromA i j fJ Level Level3 Level 3 No N7] No 85 1163 From Area 107 ¶321T 77 227 386 From Area rLevel Level 3 Level 3 Nó7 No No J 2287 From Area 1 229 388 From Area 230 ij392 F om A} • . • . Level 3 [Level3 No • . . '. . ,. . N] 232 393 From Area .. • 127 -From Area Level rLl2 No N 137 377 From Area . I T307 D1 2 31 From Area Level 2 [Lei2 No Th1 55 Fr6m Area 4 70 From Area Level 2 No ri -Le el 2 No' . 5 78-3 —Iv, D 1 Lc Level 2, [Ll2 Level 2 No 71 No 6 32 Dl FmAre ' 8 34 Dl Level LLe12 ( I N&'J Yes No 10 36 Dl i ' From A _________ I . . S Page 24of 111 . . .. • • S . • . . S S.. . . . . . - •• I - • .• .5. 5.. 5 5. S - , •• 5 5 .5 1 ' 5..- .'•. :. . .-c S S :'- S. S .5 Story :Label - ' CIk'VA , Name- Diaphragm '.Restraints- unMeshi 'Level 2 12 - :38 . Dl . . , . No Level2 13 , 39 TI From Ar e a '4 No Level Z- 14 40 , ' Dl ' No EL12 15 Level '16 42 Dl .' No [Level2 17 43 From Area NoT Level -18 44 Dl ,' • No 7LeveI2. 9.. A45 FronA .4NO7 .Level2 , 20. 231 Dl , No [Level 2 217 i232 FrornAr J #fl N&J ,"Level 2. 22 46 Dl . ' ' -s No LI 2 23 T47 fA 2- N3 Level 2' 24 1.' 48 Dl " . 1 . No [Ll 2 25 J 49 FroA Level 2 26:. .50 Dl . ' .- ,' ,• N6 [Leel 2 27 151 $1 F Ai 7- NoJ Level 2. 29 52 . 'Dl. - - No ILl2 FrAri Level 2 31 57 From Area . '- No Lel 2 T33 58 romArea No Level 2 34 59 From Area ,' . No [vel2 35 60 From Aria 7-:7. N] -Level 2' ' 36 :61 From Area ,. •' No' Level2 37 63'. -:From Area No ] Level , 39 '64 'FromArea .. , . No Level 2 40.L. FroAri . 77 77777' 7 No'J Level 2, 41 65 From Area. - • . No .ILev! 2' 166 FromA !j Level 2 . 43 67 From Area, ' .. ' - No Level2 ./44 " 68 FroArea Le'el 2 , 45 . 71 . , From Area - - : - No [Ll 2 46 72 Fr6r'Ar 77 _____ Level 2, 47 73 From Area -. No jl2 48 74s 'FrAr Level 2 . 49 ' 75 From Area . No b',1-6, ~el2 71, 75-0' TA Level 2 5,1 '.77 , From Area ' ' , '• No rLevei2 52$- 234' FnA?e, Level 2 53 , 78 From Area • -, . . -. No Ll2 T54 -T =17 =No,,,,.FmA 77 Level 2 55. `80- From Area. . • , No Level2" 56 81 FroAièi No Level 2 57 84 .. - Dl' • No Level 2 . 58 293 D1 '777777 S.-. - S • - - ,- S. -S S S - .5 5 •' 55• •• , SIj ' 'S • - S ,.5•• VL 5_.•' L , ' • S - S S• -' - S -t' .5 -- ,, - - -U '' -. - -• 'r • -.5 • S S • .5, - S ••''' - - - - - 5 3 . .W V •V ' r:.V e 4T ' i' Uniqu IncIudel iStory; LabeI. Diaphragm: . Restraunts'4 V 4 Name . , in Mesh LeveI2 59 '86 ''Dl'; '•'No' Le v&2 . 87 D1T 7 17 Level No 61 171 From Area feI2 N 62 240 FromAre1 77, 7,77 7 ' Level 2, No 4 63 90 Dl LeveI 2 :i;i T 64 ' 91 77, rr Level 2' No 65 92 Dl LLil 2 64' Level 2 No 68 29 From Area 70 j D17 4 [Ll2 No4 Level 2 No 71 54 From Area LVeI 73 24j Dconncted -• Level'2 No .74 ,263 Disconnected, - N9 l27,.75 Disconnected : Level 2 No 28: •V 10 Dl ' Ll2 32 12- D1 38 14 Dl 4 Level No LLe&2 69 j16 D1 Level 2 No 77 69 From Area l I,l2 No 80 J56 D1 $ 81 166 Dl Level 2. No Le l21 NO 8217 179 Dl- Level 2 No .• 84 409 From Area No pi Level 2 :88 • VV 489 Dl ' No L 1 NJ 1237 3' Level 2 No 124 '- 329 From Area Leve12 NI5Ij 7,11777 296 Dl7'T Level No 118 297 Dl FL1 2 77 N 4 4,tJ 29 ö v Dl Level 2 No 144 346 Dl r ' Lve12 /145 -349 g-,7077 Ti 7TUT77 Level2 No 146 350 Dl [2 iN7 . 147 353 flDi J Level No 148 354 Dl 2 ejel f355 D1Y 77.77 T, 113 272 From Area I j Level 2 No 270 Level2110 NO Level 2 No 115 167 From Area UX UY LIZ [l2 Ncj 1334 68 FrrAr iyX UY Level 2 No 134 169 From Area UX UY OZ LLêvel 2 7NoJ w153 172 FAi UX UY Level 2 No 154 J73 From Area UX UY UZ [Lel2 7jN0] 156 174 FrmAr& UXUYUZ7 • 1 4 ,VVV•.V V 'V 1' •. -- ' V,' 1 r Page26of 1114 -' •- + r •• •V •• V V , V , ' V V • V V • - _, • .,. 4 . V V '-4 V W 'çs4 -: I 'Eaim Includel tStory Label Duaphragm Restraints' • I - - ' in Mesh - - I, _ Level 2 161 175 From Area UX UY UZ No FLel2 FromAiea UX UY UZ No 163 213_ F Level 2 From Area UX; UY; UZ No .' 164 216 rive2 FArei UX UY UZ No .4 ë5 A236 < Level 2 171 180 From Area UX; UY; UZ No [Level 2 FrArea,. UX UY UZ 172 • Level 2 From Area UX; UY; UZ No 173 182 }'Levei 183.frAri UX;UY;U Nc 9 174. 175 184 -: Level 2 From Area UX; UY; UZ No • .,Lvel2 From Wrea - UX; UY;UZ ,176) .185 • 177 186 •• . . Level 2 From Area UX; UY; UZ .No Lil2 77Aii UX UY UZ NJ 178 7771-777" Level 2 From Area UX; UY; UZ 179 220 LLivel 2 Fm Area UX UY UZ N 180 , 237 190 221 : . Level 2 [Level 2 From Area From Area UX; UY; UZ No UX UY UZ No 4 Level 2 Disconnected No • 195 308 [Lel 2 Disconnected 196 .3l5 197 262 -. Level 2 Disconnected . - No • Level 2 Disconnected Fi 7 7 201 258 99 330 . . • Level 2 [el 2 Dl : No Fr&Area j A "Rol - - 4 101 '332 - . Level 2 FLel2 Level 2 From Area From Area UX; UY; UZ; RY; RZ No UX UYUZ RY RZ No UX; UY; UZ; RY; RZ No 103 - 9 104 11 105 .13 5 tLeveI2 Level FrArea Dl UX UY, UZ; RYRZ No No • 106 15 120 24 • Level From Ar 121 333 - . •- •Level2 Level 2 Dl - Dl . No • 7_77No S 184: -.22. 186 341J 0 - Level 2 [Ll 2 Dl - From Are . • No . 17 Nol - : • 187 20 'iäg 336 85 18 • . - Level 2 Dl . - . No - • • • JLevel2 Level.2 .'D1 . From Area No 7 UX; UY; UZ; RY; RZ - No . •• 107k ¶322 108 ,17 I4Lel2 From Ai. UX UYUZ RY RZ 'lOg 19 . : - • Level 2 From Area UX; UY;-UZ; RY; RZ No -- UX UY UZ RYRZ 116 21 [Ll2 ld~23;,FromAr 5 197 Base From Area UX UY UZ No Bise UxDv UZ' NoJ 6 212 Base rBi Base From Area From Area From Area UX UY UZ No UXUY UZ UX UY UZ No 8 157 10' T' 12 2 . From A UX UY UZ No 14 3 . 0 • - : - . - -•- - - - . •• S • - Page 27 of 111 • - - • . . -• : • S -- - • . 0• . -• • _•j•• I" ' Includel i Story. Labek Unique . Name Diaphragm, Restraunts . . . - 1 in Me . 21- Base. 16 4 From Area UX; UY; UZ No : rBaie 18 7 fl58 rom Area _F UX UY UZ No Base 20 . 235 From Area UX; UY; UZ No [Base 2i 19T FrArea U)CUY UZ NoJ Base 24 160 From Area UX; UY; UZ - No Fä 26 161 From Area TiX.UV UZ No,. Base 29 162 From Area . UX; UY; UZ . No . -. . [eT . 57-,_'5 From Area, YX UYUZ NE Base 63 . 208 From Area UX; U','; UZ No . 1 Base 64 1207 From Area UX UY YT' 77 Base 65 206 From Area UX; UY; UZ No . . [Base 87 T. 196 FFrom Area.,UX UY UZ Base 117, 331 From Area . - No - - - -• . .. ase4,118 " 361 - FrArea " Base 129 - .362 - From Area No [B 111 ,j365,y —FromA. UX;UY;UZ No .. . . Base - 112 367, From Area UX; UY; UZ No [ .Base166,.w.!214 From Area UX U'' UZ Base .167 215 From Area - UX; UY; UZ No - Base 169 - k165 Fro Area '- UX UV UZ No 71 . • Base 170 176 :From Area .- UX; UV;-UZ No - • ______ 114 1178 FroA -UX;' UY; UZ No Base 162 218 From Area UX; UY; UZ • No • - - . . . . - [Be 168 219 FArea UX UY UZ 7Ncr] - Base 181 .222 From Area UX; UY; UZ • No . • •, • • [ase '182 223 From Are UX UY UZ Base 200 6 . From Area • . UX; UY; UZ No • 20 369 From Area . j No J Base 205 370 From Area No [Bale 206 ,'7 From Area 'UX UY UZ No J - • . Base - 207 : 8 From Area UX; UY; .UZ. No . • • •• -: - • LBase 208, I371 FrerTVArea Th " No 1 Base 196 198 From Area UX UY UZ No [BiS 66 200 FromA UX UY; UZ NO1 . - . • Base - 72. - 202 From Area • UX; UY; UZ No • • • • - -• rB 78 239 ., UX UY UZ Base 79 204 From Area UX UY UZ No Base 9O 193 FromArei UXUYUZ' Nj Base 92 211 From Area UX UY UZ No '-931 238 From Area UX UY UZ '-NoJ . - - . • Base 94 - • . 195 • From Area UX; UY; UZ . ,. No - • . : 89. 189 W From Aria UX UY UZ Base 91 190 From Area UX UY UZ No [ Base FromA UY UZ No .j L Page 28oflll ••': ç' L. Unique &) Includel Stoiy.. Label Name,.,, Diaphragm -Restraints . -' - in.Meshi Base 98 192 From Area UX; UY; LIZ 'No i02 ux uv q Y Base. 126 155 From Area UX; UY; UZ ,. No 3.2 Frame Assignments Table 3.2 Frame Assignments Summary Story' Label Unique " Design 'k'- Length - Analysis Section Design' ' " ' 'Angle .Station ;. - -i Number ."- .&. Releases User Name jype ' ink. - - . Secon Spacing Stations Loffrts kj deg} __ Level .4 C28 312 Column 122 GCOL5 N/A 3 Yes No --,.C2-9-,'--'i5313 Column 122 GCOL i C35 319 Column 122 GCOL5 N/A 3 Yes Level .4" No Ll4 332?. Ciiim 122 k'MFCOL5 ..N/A' 90 C56 311 Column 122 GCOL5 N/A 3 Yes Level No Levei4 C62 7 f334 Colur 122 IMFCOL7 N/A 9Oi 3,. ' A Yes Level LLevel4 No C63 335 Column 122 MFCOL5 N/A 90 3 Yes 328 Column? 7'122'.,, ThGCOL 3J/A Level4 No C80 318 Column 122 GCOL5 N/A 3 Yes [Ll4 C8 329' Ciiin GCOL' 12 77 1N/A ' 3 ' .Yes C88 333 Column 122 MFCOL5 N/A 90 3 Yes Level 4 No No 1 C86 259' Colu 44w' MFCOL 5 N/Ar ' No Level 4 No C90 260 Column 44 MFCOL5 N/A 3 No [i' Level j Li4 Level 4 I el4 N9 No ? J9 No 261 Cii T,MFCOL N/A ?' 7' '- 3 TN6' C108 262 Column 44 MFCOL5 N/A 3 No 251 Column 44 jj MFCOL5 . 3, Noj C34 252 Column 44 MFCOL5 N/A 90 3 No C38 253 çokj k MFCOL 90 C47 C32 254 473 Column Column -__44 44 MFCOL5 c GCOL5 j N/A \N/A 90 A.NgI 3 3 No Level 4 vel4 No No T Level No C89 474 Column 44 GC6L5 N/A 3 No Le'el4 M24 479 Cokin 'GCOL 1 Level No C128 480 Column 44 GCOL5 N/A 3 No [LWel 4, Level 4 FLevei4? Level 4 t [l4 Level4 _____ No No No C39 481 486 Cokimn Column 44 44 '1 GCOL' MFCOL5 N/A 90 _____ 3 ' No 488 Colur 44.. MFCOL5 iN/A- _99 9No C69 489 Column 44 MFCOL5 N/A 90 31 C72 490 4jV MFCOL5 90 .7 C61 - 314 Column 101 6671 GCOL5 N/A 3 Yes [Li4 Cum' 101 667 Level 4 [k4. C98 510 Column 20 3329 GCOL5 N/A 3 No No N5 'C123 $515 Cokimn 20333 TGCOL5 k 'N/A 7J' TT tNo - S Level No C126 315 Column 81 3337 GCOL5 N/A 3 Yes Page, 29oflll .- ,'::St ory Label Unique Name' Design . Length . , -. Analysis Section Design Section Axis .. . Angle Max Station Mm . . - Number. . - Releases User. Offsets Type in ' - . deg Spacing.... Stations In Level 4. C181 505 Column 81 3337 - GCOL5 N/A 3 - No No Level4 C187 511 Column 406663 GCOL5 N/A 3 No No j Level 4 C188 .51.6-'.Column 40-66.63 GCOL5 N/A 3 No No -Level4 C189 225 Column 61 GCOL5 N/A 3 Yes Level4 C190 506 Column 61 GCOL5 N/A 3 No No Level4 C191 512 Column 61 GCOL5 N/A 3 No No Level-4- C192 517 Column 61 GCOL5 N/A 3 No No Level 4 C193 464 Column 40 668 77 Yes No Level 4 C194 507 Column 40.668 GCOL5 N/A 3 a No No Level4 C195 513 Column 81.332 GCOL5 N/A 3 No No Level C196 518 Column 81 332 GCOL5 N/A 3 No No F. Level 4 C197 468 Column 20334 GCOL5 N/A 3 Yes No Level 4 C198 508 Column 20.334 GCOL5 N/A 3 No No Level 4 C199 514 Column 101.666 GCOL5 N/A 3 No No Level 4 C200 519 Column 101 666 r GCOL5 N/A 3 No No Level4 C1O1 475 Column 44 GCOL5 N/A 3 No No J Level4 C107 339 Column 122 MFCOL5 N/A 3 Yes No Level 4 C109 485 Column 44 MFCOL5 N/A 3 No No Level CuD 338 Column 122 MFCOL5 N/A 3 Yes No Level4 Clii 484 Column 44 MFCOL5 N/A 3 No No Level 4r C112 337 Column 122 MFCOL5 N/A 3 Yes No Level C113 483 Column 44 MFCOL5 N/A 3 No No - . Level 4. C31, '482 - Colümñ. 44 - - MFCOL5 N/A - S 3 - No: No Level 4 C132 559 Column 44 GCOL5 N/A 3 No No Level C133 564 Column 44 GCOL5 N/A 3 No No Level 4 C135 565 Column 43.9992' GCOL5 N/A 3 No No : Level -. C136 566 - Column 43.9992 - - GCOL5 - . N/A' _ - : .• 3 :__No . -: NO Level4 C139 567 Column 44 GCOL5 N/A 3 No No j - .-Level 4 . C140 568 Column . . 44 GCOL5- . . - N/A 35 :No :. : [iivel4 Ci7l 569 Column 44 GCOL5 N/A 3 No Level 4 C172 570 Column 44 GCOL5 N/A 3 No No Level4 76173 571 Column 44 GCOL5 N/A 3 No No - Level . C174 572 - Column 44 - . . GCOL5 .. 5 N/A . . . . 3: :No -- .No - Level 4 C175 573 Column 44 GCOL5 N/A 3 No No Level C177 574 Column 44 - GCOL5 - N/A . . - . 3 - No - - No Level 4 C178 575 Column 44 GCOL5 N/A 3 No No Level .4. C79 558 Column 43.9992 GCOL5 N/A 3 No No Level 4 C81 577 Column 43 9992 GCOL5 N/A 3 - No Level 4 C114 578 Column 43.9992 GCOL5 N/A 3 No No [ieve1 4 Ci 16 580 Column 43.9§92 GCOL5 N/A 3 No No Level4 C117 581 Column 439992 GCOL5 N/A 3 No No Level4 C118 582 Column 44 GCOL5 N/A 3. No No Level 3 C2. 361 . Column 136 MFCOL5 N/A 90 3: . . .- Yes . - . No [Level3 C3 291 Column 136 GCOL5 N/A 3 Yes No J Page 30 of 111 MaxAxis Mm .' ' Story. Label Unique - Design .' Length Analysis Section Design - Angle Station .' Number Releases User. Name Type in Section deg Spacing Stations : Offsets, Level'3 C4 ' 198 Column 136 GCOL5 N/A 3 Yes No Level 3 C5 199 Column 136 GCOL5 N/A 3 Yes No Level 3 C6 200, Column 136 GCOL5 N/A 3 : Yes No Level 3 C7 201 Column 136 GCOL5 N/A 3 Yes No Level C8 202 Column 136 . GCOL5 N/A 3 Yes No Level 3 C9 239 Column 136 GCOL5 N/A 3 Yes No Level 3 C10 205 Column 136 GCOL5 N/A 3 •Yes Na Level Cli .206 , Column 136 GCOL5 N/A .' ' 3 Yes No Level 3 C12 ' 207 Column 136 ' . GCOL5 N/A ' 3 -Yes ' No Level 3 C14 208 Column 136 GCOL5 N/A 3 Yes No Level 3 C15 209 Column 136 GCOL5 N/A , 3 Yes No [,Level3 ' C16 292 Column, 136 ' GCOL5 N/A ': ' ' Yes' "'' . No, : , Level C17 210 Column 136 GCOL5 N/A , 3 Yes No 4_Level 3 , C18 211 Column ' 136 GCOL5 ' 'N/A ' 3 - Yes' ',No Level 3 . C19 243 Column 136 ' GCOL5 N/A 3 Yes No Level 3 C20 214 Column 136 GCOL5 N/A 3 Yes rN Level 3 C21 215 Column 136 GCOL5 N/A ' ' 3 Yes Level 3 C22 216 Column 136 GCOL5 N/A • '3 ' Yes . Level 3 C23 217 Column 136 GCOL5 N/A ' 3 Yes F Level 3C24 218 Column 136 GCOL5 N/A 3 Yes o . •., . Level 3 C25 293 Column 136 GCOL5 . N/A ' ' ' 3 , Yes No . Level 3 C26 219 Column 136 GCOL5 N/A 3 Yes No Level 3 C28 221 Column 136 GCOL5 N/A .. Yes No Level 3' ' C29 ' 222 Column 136 , GCOL5 . N/A , ' 'Yes Level3 . C35 228 , Column 136 , GCOL5 N/A 3 Yes No' Level 3' . C36 ' .' 255: 'Column .136 MFCOL5 ' N/A ' 90 . , 3 ' ' Yes ' ,- No Level 3 C41 . 233 ' Column 136 GCOL5 , , N/A ' ' 3 Yes No [Level 3 C42 234 Column 136 GCOL5 N/A 3 Yes No j Level .3 :C43 235 Column 136 , GCOL5 . N/A . - . .' 3 - Yes No 4 Level 3 " C46 ,, '196 çdlumn 136 GCOL5 •. N/A, . - 3 •' Yes ' No Lvel 3 •'C48 .204 Column 136 GCOL5 N/A • • '3 Yes No .......[Level 3 'C49- 241 Column 136' , • GCOL5 - N/A' , . . 3, Yes'',NoT1 Level 3 C50 242 Column 136 , GCOL5 N/A ' ' ' 3' ' Yes. No Level 3 C52 213 Column 136 GC9L5 N/A 3 Yes No • Level 3 • C53 245 , Column 136 ' GCOL5 N/A , ' • 3 • Yes - ' , No Level 3 C54 246 Column 136 GC6L5 N/A 3 Yes No Level 3 ' C56 220 Column 136' . ' • GCOL5 N/A - 3 ' - Yes No Level 3 C57 249 Column 136 GCOL5 N/A 3 Yes No Level 3 C58 250 Column 136 ' •GCOL5 ' N/A . 3 ' 'Yes No Level 3 C13 362 Column 136 MFCOL5 N/A 90 3 Yes No 'Level 3 C27 363 • Column 136 MFCOL5 ' N/A 90 ' 3 . • • Yes • No, , • Level 3 C59 369 Column 136 MFCOL5 N/A 90 3 Yes No Level 3 C60 ' 197 Column 136 GCOL5 ' N/A ' ' ' • ' 3 'Yes _, No, - , • Level3 C62 257 Column 136 MFCOL5 N/A 90 3 Yes No Page 31 of 111 :I- Unique Design Length Design Station Useri Story' Label : Analysis Section Angle Number Releases ---. i r- ... Name' Type in '. •. Section . Spacing . etsiI I s deg Stations - -i _____ .6 , j Level jçLevel 3 Level 3 C63 . 258 Column 136 MFCOL5 N/A 90 3 Yes . No No j No 65 1454 Column 136a YMbOL5 —, 5 N/A #3 Yes C66 455,rColumn 136 . MFCOL5 N/A 3 Yes LLevel 3 C67' 456 Cumn 136 MFCOL N/ Yes Level 3 I'3 C68 457 Column 136 MFCOL5 N/A 3 Yes No Th7O7 24f Coli, 13j GCOL5 4N/A -77777T 7777 ,Yes1Nc'J Level 3 Level 3 No No C73 195 Column 136 GCOL5 N/A 3. Yei C74 203 irnn _136 GCOL5 .. N/A Yes C75 212 . Column 136 GCOL5 N/A 3 Yes 4 Level No LL Yel3 C80- 27 Column 36 GCOL5 — Yes Level 3 rLvel3 C82 238 Column 136 GCOL5 N/A . 3 . Yes No .5 No -'C83 240 'ëii 136 GCOL5 N/A . _j ., Yes C84 244 . Column 136 . GCOL5 N/A . - 3 Yes Level 3 No yl3 No C85 248 Colur 136 7COL5 Yes 13 71 Level 3 No C88 256 Column 136 MFCOL5 N/A . 90 3 Yes Level3, No C201 -7rU577 Column 113334 GCOL5 N/A 3 ' No Level 3 1Ci3 No Noj C202 320..Column. 22.666 . GCOL5 . . N/A 3 . No C203 453 Cumn 113334 GCOL5 77 N/A 3' Yes C204 458 Column 22.666 . GCOL5 N/A 3 Yes Level 3 No . [Level3 Level C205 C206. 0 321 Column Column 906672 45.3328 T GCOL5 % GCOL5 N/A N/A . 3 No No No N 1k Level 3 NOj C207 459 Column 906672 GCOL5 ' N/A Yes Level 3 No C208 460 Column 45.3328 GCOL5 - N/A . 3 Yes, L3 No— C209231 Column 680032 r J GCOL5 N/AT% - 3 No Level .No . C210 :461 Column 68.0032 GCOL5 N/A . .3 Yes -, Level3 No' C211 462 Column 679968 GCOL5 N/A . Yes C212 502 Column 67.9968 GCOL5 N/A S 3 .. No - Level 3 - No fi&3 No J C213 ','295.,'Cn ö6664 GCOL5 5 -.N/K Zr 3 'C2.14 465 Column 90.6664 .' GCOL5 - N/A . . 3 Yes . Level 3 No [Level 3 No' 9 TC215 466 Column 453336 GCOL5 N/A 37, 1Y Level r7 FLevel3 _______ NO No .C216 C2171 - 503 - 232 .s. Column. . Column 45.3336 113.3332 -; GCOL5 . . GCOL5 . . ••. N/A . flt N/A 5 .. - , -3 '5-. 3 No . No C218 469 Column 1133332 GCOL5 N/A 3 Yes Level No gLel3 Level 3 ______ No C219 471 Coli 2668 /FGCOL5 1 N/A Yes C220 509 L Column 22.6668 GCOL5 N/A 3 No Level 3 Level 3 No CTö 236 Colu77773 ~6 GCOL 7 'NWp, C107 266 Column 136 MFCOL5 N/A 3 Yes Level ,3 4J C110 265 Column .136 MFCOL5 'NIA C112 264 Column 136 MFCOL5 N/A 3 Yes Level No 1k Level 3 . C3Cf7 iim L 136 MFCOL5 N/A 'f 2 Level 3 No . C137 237 Column 136 . GCOL5 . N/A . . . . 3 .. Yes S Page 32 of 111 S. ... . 5 . 555 Hope-Amundson 216003 00 Calculation by M Nekuda LA -'81 Assignments . . 7/13/2016 . . Table 3.2 Frame Assignments - Summary (continued) : Level 2 C2 1 Column - 146.0004 'MFCOL5 N/A - 90 3 Yes No ' Level 2 63 283 Column 146 0004 GCOL5 • N/A -- . .. 3 - Yes . E Nb C4 132 Column 146.0004 GCOL5 N/A 3 Yes :. Level 2 No C6 ----------- ---- 134 Column 146.0004 ------------------------------------- GCOL5 N/A / - ----------- ----------------- 3 --------------- Yes Level 2 No C35 - 164 Column 146.0004 GCOL5 . N/A - 3 - Yes ----- Level 2 -- No t_ - - Level 2 - No - - C41 169 Column 146.0004 GCOL5 - N/A -- 3 Yes - 2 C42 170 Column 146 0004 GCOL5 N/A 3' Yes Noj Axis 'M ax 77 a 7Mm -. 1• .Story - Label Unique. -Design Length . . . Analysis Section Design . Section . Angle Station '- Number. - Releases User Offsets Name - Type in deg Spacing Stations Level 2 C5 133 Column 146 0004 GCOL5 N/A 3 Yes No 1 -----------------------i- 1Level 2 C7 135 Column 146 0004 GCOL5 N/A 3 Yes N1 I - •. .. ____-.__- -r --- -- . ____ -- -- = Level 2 C36 5 Column 146 0004 MFCOL5 N/A 90 3 Yes No I - '.S .' .. .' ;.:'':.'.;Max. Axis I i Story.',Label Unique Design. ' . Length ..- .'.. Analysis Section Design Angle Station Number Releases '.. User Type ..in'- ' . -. Section deg Spacing Stations '-.,--• Offsets .'Name , .in .... .'. Level .2 C145 140 Column 134.0004 GCOL5 ' N/A '' . 3 ' , Yes No 'C147 143 Column 134.0004 . GCOL5 N/A ' ' 3 Yes '' . Level No C149 145 , Column 134.0004 GCOL5 N/A ' 3 Yes ' Level 2 No C152 178 Column 134.0004 GCOL5 , N/A 3 Yes Level 2 No Level 2 No, C154 176 Column 152.0004 GCOL5 ' N/A .. 3 Yes Level No. C157 137 Column 164.0004 GCOL5 N/A , '3 Yes Level 2 ,"No C142 147' Column 164.0004 ' GCOL5 N/A , ' 3 , Yes ' 1 Level 2 C150- 180 Column 152 0004 GCOL5 N/A 3 .. Yes' C156 ' , 181 Column 152.0004 GCOL5 . N/A , , . 3 Yes . Level 2 Na Level 2 ' No ,C160 ' 149 Column 134.0004 ' GCOL5 ' N/A ' ' ,' 3 Yes - Level 2 C162 151 Column 134 0004 GCOL5 N/A 3 Yes No C164 153 Column 134 0004 GCOL5 N/A 3 Yes Level 2 No • C146 142 Column 134.0004 GCOL5 N/A,:..'' 3- Yes'c i vei2. Ci48 144 ' 'Column 134.0004 'GCOL N/A. 3 S. Nój F ''" - ' " ' • . ' " " . LLe'el V ,C151.' 175 • Column 134.0004 GCOL5 N/A ' • 3 Yes No ............... Level 2 C153 284 Column 134 0004 GCOL5 IN/A 3 Yes . No 7. [Le,el2 C155 177 Column 1520004 GCOL5 N/A 3 Yes No Level 2 I •... - : - - , - ' .. ,...•' C , C158 146 Column 158.0004 - GCOL5 ' ,N/A 'es, No: ' '-', , -'-i-. '' Level 2 C159 148 Column 1340004 GCOL5 N 3 Yes No 77, ' • .rC '' r . . ' C ' • , ' ' Level 2 C161 150 Column 134 0004 GCOL5 N/A , 3 Yes No 'C- ,,. • • ,, , •, . . • _, •• , .• . ' ' -..''• • • ILevel 2 C163 152 Column 134 0004 GCOL5 N/A . C 3 Ye No I '. ' ' '' 'fi C • - ' 1Level 2 C165 154 Column 134.0004r-'. GCOL5 N/A 3 Yes No _____ _____ ____ C-C •_',__'C ,_'' ''•.'' - •. C 'C- Page 34 of'lll Hope-Amundson 21600300 Calculation by M Nekuda LA -83 . . Assignments.......... . . . .. . .•• . 7/13/2016 Table 3.2 - Frame Assignments - Summary (contiiued) . . . :1 Level 2 C166 179 Column 134 0004 GCOL5 N/A 3 Yes No 285 Column 134.0004 GCOL5 N/A . Yes. Level C168 No • Level2 Ci69 Nà1 184 Column 152.0004 ....................... GCOL .. N/A Y es -•. iN Level 2 C170 185 Column 152 0004 GCOL5 N/A 3 Yes No 186 Column 1340004 GCOL5 N/A 3 Yes Level C180 No J [Lvel2 Th184 o J 6 'Column 150 MFCOL5 N/At 90 ThT Yes 7 Column 154.08 . MFCOL - N/A 90 - 3 •. Yes Level 2 . C185 No LLel 2 C186 No Cokimn 158 04 MFCOL5 t N/A 90 r 223 Column 20.3329 ;GCOL5 N/A 5 3 Yes Level2 C98 No• Level 2 C123 / No 493 Column 20333 GCOL N/A . 3 No Level 2 . C187 No - • 224 Column 40.6663 GCOL5 N/A . • . 3 Yes • [Lel2 C188 Noj I 701 -Column 406663 GcoL5 N/A 3 No__. 165 •• Column 146.0004 GCOL5 N/A. • . Level 2. C37 No . . •.... .. :1. _ _____ • S ,S _____ _____ _____ .167. Column 170.0832 - GCOL5 N/A fl .. - 3 • 'No - Level 2: C51 . No. 168 Column 153.6156 GCOL5 ' N/A S S 3 No . Level 2 C64 No 463 Column 1700832 GCOL5 N/A 3 Yes Level C92 No . 470 Column . 165.6144 ,- GCOL. N/A • • 5 3 Yes, • Level2 C95 No S - ___ _ - .. . .5 ... 5 157 Column 150 7212 GCOL5 N/A 3 Yes Level 2 C91 No .! - Page35oflll . 'r': • Axis -- Miñ Unique • Design Length •. . :. -' Design Station. : '" L Use Story Label Name . ••• Type . .'. in Analysis Section . Section - Angle . I Spacing Number Releases - Offsets deg Stations [ . _• FLevel2 C167 p182 Column =~~q . 4 f GCOL5' 'E' N/A .r . 3I /• Yes' No .17 .•,. evel 2 C176 183 Column 134 0004 GCOL5 N/A 3 . Yes No 4 3 ....No SSiS 1-- Level2 C45 166 Column 1375205 / GCOL5 N/A No No L1- , • lC55 .Column 1617888GCOL5 N/A 3 No =N~ '- L Level 2 C87 --TT. 160 Column '- 137 5205 . ..•' ,7S. ' GCOL •U, -. . -, Yes ..Z " No f_S -- --i-- Level 2 C94 467 Column 167 7888 GCOL' v. N/A` Yes No Level 2 _ ITT C71 156 Column 148 5612 GCOL5 N/A 3 Yes No 4' ••- . ............. S ' / ': - Level2 C97 158.- Column 1520412 GCOL5- N/A 3 Yes No< Label Unique Design :Length . " Section Design 4 Station ' -. Number '.'. Releases. User1 tcStory '. -. . Name. . - . - ,Type '-,,..-: in Analysis -. '- Section ...'AngIe sd'. • Spacing ' -. •'- Offsets - - - deg Stations , r' LL± Level 2 C99 159 Column 128 7071 GCOL5 N/A 3 Yes No C103 9 Column 122 0004 MFCOL5 N/A Level 2 3 Yes No C105 11 Column 122 0004 MFCOL5 N/A Level 2 3 Yes No C106 12 -•;'' Column 122 0004 'j --- 'MFCOL5 N/A . i. f Level 2 r 3 Yes , - __ , Level 2 Cl 13 Column 122 0004 MFCOL5 N/A 3 Yes No 11 J ' S . • Level 2 C76 15 Column 122 0004 MFCOL5 N/A 3 Yes No C78 129 Column 164.0004 , GCOL5 N/A - ..' Level - 3. Yes • No. - . [I4 'y7' ;E] ______ .1 B4, O4 . '768 GBM /A Level • •B44 305 '' ,Beam 768 GBM5' N/A ,24 Yes No Ie''e4 B75 303 768 GBM5 N/A' 24 — Yes No B83 306 • Beam 432 .GG1R5 ' N/A' 24 Level 4 • Yes No • , B85 74 B' 108 MFBM5 N/A\ 24 el4 Yes Level4 ': No Yes -: 'B96 375 Beam 108 MFBM5 , N/A ' 2,4 • } ILl4 No YeJl B97 376 'i08 41MFBM5 N/A ' 24 Level B98 377 Beam 108 MFBM5 N/A 24 No Yes $ Nd' Yes Bi 378 108 MFBM'' N/A ',24Z, Level B100 379 Beam 108 MFBM5 N/A 24 No Yes - j..evel 4 B102 300 Bi f768 'GBM 5jj '/A Level4 ' . ' Yes.' ' 'No B118 301 Beam 768 - GBM5 - ' • N/A.. 24 ' [Ll4 Yei'T No B62 Beam 768 - GBM7 N/A'i Level 3 Yes ' No , B65 351' Beam ' 768 ' , GBM5 N/A , 1-L B77 .350'V rn 768 . GBM 1T 'N/A '24 Yej N6 ,4J B1'Ol 349 Beam 768 ,GBM5 ' • N/A • ' 24 Level 4 ' Yes' .'No'• • : ' Lvel4, .. S 53 eam 768, N/A. 24i Level4 B104 352 Beam 768 GBM5 N/A 24 Yes No [il4 - E Yes4 ö' 344 'B .15552 MFBM5 NIA; TT 24 B52 345 Beam 15556 MFBM5 N/A 24 Level .4 No Yes B60 343 155 5.L MFBM5 N/A B69 330 Beam 15552 MFBM5 N/A 24 Level No Yes ri • Page 36 of. lll . . -. .• 5-. .. S ',.4, .' S . ... • , S '. S • - S ' S S ' S S S • S _ • Level2 C102 •• 172 Column S 1580004 , GCOL5 . N/A --r ' "' S '' 3 ' Yes " I '' _____ _____ __,,,,_A ••' 4k " Level2 C104 10 Ccumrc' 1220004 MFCOL Level 2 > C44 -' 14 Column '•" - 122 0004 S••'S '1,,4:". '.:l - - MFCOL5 - Level2 C77 -. 31 Column '-: 1220004 MFCOL5 , 'N/A r; '--.• . 3 Yes No .f Ma in IStory.; Label .-. . .,. ;. Analysis Section ..Angle. N in Unique Design Length . Desugn ' Statuon - . User umber Releases Name Type - in , etion deg.' Spacng Sthtion Offsets ' trk Hope-Amundson 216003-00, Calculation by M Nekuda LA 85 Assignments 7/13/2016' i. . ., . .. .,- .... -. '..... . 0 S . .. Table 3.2- Frame Assignments - Summary (continued) . . - . .. .• ,. _____ ..,. Level B120 549 Beam 216 CW-49x6 N/A - 24 -Yes Yes I1_e.e4 B121 554 Beam-S 216 CW-49x6 NIA 7 24 Level p128 423 Beam*'216.9549 CW49x6 . ;NIA 3 Yes • Yes F1 7 -;--i - [Level 4 B129 424 Beam 216.95'9 CW-49x6 N/A ' 3 '.Yes Yes ____ ____ ____ ____ ____ _________ ____ ____ _____ /,, Level B125 425 Beam 216.955 CW-49x6 N/A 3 Yes Yes Level B130 427 Beam 216.955 CW-49x6 N/A 3 Yes Yes ac --. Lèel4 131 ,428 Béri 216.955 CW-49x6 ' P47 -.3 YesoIYes Level B137 .563 - Beam .432 CW8IBM. . . N/A 4 . .. Yes . -No [Cel4 B53 7445 Béim 216955 CW-49x6 4 ¶N/A Ij 3 Yes Level 4 B64 446 Beam 216.955 CW-49x6 N/A 3 Yes Yes : -:.-:-' -' '- fLevel4 B134 447 Beam 2169548 'CW49x6 N/A ' 3 Yes Yes E2 Level4. • B135 448 Beam 216.955 • .CW-49x6. N/A . • ,3 • Yes. Yes : Level 4 B138 ' 449 Beam 216 9549 '-CW-49x6 .-. N/A '3 Yes Yes I' 4 Level 4 B139 450 Beam 216.9549 CW9x6. N/A • - - . - 3 Yes Yes ' • Feve 4' B140 451 Level B141 452 - Beam 216 - CW-49x6 N/A •. . Yes Yes •'. [Level4 B142'- 316w Bear 216 CW49x6t ? N/A ? lt j7 'Ye] Leve14 B143 583 . Beam . 432 -: CW OIBM N/A . . 24 - • • No . No Level 3, cB1 63 Beiin j6 GBM5 N/Aj 'Yes No Level 3 B2 98 Beam - . 744 GBM5 N/A . 24 . Yes No '.. [Lel 111 Beam- - __756 GBM5 N/A 247 Level 3 B4 124:*.Beam 768 GBM5 N/A 24 Yes No hl3 B5 4] GBM5 - IA 24 7J Yei.J7740 Level 3- B6 75 Beam 756 GBM5 N/A 24 Yes No [y&3 B7 767 Be 756 TThBM5 N/A 24 Leve13 -- B8 - 89 - -Beam. 756 • - GBM5- - N/A 24 • - Yes No [Lel 3 B9 90 756 , GBM IN/A 24 F N] Level3 B1O 91 Beam 756 GBM5 N/A 24 Yes No F ILev&3 92 Ba' 756 eGBM7 EN/A Jfj 24' ? Yes NoTj Leve13 B12 288 Beam 756 GBM5 N/A 24 Yes No [Lvel3 B13 393i Bam 756 GBM' 'N/A '24 ,TYei NoJ Leve13 B14 94 Beam 756 GBM5 N/A 24 Yes No [il3 756 GBM " Yes 'fNoi Level3 B17 .96 Beam 756 GBM5 : -N/A . 24 • .... Yes -No_ L,el3 B18.. 99 7441 GBMS. 7A Level3 920 100 Beam 744 GBM5 N/A 24 Yes No [Li3 çB2r 101 Beam 744 GBM5 N/A 77 -71 Page37of r - . . - . .- - •- . S. - .- AJ . -- - -. .- . - - . . -•- . - -- - . - - - - - • - - - - - - - - -- . . - - ---. -.• I - g. -- .. . - -• - - ELevel4 B127 '426 Beam.2169548 CW-49x6' -' N/A .. 3 Yes •Yes 1 I - - _1 -• / _______ - '- L- j Story- Label Unique Design - . - Length -. Analysis Section Design - .. .--- Angle MaxIs Station. . •- Number . -. Releases User Name -Type •. in, - - Section deg Spacing- -- Stations -- -: Offsets in Level 3 B22 102 Beam 744 GBM5 N/A 24 Yes No Level3 B23 103 Beam 744 GBM5 N/A 24 Yes No Level 3, B24 104 Beam 744 GBM5 N/A 24 Yes No [Level 3 B26 105 Beam 744 GBM5 N/A 24 Yes No Level 3 B27 289 Beam 744 GBM5 N/A 24 Yes No Level 3 B28 106 Beam 744 GBM5 N/A 24 Yes No Level 3 B29 107 Beam 744 GBM5 N/A 24 Yes No LLeve13 B30 108 Beam 744 GBM5 N/A 24 Yes No Level B31 109 Beam 744 GBM5 N/A 24 Yes No Level3 B32 112 Beam 756 GBM5 N/A 24 Yes No 1 'Level3 B33. - 113. - Beam- 756 : - - GBM5 N/A : - - -24 '--- - Yes - - :No [ievel_3 B34 114 Beam 756 GBM5 N/A 24 Yes No Level 3 B35.1.15:.Beam 756 GBM5 N/A 24 Yes No [Level-3 B36 116 Beam 756 GBM5 N/A 24 Yes Level3 B37 117 Beam 756 GBM5 N/A 24 Yes No Level 3 638 118 Beam 756 GBM5 N/A 24 Yes No Level 3 B39 290 Beam 756 GBM5 N/A 24 Yes No Level 3 B40 119 Beam 756 GBM5 N/A 24 Yes No Level B41 120 Beam 756 GBM5 N/A 24 Yes No . 1_Level_3 B42 121 Beam 756 GBM5 N/A 24 Yes No Level 3 B43 122 Beam 756 GBM5 N/A 24 Yes No Level 3 B44 125 Beam 768 GBM5 N/A 24 Yes Level 3 B51 155 Beam 432 GG1R5 N/A 24 Yes No Level 3 B54 189 Beam 432 GG1R5 N/A 24 Yes*.:No Level 3 B56 191 Beam 432 GG1R5 N/A 24 Yes No Level 3 B57 192 Beam 768 GBM5 N/A 24 Yes No Level3 B58 193 - - Beam - 768 - GBM5: - N/A - : 24-: - -- •- - Yes - - No evel_3 [j B59 194 Beam 768 GBM5 N/A 24 Yes No Level 3 B72 37 Beam 756 GBM5 N/A 24 Yes No [Level3 873 97 Beam 744 GBM5 N/A 24,:'Yes No Level3 B74 110 Beam 756 GBM5 N/A 24 Yes No Level 3. B75 123 Beam 768 GBM5 N/A 24..Yes No Level3 B80 141 Beam.432..'G61R5 N/A 24 Yes No Level 3 B81 187 m Bea 432 GG1R5 N/A 24 Yes No Level 3 B82 188 Beam 432 GG1R5 N/A 24 Yes No Level 3 B83 190 Beam 432 GGIR5 N/A 24 Yes No Level 3 B46 267 Beam 108 MFBM 5 N/A 24 No Yes ) Level3 B76 308 Beam 108 MFBM 5 N/A 24 No Yes Level 3 B86 268 Beam 108 MFBM 5 N/A 24 No Yes Level 3 B87 269 Beam 108 MFBM5 N/A 24 No YesJ Level 3 B88 317 Beam 108 MFBM 5 N/A 24 No Yes B90 323 Beam 108 MFBM 5 N/A 24 No Yes Level B19 276 Beam 126 MFBMS N/A 24 No Yes [jyl3 B70 277 Beam 126 MFBM 5 N/A 24 777T777 N Page 38 of 111 F'' r 55Max in I i Story'- Label Unique Name Design Length in Analysis Section Dsign Section Angle Station Number. Releases User Offsets V Type- --, . . deg Z Spacing - Stations - .1 -in Level 3 Level 3 Level '3. Level 3 - LeveI3 Level 3 1Le'el3 Level 3 ILevel3 Level 3 LeveI3 Level 3 [Level 3 Level 3 Level 3 [tl3 Level 3 el3 Level el3 Level Level 3 Level 3 LL'el 3 Level 3 Level 3 1evel3 Level 3 Level 3 Level 3 [Level3 Level 3 Level3 Level 3 Level 3 - - - - Level 3 Level Level 3 Level : '.• B71 278 Beam 126 MFBM5 N/A 24 No Yes , Yes Yes Yes j Yes Yes j Yes Yes] Yes Yes J No No] No Yes A, Yes Yes Yes No No No 4 - -Yes - : - - -- - Yes J Yes Yes Yes Yes Yes.- Yes Yes YeJ Yes Yes Yes - -Yes - - Yes Yes Yes Yes - - - 893 347 Beam 126 MFBM N/A 24' '47 No B94 354 Beam 126 MFBM5' N/A 24 No B95 356 Beam 126 — MFBM5 N/A j 24 ± 'NO B85 366 Beam 108 MFBMS N/A 24 No B96 367 Beam 108 ' r MFBM5 N/A 24 No 897 :370 Beam - 108: MFBM5 N/A - - 24: - - - No : 898 7f' B 10 71 i 8 TMFBMS N/A 24"T No B99 372 Beam 108 MFBM5 N/A 24 No B100 373 Beari 108 MFBMS ' N/A" ' No B102 60 Beam 768 GBM5 N/A 24 Yes B118 ' 61 Beam GBM5 N/A , 24 Yes B62 62 Beam 768 GBM5 N/A 24 Yes B61 384 Bam 510 GBM iA" 24 Yes 863 391 Beam 744 GBM5 N/A 24 Yes el7=7476 Beam 612. ' GBM5 L N/A 24' Yes B67 477 Beam 744 GBM5 N/A 24 Yes B105 299 Beam 768 GBM5 "' N/A 24 Yes B106 298 Beam 768 GBM5 N/A 24 Yes B107 297 Beam" 768 GBM N/A 74 9110 296 Beam 768 GBM5 N/A 24 Yes 8112 279 768 GBM5 N/A , 24 Yes - B161.'472 Beam 588 - GBM5 - - ' N/A - - 24 - - - - Yes B50 275 Bm 15552 - MFBM5 N/A 24 No 852 336 Beam 15556 MFBM5 N/A 24 No 274 Beam 15552 MFBM5 N/A 24 No 869 327 Beam 15552 MFBM5 N/A 24 No . B47 478 Beam 45084 GBM5 "N/A 24 - Yes Ye B48 273 Beam 155.52 ,MFBM5 N/A 24 No B78 324 Beam 15552 MFBM5 N/A 24 '• No - B55 546 Beam 216 ~Level CW49x6 N/A 24 Yes B79 545 B1 216 CW-49x6 N/A Yes B89 531 Beam 216 CW-49x6 N/A 24 Yes B91 529 Beam 216 .r CW-49x6 N/A . ' 24 B92 524 Beam 216 CW-49x6 N/A 24 Yes 8113 523 216 . CW-49x6 N/A 24 Yes B116 520 Beam 216 CW-49x6 N/A 24 Yes B120 547 - Beam 216 CW-49x6 N/A 24 - 's B121 - 548 - Beam - 216 - CW49x6 - N/A : - - - '24 - - - - Yes : : 9122 561 Be' 216 CW-49x6 N/A Yes B123 562 Beam 216 CW-49x6 N/A 24 Yes B126 216 CW-49x6 -N/A 24 Yes 825 415 ' - -- Beam - 217.186 -- CW-49x6 Page 390111 c '-- - - N/A 3 - -- - : Yes : Max • Unique tDesign. Length ! Design Station. Mm .' '.. ' Useri .; rStory .Label . . -. '. AnalysisSection Section . . AngIe; . .. . Number Releases, 'i Name Jype , in. ' . - .' : .. deg Spacing Stations ' ... Offsets! . in Level3 B45 416 Beam 2171861 CW49x6 N/A 3 Yes Yes '''••'''••• 418 Beam 2171857 CW-49x6 N/A 3 Yes Level 3. B117 Yes 4'... 420 Beam 2171861 CW-49x6 N/A 3 Yes Level 9124 iI B132 Yes 555 _6e —am510 [77 CW 1BM Yes Level.3 B133 B136 . No' tN6 M, 557 Beam .744' 'CW81.BM4 ' N/A • .. . ., ' 24 . , .Yes ' . 560 Beam 588 CWat BM N/A 24 — Yes 576 Beam 432 CWet BM4 N/A 24 Yes Level 3 B49 No Level2 Bi N1 17 Be, 756 N/A'' 3j 24 Yes Level 2 B2 No 30 Beam 744 GBM5 N/A 24 Yes [[vel 2 45 'Beam 756 GBM5 N/A-',.24 Y 58 Beam 768 GBM5 N/A 24 Yes Level 2 B4 No F Level 2 B5 18 Beam 756 G8 M5 N/A 24 - 'Yes No Level 2 B6 . M72 77B7 No 19 Beam 756 GBM5 N/A 24 Yes Level2 B8, 'No 20 Beam 756 'GBM - N/A. 24 Yes No . 21' Beam 756 ' , GBM5 'N/A 24. ' Yes' Level 2 B9 N" 22 Beam [77 GBM5 N/A n 24 " 1 Yes__ Level 2: B10 No 23 Beam 756 GBM5 N/A 24 Yes [[i2 B11 No 24 GBM5 N/A 24 Y Level B12 No 280 Beam 756 GBM5 N/A 24 Yes [L12 B13 .No] 25 Beam 756 GBM N/A 24 Y Level 2 B14 No 26 Beam 756 GBM5 N/A 24 Yes LI2 i 27 Beam 756 77 GBM5 ' N/A 3 24 Yes Level B17 No 28 Beam 756 GBM5 N/A 24 Yes rLeel2 B18 .±i] Be 744 _iGBM5 N/A's 24 I Level 2 B20 fLevel2 B21 No No 4 33 34 Beam Be 744 GBM5 N/A 24 24 Yes YeF 35 Beam 744 GBM5 N/A 24 Yes Level 2 B22 No [Lel 2 823 Level 2 B24 fvel 2 B26 No No J 6 Beam 744 GBM5 N/A 24 Yes 38 39 Beam 744 744 GBM5 GBM5 .. N/A N/K 24 24' Yes Yes Level 2 B27 No 281 Beam 744,GBM5 N/A 1 24 Yes F Lel 2 B28 1] 40 Beam 744 ' GBM5 N/A ' 24 Level 2 B29 2 No 777 77 41 Beam 744 GBM5 N/A 24 Yes 42 Beam 744 1 GBM5 A"' 24 Yes Level 2 831 [yel2 B32 - Level 2 B33 No No 43 '46 Beam Be756 744 GBM5 GBM5 N/A N/A 24 Yes 47 Beam 756 GBM5 N/A 24 Yes Page400f 111 ILevel3 B68 417 Beam1 2171864 . , CW-49x6 N/A 3 Yes I Yes I T:-•, ,.:r ''".'''. ': FLevel3 B119 419 Beam 2171861 CW-49x6 N/A 3 Yes , Yes I •' :, Axis - 'Max - Mm - - - - - Story - Label Unique - Design Length Analysis Section Design Angle Station Number ' Releases User Offsets [ Name - Type in Section dog Spacing Stations - - in Level 834 48 Beam 756 GBM5 N/A 24 Yes No Level 2 . B35 49 Beam 756 GBM5 . N/A -24 Yes No .' 1 Level 2 B36 50 Beam 756 GBM5 N/A 24 Yes No Level 2 B37 51 Beam 756 GBM5 N/A 24 Yes No Level-2 B38 52 Beam 756 - GBM5 N/A 24, Yes No FLevel 2 - 839 - 282 Beam .756 : - GBM5 N/A - - -. - 24 - - . Yes - - No -. - Level B40 - 53 Beam 756 GBM5' N/A .24 Yes No - [Level 2 841 - -54 - Beam 756 GBM5 - N/A - - 24 - Yes. - Level 2 B42 55 Beam 756 GBM5 N/A , 24 Yes - No - - [ Level2 .B43, 56 Beam - 756 GBM5 - N/A. 24 - Yes - No Level 2 B44 59 Beam 768 GBM5 N/A 24 Yes No {.Levél'2 851 65' Beam -. 432 GG1R5 N/A '. 24 - -- Yes - No Level 2 854 68 - - Beam 432 GG1R5 N/A 24 Yes -No Level 2 856 70 Beam 432 GG1R5 N/A 24 Yes No Level 2 857 71 Beam 768 GBM5 N/A 24 Yes No - [LeveI2 B58 72 Beam 768 GBM5 - N/A - 24 - , Yes . '-No - Level 2 B59 73 .Beam 768 ' GBM 5 - N/A .24 Yes No . . [Level 2 872 :. 16 Bea m 5 ,756 - GBM N/A -. - .24 - - ' - Yes No 7 Level,2 B73 - 29 Beam 744 GBM5 N/A 24 . '- Yes - .. Level 2 B74 44 Beam 756 No. -. GBM5 .N/A . . '24 - - Yes No - Level 2 - 875 57 'Beam 768 GBM5 - N/A - - - 24 Yes No [Level2. 880 64 Beam, 432 GGIR5 . N/A - - 24 - - ' - Yes ' No Level2 . 881 66 Beam 432. - GG1R5 - N/A 24 - - . Yes No . . Level 2 882 67 Beam 432 GGlR5 N/A 24 Yes No 1 Level 2 883- 69 Beam 432, GG1R5 N/A . 24 Yes No Level 2 B46 77 -Beam 108 .MFBM 5 N/A. - 24 No Yes-J. Level 2 876 307 'Beam 108 - MFBM 5 N/A 24 No Yes. - S .[Level2._B86 -'78: Beam. 108' MFBM5 N/A 24 -, No. - -es ' Level B87 79 Beam 108. -MFBM5 N/A '- 24 . . . No Yes TLeve1 2 B88 309 Beam 108 MFBM5 N/A 24 No Yes Level 2 890 310 Beam 108 - MFBM5 N/A, . 24 No Yes Level-2 B19 86 . : Beam, 126 MFBM5 N/A 24 - -:, ' No Level 2- - 870 - 87 Beam 126 , MFBM5 N/A. , ' ' 24 , • ' No , Yes [ Level 2 871- 88 -Beam 126 MFBM5 N/A , : . 24 • ' . No - - Yes Level 2 893 346 Beam ' 126 ,MFBM5 N/A '' , 24 ' . ,No ' -. - Yes Level 2 B94 348 Beam 126 MFBM5, N/A 24 No Yes ' . Level 2 895 355 - :Beam 126 , MFBM5 • N/A 24, , -' No - Yes Level2 B85 357 Beam 108 MFBM5 N/A i, 24 No Yes Level 2 : 896 358 'Beam 108 MFBMS N/A ' - '. 24 ' , ,No ' . Yes Lev B97 359 Beam 108 MFBM5 N/A 24 No Yes Level 'B98 , '360 Beam 108 ' MFBMS ' , N/A ' 24. , No 'Yes ' Level 2 899 364 Beam 108 MFBM5 N/A 24 No Yes 1 -- ' , Level 8100 - ' 365 ' Beam 108 MFBM5 . N/A ' 24 ' No '' Yes -Level 2 B102 128 Beam 768 GBM5 N/A 24 Yes No___1 Page 41 of 111 - -'4 ' . , - d' . . - . Max ' ' -: - - '--'. Unique Design Length ''.-? Design .-'-".Státioi .;.User' L Story: i Name . .- . in. Analysis Section - . Section Angle- . . Number. Releases, Offsets. Type '- '';-_ -.:.deg - . - Spacing --.- :Statlons-r .- :.- ifl 4 . . HopeAmundson 216003.00 CalcUlation by M.Nekuda LA -9O. Assignments 7/13/2016 _______ Table 3.2 Frame Assignments Summary (continued) Level 2 B118 127 Beam 768 GBM5 N/A 24 Yes No [Ll2 B62' 126 Bea 768 -' GBM'. 24 777777 ' Level [Leel2 No YesNo_L B61 161 :Beam 510 GBM5 . N/A , 24 , . ' Yes B6312 Bear 744 jGBM5 N/A 24 ' B66 226 Beam 612 GBM5 N/A 24 Yes Level Level2 ,Yes Y] B67 p286 Beam' 744 ' GBM5 N/A' i 24 Vi Level tLevel2 =B7 No - B65 ' ' -380 Bear- 768 GBM5' . N/A 24 '. No ' 7 '432 768 GBM5 NIA }- _____ B16 492 Beam 588 GBM5 N/A 24 Yes Level 2 No ' Lee 'Yes LabeI....v- B50 85 Beam 15552 1 1 MFBMS 24 No Level 2 Level 2 Level2 Yes ' Yes j Yes B52 331 . Beam 155.56 MFBM5 . N/A ' .24 ' No , B60' 84 Beam4 'MFBMS /A 24 No B69' , ' 326 Beam 155.52 MFBM5 ' , N/A , . .24 ' , ' , , No; ' ILevel 2' ,Yes - B473 294 Beam 45084 " GBM5 N/A 4jj 24 7777 Ye7 Level 2 Level2 Yes Yes J B48 83 Beam 15552 MFBM5 N/A 24 No B78 325 Beam ;15552 ' MFBM5 • N/A _27,_V' No B55 ' , 538 . Beam 21,6 ' . CW49x6 N/A 1'-.' 24 Yes Level ' Yes r : Level 2 Yes B79 '539 .. 2'16 CW-49x6 NLA . ' 24 Yes Level Level 2 Yes Yes j B89 540 Beam 216 .CW-49x6 N/A , 24 ' - Yes ' _B9 1 541 Beam 216 CW-49x6 24 - Yes Level 2 Yes B92 542 Beam 216 CW-49x6 N/A 24 Yes Level2 7_ ~BI113 543 Beam 216-i- L CW-49x6 N/A 24 Yes B116 .544 ' Beam 216 CW-49x6 N/A 24 Yes - Level 2 Yes , vel2 B120 Q Beam — _216 CW-49x6 . N/A h-Yes Yes Level Yes , B121 ' 551 ' 'Beam . 216 . CW-49x6 .- N/A ' ' 24 ' ' Yes •' [[vel 2 Yes B122 552 Beam 21i CW-49x6 , 'N 7 24 — Yes Level 2 ' Yes ' B123 553 , Beam , 216 CW-49x6 ' ' N/A - ' 24 ' Yes kLev&2 B126 Beam 216' CW-496 N/A ' .-24 Yes Level B128 - 400' Beam 216.9549 CW-49x6 = 'N/A - ' - ' ' : 3 - ' Yes : - Yes Base No B46 521 Beam 108 MFBM5 N/A 24 No'.No B76 522 Beam 108 MFBMS - N/A --.24 No Base Base ' Base B86 525 Beam 108 ' , MFBM5 - N/A 24 - ' No ' - No No ' No - - B87 p527 Beam 108 MFBM' 'N/A 424 _______ No -' B88 526 - Beam ' 108 , , MFBM5 ' N/A ' . - , 24 . ' . No . Base9 No. dv- 528 Beam 108 MFBMT ,_N/A 24 No B84 532 Beam 108 0185 MFBM5 N/A 3 No Base No B109 534 Beam 108.0189 MFBM5 ' . N/A - 3 ' No':. Base . No Page 42 of 111 4 . . . ''. . . -, ' - .. . . • . - . - . .• ' . .- . - . . ' - ' - ' , - - -.,••. . ' ---' - , , - •-- -'. I Leel2 "B129 401 Beam 2169549 CW-49x6 IN/A 3 -p- Yes Yes -__',• _,.,.-• ___•t.-•- Base B108 ''.-' 533 Beam .1080 080185 v-,: MFBM5 N/A ; ':-•.:- 3 No,. ) No. _-: • .r, ,, W F TT •••' Axis Min - Vs. Unique Design Length c Design Station* - User I Story Label Analysis Section Angle Number Releases . Name Type in Section deg Spacing Stations Offsets1 . • •• .. • .• .• - Base Bill 535 Beam 1080196 MFBM5 N/A 3 No No Base No No B115 537 Beam 1080185 MFBM5 N/A 3 3 3 Shell Assignments Table 3 3 Shell Assignments Summary 'r - - - -- - - -'- -1 --Axis- Story - - Label Unique , ---•- Section p .Angle - -. :- . Name - -, •deg -j-.- - 'Level 4 F16 18 SLAB5 • • : [Level 4 F20 17 SLAB5P • • • : • Level 4 F22 -16: SLAB 5RjAP -.- - • : LLeve14 F24 15 5RAMP .- -• • • • : • Level 4 4 F25 SF26' 12 • 13 SBSMP _______ - -. -•• T J_Level SLAB5PP - - - • • - Level 4 F7 4 • - SLAB5 90. -_ • • • [Ll3 F2 SLAB5 jZ] Level 3 F29 6 SLAB LLveI 3 F31 7 SLAB Level 3 F33 8 SLAB RMP [[l 3 4F35 9 SLAB SRAMP Level 3 F36 10 SLAB SRAMP [Lv&3 F3 22 SLABS 79-67.1 Level F5 24 SLAB 90 [Lev3 F8 1SLAB 5 I Level3 F9 23 SLAB 5, 90 [Level 3 Fl 25 SLAB5 - 90 1 Level F16 19 SLAB.sRAmp fLevel2 38 21 SLAB5 1 Level 2 F3 3 SLAB5 90 FLevel 2 F5 14 SLAB5 .90 Level 2 F8 2 SLAB5 90 FLeVeI2 F9 11 SLAB 9O Level 2. Fl 20 SLAB, 90 Page 43 of 111 [Base B114 77777 536 - Beam 1080118 MFBMS -.:; — N/A _____ _____ - -- 3 L_-- No • No I T7iWTTi Name .Type Weight Auto Loadj Multiplier .j Dead Dead 1 rI7 Tr Live Superimposed Dead Dead 0 EQX Seismic r9 ASCE 7 10] EQXP Seismic 0 ASCE MO EQXN Seismic 0 ASCE 7 10] EQY Seismic 0 ASCE 7 10 'EQYP Seism ASCE7 101 EQYN Seismic 0 ASCE 7 10 tQDFT Seismic' 0 ASCE 7-101 EQXPDFT Seismic 0 ASCE 7-10 EQXNDFT Seismic ,.= ASCE 7-101 EQYDFT Seismic 0 ASCE 7-10 [ EQYPDFT Seismic 0 ASCE 101 EQYNDFT Seismic 0 ASCE 7-10 ..4.2 Auto Seismic Loading Table 42 Auto Seismic ASCE 7 10 (Part .1 of 3) EQX Seismic X No Program Calculated 0 016ft 0 9 Level 4 Base EEQXP Seismic X + Ecc V 5 ProjiamCakated 0016ft 09 Level 4 Base 4 EQXN Seismic X Ecc Y 5 No Program Calculated 0 016ft 0.9 Level 4 Base EQY Sc Y No Pgram Calculated 0 016ft 09 Lvel 4 Bii1 EQYP Seismic V + Ecc X 5 No Program Calculated 0 016ft 0.9 - Level .4' Base LQYN Seismi V EccX 5 '77 No Program Calculated 7'7675, Level4 j] EQXDFT Seismic X No User Specified 0.677 Level 4 Base FEQX!DFT Sesmic X +'E V 5 ' No UTecifled 0677 Level 4 Ba] EQXNDFT Seismic X Ecc V 5 No User Specified 0 677 Level 4 Base [ãYDFT Sesm Y T NO USpecified 793 11 Bas EQVPDFT Seismic V + Ecc X 5 No User Specified 0.793 Level 4 Base [EQVNDFT ic YEcc X 5 No T User Specified7 0 793 Level 4 ,Base Table 4.2 Auto Seismic ASCE 7-10 (Part 2 of 3) 8 3 55 1 UserSpecified 1.117 043 8 D 10532 1.57. 0784283 r11-8 Th 55 UserS lied 1117 043 ............sec jj D 10532 157 —0784283J 8 3 55 1 User Specified 1..117 043 8 D 10532 157 0784283 Page 44 of 111 - •. .••ii- -.---•-.. - ; LPL~7 EccentricityEcc UserT TopBottomIDirectionPeriod Method Ct(ft)xm Overridden sec Story Story ' s1.: SS te 7:77 7 - . . Source Class ______ ______ -. . .. . - S _..__• ______ ______ _____ FT I... . Coeff'b ...iPeriod .Weight ;Base -1 Used ,Shear1 'Used ...•- griv -Used, ....-.., - . - Hope-Amundson 216003 00 Calculation by M Nekuda LA - 93 Loads 7/13/2016 Table 4 2 Auto Seismic ASCE 7 10 (Part 2 of 3 continued) 8 3 55 1 User Specified 1117 043 8 D 10532 157 0784283 LiI T 55 1 iipified 7ë7 10532 TETI 842 8 3 55 1 User Specified 1117 043 8 D 10532 157 0784283 [7-727 rSpecied 11 043 05 8 3 55 1 User Specified 1.117-:1 -043 8 D 10532 157 0784283 User Spec 11 d T i0532 d83 8 3 55 1 User Specified 1117 043 8 D 105321.571 0784283 rd 1117 öi 157W 0784283 8 3 55 1 User Specified 1117 043 8 D 10532 157 0784283 Table 4.2 Auto Seismic ASCE 7 10 (Part 3 of 3) _•____. _._-., __,__._ .. . L) jSDS I SI Fa Y. 0.531 0098035 16247.63 1592.84 - ::..• .-:... :•- : 0.531 0098035 1624763 159284 0 5 0098035 24763 2 0531 0098035 1624763 159284 531 0098035 1624763 1592 84] ' 0.677' '0.083.099 16247 63 135017 S L2 0:08309t ,16247,.P3 017 0..677- 0.083099 16247 63 1350.17 [d793 6öö44 16247 63 i152 671 0793 0070944 1624763 115267 0 070944 1624763 1152 Tj Page45of 111 t Hope-Amundson 216003 00 Calculation by M Nekuda LA - 94 • Loads • •• 7/13/2016 S ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQX according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = X Structural Period •. : : •. Period Calculation Method Program Calculated Coefficient, C [ASCE Table 12.8-2] •• C, = 0.016ft Coefficient, x [ASCE Table'12.82] X'= 0.9 Structure Height Above Base h = 33.67 ft Long-PeriodTransition Period TL [ASCE TL =8sec 1145] • Factors and Coefficients Response Modification Factor R [ASCE R =8 Table 12.2-1] .• System Overstrength Factor, Oo [ASCE = 3 Table 12.2-1] Deflection Amplification Factor, Cd [ASCE a = 5 5 • Table 12.2-1] •• Importance Factor, I [ASCE Table 11.5-1] I = 1 • Ss and SI Source = User Specified • Mapped MCE Spectral Response S =.1. 117 Acceleration, SS[ASCE 11.4. 1] Mapped MCE Spectral Response S = 0.43g g • Acceleration, 5 1 [ASCE iI.4.1] •• Site Class [ASCE Table 20:3-1] = D - Stiff : :S0il Site Coefficient, Fa [ASCE Table 11.4-1] • • • • F. = 1.0532 Site Coefficient, F [ASCE Table 11.4-2] F,= 1.57 • • Seismic Response MCE Spectral Response Acceleration, - F S • • - a S S —1 176424 MS - - g S MS [ASCE 11.4.3, Eq. 11.4-1] • • MCE Spectral Response Acceleration, - F S Ml v I S 0 6751 Ml - - g • SM1 [ASCE 11.4.3, Eq. 11.472] Design Spectral Response Acceleration, - 2 S • 0S MS S 0- 784283 g . S05[ASCE 11.4.4, Eq. 11.4-3] • • • Design Spectral Response Acceleration, • --- S —0 450067 DI g. 013 MI • S01[ASCE 11.4.4, Eq. 11.4-4] • : • Page 46of 111 • Direction Period Used C . W V (sec) (kip) (kip) X 0.531 0.098035 16247.6297 11592.8423 Story Elevation : X-Dir kip V-Dir kip Level 4 33.6667 225.5 0 Level 3 .23.5,'898.57 0 Level 12.1667 468.78 0 Base . 0 0 .0. Hope-Amundson 216003.00 GalOulation by M. Nekuda LA -97 Loads 7/13/2016 . ASCE 7-10 Auto Seismic Load Calculation This calculation, presents the automatically generated lateral seismic loads for load pattern EQXP according to ASCE 7-10, as calculated by ETABS. , Direction and Eccentricity - Direction = X+ Eccentricity Y , Eccentricity Ratio = 5% for all diaphragms : Structural Period Period Calculation Method = Program Calculated , Coefficient, C[ASCE Table 12.8-2] C=O.O16ft Coefficient, x [ASCE Table 12.8-2] ' x = 0;9 Structure Height Above Base, h0 '•. h, =33.67 ft Long-Period Transition Period, TL [ASCE T8sec- 11.4.5] . Factors and Coefficients Response Modification Factor, R [ASCE ' ' 8 R =8 ' Table 12.2-1] - System Overstrength Factor, c [ASCE ' , n,=3 Table 12.2-1] . Deflection Amplification Factor, Cd [ASCE , C - 5 5 • Table 12.2-1]. Importance Factor, I [ASCE Table 11.5-1] Ss and SI Source = User Specified Mapped MCE Spectral Response S -'1 117 g S Acceleration, S S[ASCE 11.4.1] •• Mapped MCE Spectral Response , S - 0 43 - g Acceleration, S [ASCE 11.4.1] Site Class [ASCE Table 20.3-I] = D - Stiff Soil • • Site Coefficient, Fa [ASCE Table 11 .4-1] • , F, = 1.0532 Site Coefficient, F, [ASCETable 11.4-2] F 1.57 Seismic Response, S MCE Spectral Response Acceleration, S - F S • a S S - 1176424 MS g S M5 [ASCE .II.4.3, Eq. I1.4-1] , S MCE Spectral Response Acceleration, S -F S • • '• Ml - • - : SMI 0.6751g SM1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, SOS - 2 MS S - 784283 Os - 0.g • S DS [ASCE 11.4.4, Eq. 11.4-3] • 3 :, Design Spectral Response Acceleration, - 2 Dl Ml - S -0.450067 S 01 [ASCE 11.4.4, Eq. 11 .4-4] 3 , Page49of 111 • Period Used; w V Direction ; (sec) (kip) (kip)..' X + Ecc. V 0.531 0.098035 16247.6297 1592.8423 StO!Y: Elevation ft X-Dir kip Y-Dir kip Level 4 : 33.6667 225.5 0 Level3 23.5 • 898.57 0 Level 12.1667. 468.78 o.. Base 0 0 0 Hopé-Amundson 21 6O03.00 Calculation by M. Nekuda LA - 100 Loads : 7/13/2016 S ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQXN according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction X - Eccentricity V Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient, C[ASCE Table 12.8-2] C1 = 0.016ft Coefficient, x [ASCE Table 12.8-2] x = 0.9 Structure Height Above Base; h n : h,, = 33.67 ft Long-Period Transition Period TL [ASCE TL 8 SeC 1145] Factors and Coefficients Response Modification Factor, R [ASCE R =8 Table 12.2-1] System Overstrength Factor, Q [ASCE = 3 Table 12.2-1] S Deflection Amplification Factor, Cd [ASCE C - 5 5 Table 12.2-1] Importance Factor, I [ASCE Table 11.5-1] 1 I Ss and SI Source = User Specified Mapped MCE Spectral Response S = 1117 g Acceleration, SS [ASCE 11.4.11 Mapped MCE Spectral Response • S = 0.43g g Acceleration, 51[ASCE 11.4.1] • Site Class [ASCE Table 20.3-1] = D - Stiff Soil • • • • • • • Site Coefficient, F5 [ASCE Table 11.4-1] • • F. = 1.0532 Site Coefficient, F,, [ASCE Table 11.4-2] • • F, = 1.57 Seismic Response MCE Spectral Response Acceleration, - F S • MS S • a S - 1176424 1 MS g SMS[ASCE 11.4.3, Eq. 11.4-1] MCE Spectral Response Acceleration, - F Ml - a I S —0 6751 Ml - g • S M1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, - 2 S - 0 784283 OS - g DS MS • SOS [ASCE 11.4.4, Eq. 11.4-3] Design Spectral Response Acceleration, - •_ 2 • • Dl Ml 067w S=0.450 S [ASCE 11.4.4, Eq. 11.4-4] .• Page52of 111 •. Period Used I W V Direction I C (sec) (kip) (kip) X - Ecc. V 0.531 0.0980351 16247.6297 11592.8423 Story Elevation ft X Dir kip Y Dir kip :4 33.6667 225.5 0 Lev6I3 23.5 898.57 0 Level? 12.1667 468.78 0 Base 0 :0 0 Hope-Amundson 216003.00 Calculation by M. Nekuda LA - 103 Loads '. 7/13/2016 • ASCE 7-10 Auto Seismic Load Calculation ' • This calculation presents the automatically generated lateral seismic loads for load pattern EQY according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = V Structural Period Period Calculation Method = Program Calculated S Coefficient, C[ASCE Table 12.8-2] C0.016ft • Coefficient, x [ASCE Table 12.8-2] x = 0.9 ' Structure Height Above Base, h n h= 33.67 ft Long-Period Transition Period TL [ASCE TL 8sec 1145] Factors and Coefficients Response Modification Factor, R [ASCE R = 8 Table 12.2-1] S System Overstrength Factor, 00 [ASCE = 3 Table 12.2-1] Deflection Amplification Factor, Cd [ASCE C = 5.5 d • Table 12.2-1] , Importance Factor, I [ASCE Table 11.5-1] Ss and SI Source = User Specified Mapped MCE Spectral Response S = 1117 8 g • Acceleration, S S[ASCE 11.4. 1] Mapped MCE Spectral Response S = 0 43 ' g • Acceleration, 5 1[ASCE 11.4.1] • • Site Class [ASCE Table 20.3-1] = D - Stiff • S • Soil S I • Site Coefficient, Fa [ASCE Table 11.4-1] F = 10532 • Site Coefficient, F,, [ASCE Table 11.4-2] F 1.57 •' • • Seismic Response MCE Spectral Response Acceleration, - • SMS — F S5 - SMS — 1.176424g • S ms [ASCE 11.4.3, Eq. 11.4-1] MCE Spectral Response Acceleration, - F S Ml - ' I S -0 6751 MI - g S Ml [ASCE 11.4.3,' Eq. 11.4-2] • ' Design Spectral Response Acceleration, - 2 S • S Ms - SOS - 0. 784283g S DS [ASCE 11.4.4, Eq. 11.4-3] • • Design Spectral Response Acceleration, - 2 DI MI • - 4 SDI -0. 50067g SDI [ASCE 11.4.4, Eq. 11.4-4] 3 S ' Page55of 111 Hope-Amundson 216003 00 Calculation by M Nekuda LA - 104 Loads 7/13/2016 Equivalent Lateral Forces Seismic Response Coefficient C [ASCE c - 12811.,Eq. 1282] [ASCE 12.'8.1.1, Eq.128-3] = [ASCEI28II Eq. 1285] C m =max (OO44S0 IOO1)=00345O8 . : •. • : • • 0 S1 . • ', • • . :. : S ;' [ASCE12811 Eq. 1286] Csm O5(R) for Sf O6 ~Cs ~Csm Calculated Base Shear . . Period Used .. • w : ' v Direction • . C • • . .(sec). • ..(kip). .(kip) Y , 0.531 ' 0.098035 16247.6297 1592.8423 Story Elevation ft X-Dir kip Y-Dir kip Level 33.6667 0 225.5 Level 3 -. 23.5 : 0 898.57 Level 2 .12.1667 0 ,: 468.78 Hope-Amundson 216003 00 Calculation by M Nekuda LA - 106 Loads 7/13/2016 ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQYP according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = V + Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method. = Program Calculated Coefficient, C[ASCE Table 12.8-2] : C, 0.016ft Coefficient, x [ASCETabIe 12.8-2] x = 0.9 Structure Height Above Base h0 h = 33.67 ft Long-Period Transition Period, TL [ASCE TL =8sec 1145] Factors and Coefficients Response Modification Factor, R [ASCE R =8 8 Table 12.2-1] - System Overstrength Factor, Q [ASCE - 3 Table 12.2-1] S . Deflection Amplification Factor, Cd [ASCE • . - 5 5 Table 12.2-1] Importance Factor, I [ASCE Table 11.5-1] I = I Ss and SI Source = User Specified Mapped MCE Spectral Response • - 117 g 8 Acceleration, S, [ASCE11.4.1] Mapped MCE Spectral Response S - 043 l - 9 Acceleration, S1 [ASCE 11.4.1] Site Class [ASCE Table 20.3-I] = 0 - Stiff Soil Site Coefficient, F8 [ASCE Table 11.4-I] F. = 1.0532 •, Site Coefficient, F8 [ASCE Table 11.4-2] S F,= 1.57 • Seismic Response MCE Spectral Response Acceleration,SMS • = F. Ss SMS = 1. 176424g, SMs[ASCE 11.4.3, Eq; 11.4-1] MCE Spectral Response Acceleration ' S = F. S, S .S,.1 =0.6751g S M1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, 2 S08 S08 =0.784283g S DS [ASCE 11.4.4, Eq. 11.4-3] Design Spectral Response Acceleration, 2 S0 =-- S 1 S =0.450067g S DI [ASCE 11.4.4, Eq. 11.4-4] • Page 58 of 111 Period Used W V Direction C.. (sec) (kip) (kip) :Y+ Ecc. X 0.531 0.098035! 16247.6291" 6247.6297 1592.8423 Story Elevation ft: X Dir kip Y Dir :kip Level 4 33.6667 0 225.5 Level 3 : : 23.5 0 898.57 Level2; 12.1667 0. 468.78 Base :.. 0: : 0 0 Hope-Amundson 216003 00 Calculation by M Nekuda LA - 109 Loads 7/13/2016 S ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQYN according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = V - Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient C[ASCE Table 2.8-2] C = 0 016ft Coefficient, x [ASCE Table 12.8-2] : x= 0.9 Structure Height Above Base, h h = 33.67 ft Long-Period Transition Period, TL [ASCE T=8sec 11.4.5] Factors and Coefficients .. Response Modification Factor, R [ASCE R - 8 Table 12.2-1] - System Overstrength Factor, 00 [ASCE 3 Table 12.2-1] . Deflection Amplification Factor Cd [ASCE Cd - 5 5 Table 12.2-1] Importance Factor I [ASCE Table 11.5-1] / = I Ss and SI Source = User Specified Mapped MCE Spectral Response S - 1117 g Acceleration, S5 [ASCE11.4.1] Mapped MCE Spectral Response S - 043 - g Acceleration, S1 [ASCEl 1.4.1] • • Site Class [ASCE Table 20.3-1]= D - Stiff • • • • 0 Soil Site Coefficient, F, [ASCETable 11.47I] F. 1.0532 Site Coefficient F [ASCE Table 11.4-2] F,= 1.57 Seismic Response MCE Spectral Response Acceleration, - F S MS - 117 S 5 - . 64 24g SMs [ASCE II.4.3, Eq. 11.4711 . MCE Spectral Response Acceleration, - F S MI . I 7 SMI - -0.651 g • 5M1 [ASCE 11.4.3, Eq. 11.4-2] • • Design Spectral Response Acceleration 2 - S S MS • - Ss - 0.784283g • S DS [ASCE 11.4.4, Eq. 11.4-3] Design Spectral Response Acceleration - 2 MI • S =0.450067g So [ASCE 11.4.4, Eq. 11.4-4] 3 • Page 6loflil Period Used ' W V Direction I C (sec) (kip) (kip) V - Ecc. X 0.531 0.0980351 16247.6297 11592.8423 Story Elevation ft X-Dir kip YDir.' kip Level 4 33.6667 0' 225.5 Level 3: 23:5. 0 898.57 Level 2 . 12.1667 .0 468.78; Base ' 0; ' u. 0. Hope-Amundson 216003.00. Calculation by M. Nekuda LA — 112 Loads 7/13/2016 S ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQXDFT according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity. Direction = X Structural Period : S • Period Calculation Method User Specified • User Period • T 0.677 sec • Long-Period Transition Period, TL [ASCE . — TL -8sec 1145 Factors and Coefficients Response Modification Factor, R[ASCE R - 8 • Table 12.2-1] - System Overstrength Factor, 00 [ASCE - 3 S no — Table 12.2-1] Deflection Amplification Factor, Cd [ASCE C - 5.5 Table 12.2-11 • : Importance Factor, I[ASCE Table 11.5-1] I = 1 • Ss and Si Source = User Specified Mapped'MCE Spectral Response - S S - 1. 117 0 - g Acceleration, SS[ASCE 11.4.1] Mapped MCE Spectral Response •• S — 0.43g g -1 Acceleration, 5 1 [ASCE.11.4.1] Site Class [ASCE Table 20.3-1].=D- Stiff Soil : -Site Coefficient, Fa [ASCE Table 11.4-1] = 1.0532 Site Coefficient, F [ASCE Table 11.4-2] • • F, = 1.57 Seismic Response S MCE Spectral Response Aôceleration, • - F S • M5 a S S -. 1.176424g MS • SMS [ASCE1t4.3,Eq.11.4-1] • • MCE Spectral Response Acceleration, - F S • • Ml • o 0 6751 • Ml - g • SM1 [ASCE 11.4.3, Eq 11.4-2] Design Spectral Response Acceleration, 2 S • 05 MS • S - 0. 7842 • - 83g S Ds [ASCE 11.4.4, Eq. 11.473] • • S. • Design Spectral Response Acceleration, 2 S - . -0.450067g. SDI =0.450067g. SW [ASCE 11.4.4; Eq. 11.4-4] 0 • S • • • . • Page 64of 111 • . • Period Used W V Direction C.; (sec) (kip) (kip) X 0.677 10.083099: 16247.6297 1350.1692 Story Elevation - ft: X-Dir: kip Y-Dir kip Level 33.6667 198.24 0 :Level 3 23.5 : 769.42 : Level2 12.1667 382.51 0 Base H 0 0. 0 Hope-Amundson 21 6001.00 Galôulation by M. Nekuda Loads ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQXPDFT according to ASCE 7-10, as calculated by ETABS. ' Direction and Eccentricity ' Direction = X + Eccentricity V' Eccentricity Ratio = 5% for all diaphragms Structural Period : Period Calculation Method = User Specified S User Period T 0.677 sec Long-Period Transition Period, TL [ASCE TL =8sec 11.4.5] ' S Factors and Coefficients Response Modification Factor, R [ASCE R =8' Table 12.2-1] ' System Overstrength Faôtor, O [ASCE ' = 3 Table.12.2-1] •• ' Deflection Amplification Factor, Cd [ASCE ' C = 5.5 d Table 12.2-1] , Importance Factor, I [ASCE Table 11.5-1] Ss and SI Source = User Specified Mapped MCE Spectral Response " ' S = 1117 S g ' Acceleration, SS [ASCE 11.4.1] ' ' Mapped MCE Spectral Response ' ' S = 0.43g, g Acceleration, S [ASCE 11.4. 1] Site Class [ASCE Table 20.3-1] = D - Stiff Soil Site Coefficient, Fa [ASCE Table 11.4-1] ''' F8 = 1.0532 Site Coefficient, F8 [ASCE Table 11.4-2] ' , F,= 1.57 Seismic Response MCE Spectral Response Acceleration, - F S MS a S ' S - 1176424 MS g SMS[ASCE 11.4.3, Eq. 11.4-1] , MCE Spectral Response Acceleration, ' - F M1 ' I S =0.6751g M1 g 5M1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, - 2 S MS • - . g S - 0 784283 S DS [ASCE 11.4.4, Eq. 11.4-3] 3 S Design Spectral Response Acceleration, , S • S 01 - Ml ' S -0 450067 DI - g S 0 [ASCE 11.4.4, Eq. 11.4-4] 3 , LA -' 115 7/13/2016 Page 67 of 111 Period Used W V Direction I C (sec) (kup) -(kip) X + Ecc. '' 0.677 I0.083099i 16247.6297 11350.1692 Story Elevation : ft XDir kip Y-Dir kip. Level 4- 33.6667 198.24 0 Level 3 23.5 : 769.42 0 Level.2 12.1667 382.51 0 Base :0 0 0 Hope-Amundson 216003.00 Calculation by M. Nekuda LA - 118 Loads 7/13/2016 • ASCE 7-10 Auto Seismic Load Calculation . This calculation presents.the automatically generated lateral seismic loads for load pattern EQXNDFT according to ASCE 7-10, as calculated by ETABS. . . . Direction and Eccentricity '. . Direction = X - Eccentricity V Eccentricity Ratio =5% for all diaphragms . . Structural Period . . . . Period Calculation Method = User Specified . . User Period . . . T= 0.677 sec . Long-Period Transition. Period, TL [ASCE TL 8 sec . 1145]. • Factors and Coefficients . . . • Response Modification Factor, R [ASCE R - 8 •• . Table 12.2-1] . . S - . . . • System Ovérstrength Factor, O 0 [ASCE . . . . . - . • . Table 12.2-1] . . . . .5 Deflection Amplification Factor, Cd [ASCE . . C 5.5 . - . . . Table 12.21] . . Importance Factor, I [ASCE Table 11.5-1] . . I = 1 Ss and SI Source = User Specified .• • Mapped MCE Spectral Response . . . S - 1117 g • Acceleration, 55 [ASCE II.4.1] 0 • Mapped MCE Spectral Response . . . . - . 0 • S - 0.43g, - Acceleration, S [ASCE 11.4.1] . . • • Site Class [ASCE Table 20.3-1] = D - Stiff . .5 . Soil . • Site Coefficient, Fa [ASCE Table 11.4-I] . F. = 1.0532 Site Coefficient, F [ASCE Table 1.1.4-2] . .5. . F 1.57 Seismic Response • • • • • . • - MCE Spectral Response Acceleration, - F S • MS a • - 117 4 •• S 4 7 . 6 24g SMS [ASCE II.4.3, Eq. II.4-I] • • MCE Spectral Response Acceleratiàn, •• - S • M1 S - 5 . Ml —0.6 5 g • 5 m [ASCE 11:4.3, Eq. 11.4-2] • • • • • Design Spectral Response Acceleration, • - S • • OS MS S - 742 • - 0. 8 83g • • S 5s [ASCE 11.4.4, Eq. 11.4-3] . • • 3 • Design Spectral Response Acceleration, •• - 2 • • Dl Ml - S s01 —0.450067g • S o1 [ASCE 11.4.4, Eq. 11.4-4] . S • S • . 5 5 Page 700f.I1I S • • • • Period Used W V Direction C5 (sec) (kip) (kip) X - Ecc. '' 0.677 0.083099 16247.6297 11350.1692 Story Elevation.. ft m X Dir ip V Dir kip Level 4. : 33.6667 : 198.24 :_9 Level 3 : 769.42 :0. Level 121667 38251 0 Base j 0 j01 0 Hope-Amundson 216003.00 Calculation by M. Nekuda LA - 121 Loads 0 7/13/2016 • ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQYDFT according to ASCE 7-10, as .calculated by ETABS. Direction and Eccentricity Direction = V Structural Period • Period Calculation Method = User Specified User Period T = 0.793 sec Long-Period Transition Period, TL [ASCE 0• T .8 sec 11 4 5] Factors and Coefficients S Response Modification Factor, R [ASCE R - 8 Table 12.2-1] • • System Overstrength Factor, 0c [ASCE - 3 Table 12.2-1] S Defléctioñ Amplification Factor, Cd [ASCE Sc - 5 5 • Table 12.2-1] •. Importance Factor, I [ASCE Table 11.5-1] 0 I = 1 • Ss and SI Source = UserSpecified •• S Mapped MCE Spectral Response - g Acceleration, SS[ASCE 11.4.1] • Mapped MCE Spectral Response • S - 0.43g • • Acceleration,'S1[ASCE 11.4. 1] • Site Class [ASCE Table 20.3-1] = D - Stiff Soil • • • Site Coefficient, Fa [ASCE Table 11.4-1] • • F. = 1.0532 Site Coefficient, F, [ASCETable 11.4-2] F 1.57 Seismic Response 0 0 0 MCE Spectral Response Acceleration, - F S MS - a - 117 0 • • SMS - . 6424g - S MS [ASCE 11.4.3, Eq. 11.4-1] MCE Spectral Response Acceleration, - F S • Ml - . 1 S 61 1 Ml -0. 5 g • S [ASCE 11.4.3, Eq. 11.4-2] • Design Spectral Response Acceleration, SDS - 2 S - MS • S0 - 0. 8 283g • • - 7 4 S DS [ASCE 11 .4.4, Eq. 11.4-3] Design Spectral Response Acceleration, - 2 S Dl Ml - S s01 —0.450067g • • S 01 [ASCE 11.4.4, Eq. 11.4-4] • Page73of 111 • S Period Used*W V Direction I C (sec) (kip) (kip) y : 0.793 0070944j 16247.6297 :1152.6665 H - - <- - - - W~l 0. 100 200 300 ,400 500 600 700•80( Story Elevation ft X Dir kip Y Dir kip Level4 336667 0 17411 Level 3 23 5 0 66i.85 Level2 121667 0 31671 Base 0 0 0 Hope-Amundson 216003.00 Calculation by M. Nekuda . LA - 124 Loads 7/13/2016 • ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQYPDFT according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity S Direction = V + Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = User Specified - User Period . T= 0.793 sec Long-Period Transition Period, TL [ASCE TL =8sec 11:4.5] . . Factors and Coefficients Response Modification Factor, R [ASCE . . R - B Table 12.2-1] System. Overstrength Factor, DO [ASCE = 3 Table 12.2-1] . . . . . Deflection Amplification Factor, Cd [ASCE . C 5.5 d Table 12.2-1] • Importance Factor, I [ASCE Table 11.5-1] . . / = I Ss and .S1 Source = User Specified. Mapped MCE Spectral Response . S - 1117 s g . . . . . Acceleration, S, [ASCE11.4.1] . . . Mapped MCE Spectral Response S - Q 43 - g . Acceleration, S [ASCE 11.4.1] . Site Class [ASCE Table 20.3-1] = 0 -Stiff . . . . . . . Soil • . .• . . . . . . . Site Coefficient, Fa [ASCE Table 11.4-I] . F, = 1.0532 Site Coefficient, F,, [ASCE Table 11.472] •. . . F, = 1.57 • Seismic Response . . . •. S. MCE Spectral Response Acceleration, - S. • MS a S S - 1. 17 MS 6424 g SMs[ASCE 11.4.3, Eq. 11.4-1] MCE Spectral Response Acceleration, - F S Ml - S 0 6751 Ml - - g SM1 [ASCE 11.4.3, Eq. 11.4-2] .. . • Design Spectral Response Acceleration, . S - 2S MS S 0 Os - . 7 642 83g S DS [ASCE 11.4.4, Eq. 11.4-3] - 3 Design Spectral Response Acceleration, . - 2 Ml . . S - SDI -0.450067 S [ASCE 11.4.4, Eq. 11.4-4] 3 Page 76of 111 S Hope-Amundson 216003 00 Calculation by M Nekuda LA -125 Loads 7/13/2016 Equivalent Lateral Forces Seismic Response Coefficient C 12811 Eq 1282] SDS [ASCE S(_) •• • : • S01 •. . •: [ASCE 12.8.1.1,Eq.12 8-3] = [ASCEI28II Eq 1285] Csm,=max(OO44Sos IOO1)=0034508 SI [ASCE12811Eq1286] CsmIn O5(R) for Si O6 Csmn $ C,!9 Calculated Base Shear • . . •. . Period Used • W .. V Direction . • C5 .. • . . . (sec) • . .• (kip) . (kip) Y + Ecc: X • 0.793 0.070944 16247.6297 .1156665 Story. Elevation ft X-Dir kip YDir kip :LeveI4 33.6667 : 0 174.11 LeveI3 23.5. 0. 661.85 Level-2 12.1667: .0 316.71 Base o : 0 1 0 Hope-Amundson 216003.00 Calculation by M. Nekuda LA - 127 Loads 7/13/2016 S ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQYNDFT according to ASCE 7-10, as calculated by ETABS. - Direction and Eccentricity. Direction = V - Eccentricity X Eccentricity. Ratio = 5% for all diaphragms Structural Period Period Calculation Method = User Specified User Period T= 0.793 sec Long-Period Transition Period, TL [ASCE TL =8 sec 11.4.5] V Factors and Coefficients V V V V Response Modification Factor, R [ASCE R =8 Table. 12.21] V System Overstrength Factor, O [ASCE V - 3 V Table 12.2-1] V - Deflection Amplification Factor, Cd [ASCEV V 0 - 5 5 Table 12.2-1] S Importance Factor, I [ASCE Table 11.5-1] I = I Ss and SI Source = User Specified Mapped MCE Spectral Response - 1117 g 8 Acceleration, SS [ASCE 11.4. 11 Mapped MCE Spectral Response S - 0.43g l - . g V V Acceleration, S [ASCE 11.4.1] Site Class [ASCE Table 20.3-1] = 0 - Stiff V Soil V V V Site Coefficient, Fa [ASCE Table 11.4-I] V F8 = 1.0532 V Site Coefficient, F [ASCE Table 11.4-2] F,= 1.57 V Seismic Response V V •V • MCE Spectral Response Acceleration, F S MS -. - 1 4 S 5 - . 176 24g V SMS[ASCE 11.4.3, Eq. 11.4-1] V • • - V • • MCE Spectral Response Acceleration, - F • - Ml - 8 -S 7 1 Ml - -0.6 5 g SM1 [ASCE 11.4.3, Eq. 11.4-2] V • • V V Design Spectral Response Acceleration, - - 2 S S MS • - - 784283g, 500 - 0. V SOS [ASCE 11.4.4, Eq. 11.4-3] V Design Spectral Response Acceleration, - 2 S • Dl Ml S - - 0. 50067g S [ASCE 11.4.4,-Eq. 1-1.4-4] V Page 79 of 111 • Period Used W I v Direction C . (sec) (kup) (kip) Y- Ecc. X 0.793 10.070944. 16247.6297 11152.6665 Story Elevation ft X Dir kip Y Dir kip .LeveI4 33.6667 .0 . .174.11 LeveI3 235 0 66185 Level 2. 121667 0 31671 :Base. a..: :o :0 Relative Relative Story Label Unique Design Load Pattern LoadType Direction Distance Distance Distance Marne' Type Start End,Start Level 4 Level 4 Level 4 Level 4 Level 4 Level4 Level 4 lLevel4 Level 4 [Lvel4 Level 4 Level 4 Level .3 [Lvel 3 Level 3 [Level3 . Level 3 [1_el3 Level 2 [ Level 4 F Level 3 Level 3 Level 2'.- Level 2 [Level l:4. Level 4 f Level 4 Level 4 Level-4.'L25 Level 4 j Level 4 Level .4 Level 3 Level 3 tILeve1 3 Level 3 Level 3 Level 3 eve Ll 3 Level 3 8128 423 Beam Superimposed Dead Force Gravity 0 1 0 0 4 0 0 0 oj 0 0 J 0 0 0 0 ] 0 0 TI 0 oJ 0 0 J 0 0 0 j 0 0 7 q 0 0 J 0 '0 0 U .i..4 0 0 , 0 0 7J 0 0 0 0 B129 424 Beam Superimposed Dead Force Gravity 0 1 B125 425 Beam Superimposed Dead Force Gravity. 0 1 7B127 426 Beam Superimposed Dead Force Gravity 0 1 B130 427 Beam Superimposed Dead Force Gravity 0 1 B131 428 Beam Superimposed Dead Force Gravity 0 1 B53 445 Beam Superimposed Dead Force Gravity 0 1 B64 446 Beam Superimposed Dead Forcer Gravity 1 B134 447 Beam Superimposed Dead Force Gravity 0 1 B135 448 Beam Superimposed Dead Ford Grity 0 1 8138 449 Beam Superimposed Dead Force Gravity 0 1 ThT39 450 Beam Superimposed Dei Force Gravity 0 1 B25 415 Beam Superimposed Dead Force Gravity 0 1 B45 416 Beam Superimposed Dead Foe GraT77T7 -77 B68 417 Beam Superimposed Dead Force Gravity. 0 1 B117..418 Beam Superimposed Dead Force Gravity. 0 - 1 B119 419 Beam Superimposed Dead Force Gravity 0 1 B124 420 Beam Supiri i,posed Dead Force Gravity 0 1 B128 400 Beam Superimposed Dead Force Gravity 0 1 8129 401 =Beam Superimposed Dead Force Gravity L25 421 Null Live Force Gravity 0 1 i L39 77r3l Null , Live Fore Gravity 5 1 L25 410 Null Live Force Gravity 0 1 L39 430 Null 4Live - Force Gravity 0 1 L25 389 Null Live Force Gravity 0 1 L29 422 Null Superimposed Dead Force Gri,ity 0 1 L26 500 Null Superimposed Dead Force Gravity 0 1 L41 499 Null Superimposed Dead 77orce - Gravity 0 1 L25 421 Null Superimposed Dead Force Gravity 0 1 421 Null Superimposed Dead - Force Gravity _7~07 I. L27 408 Null Superimposed Dead Force Gravity 0 1 L27 408 Null Superimposed Dead Foe Gravity, L33 498 Null Superimposed Dead Force Gravity 0 1 L8 395 Null Suriipos Dead _.force Gravity _1 0-7, 1 L8 395 Null Superimposed Dead Force Gravity 0 1 L9 402 Null Superimposed Dead Force - Gravity 0 1 19 402 Null Superimposed Dead Force Gravity 0 1 L13 407 - Null Superimposed Dead Force Grai 0 L18 413 Null Superimposed Dead Force Gravity 0 1 L18 41 Null Superimposed Dead ±o er Gravity, 0 09 414 Null Superimposed Dead Page 82of Force 111 Gravity 0 1 .. :•. Hope -Amundson 216003 00 Calculation by M NeKuda LA - 131 - •,- '-T ' .1 ' . '- Loads' 7/13/2016' ., ' . ,, ' ' ' -' , V ' , Table 4.15 - Frame Loads - Distributed (!artlVof 2,!ntinued) :, •• , •V PI '.'i Story; .' Labeir --.'Unique,!Oesugn .. -... Load-Pattern' Loadlype Direction' Distance' i:bwl6te , :.'..Dance Distance".. Name Type - . -Start ' End art ____ ____ D _____ ~i~ ____ 6714 ___ Level 3 , vel3 Level 3 V Level 3 ' L19 414' Null 'Superimposed Dead Force • Gravity 0 1 , ' 0 0 oT 0 L21 388 Superimposed Dead Forcer Gravity. L22 393 Null Superimposed Dead Force Gravity 0 1 %L29 409 k iiii SupenmposedDead Fe L Gravitj co "u -1 L39 .431 Null Superimposed Dead Force Gravity - 0 ' ' 1 rTiT 'j NuH SupenmpsedDead F&rc Gravity Level LLeve3 , 0 OI L26 497 , Null 'Superimposed Dead Force ' Gra\ity, -o 1 j..57 4O4 NulH Supenmposed Dead iA. F&cei' Gravit 0 ?1' Level 3 0 •, Jo I L80 , 433 Null Superimposed Dead Force '- Gravity . V 1. • 434 Level Dead _____ Null ø Superi mposed Fc5r Gravity 1 L88 435 Null Superimposed Dead Force Gravity 0 1 Level 3 0 [Level3 '1 L92 - 436 ,'Null 7 Supenmposed Dead Forie rGrivity, L96 437 Null Superimposed Dead Force Gravity 0 1 Level 3 Level 3t' 0 "'0 ej i9 -1uil SupenmposedDed Force Gra'ity O j 1 Level 0 L17 V 496 'Null 'Superimposed Dead Force Gravity 0 ' V 1 tLeel3 L20 '4O5' Null Simpsed Dead Grvity QL Level 3 0 L20 405 Null Superimposed Dead Foice Gravity 0 1 LLeve3 L24 Nufi Supenn,posed Dead Fora Gravit Level 3 jr rLivel3 L24 406 Null Superimposed Dead Force Gravity 0 1 0 L25 10 NuU SupenmposedDead Force Gravit ' 0; Al Level 3 ' [[evel3 0 , V L25 , 410, Null Superimposed Dead Force Gravity '0 .1 V L27 ' 411 Null Suirired Dead j7Force' ra'iT tô' -1" Level 3 0 L27 411 Null Superimposed Dead Force Gravity, 0 1 1Lve13 oi] L31 94 j' Null Suiimsed Dead ' Fe Grait Y, 0k.- i Level 2 LeIl2 LB 382 Null Superimposed Dead Force Gravity. 0 1 0 J L8T '382 Null SuperpWDi Foce ?Gthvit2 0. 1-i L9 383 Null Superimposed Dead Force Gravity 0 1 Level 2 [Cel2 0 - 383T Null SuperodDad Fori 'Gravit V V V Level2 Level 2 Level ' ' 0. ' :1 0' L13 . - 387 Null Superimposed Dead Force ' Graity V 0 V . 1: L18 .Null Superimposed Dead Foe' -.37 Gravity Jfl L18 392 - Null'Superimposed Dead Force Gravity 0 1. :- L19 99 Null Suimosed Dead Force ' Gravityt 0 V - • Level?, fLevel2, V. -. , Level 2 V 'V • , Level 2, '0 0 • •' . - ' :0 'V 0 ' L19 - 399 • Null Superimposed Dead Force - Gravity' 0. 1 7721 ' 381 NuU Superimosed Dead - Forc.. Givity J L22 , 729 - 394 398 Null .. Null Superimposed Dead S}ised Dead Force Gravity Gravit -0'' 1 ,• L39 , 430 Null Superimposed Dead : Force,, ,Gravity -. 0 ' 1 L4 397, ili Supenmpod Dad Foe Gri O L7 487 Null Superimposed Dead Force Gravity. 0 1 Level 2 0 I2T 403 NulL' Superimj,oid D'd Force ravity7777=777 '0 77 Level 2 Level 27 Level 2' L61 322 Null Superimposed Dead Force Gravity 0 1 0 1 .0 7, L65 (429w N 1 m SupenposedDed Foe Grity L17. - 412. Null , Superimposed Dead , Force Gravity' - , 0 , I . Level V, L 2 0 .i385 Null S"up jI D orce j Gravity 0 if Page 83of 111 .V. , Li l. - ' -: - CT ' • -1 Absolutei 7L~beiC Unique Design. ' .. .". Direction Relative Distance Relative Distance Distance Story N arne T ype Start Start Load Pattern.' .LdType End ' in : Level 2 Level 2 Level 2 Level 2 Level 2 Level 2 1,Level2 L20 385 Null Superimposed Dead Force Gravity 0 1 0 0 0 0 0 0 0 0 L24 386 Null Supenmposed Dead Foe Gravity 0 1 L24 386 Null Superimposed Dead Force Gravity 0 1 L25 389, Null Superimposed Dead Forcer Gravifi 0 1 L25 389 Null Superimposed Dead Force Gravity 0 1 77 390 Null Supenmposed Dead Force - Gravity 0 1 L27 390 Null Superimposed Dead Force Gravity 0 1 L31 491 Nll Superimposed Dad . Force '0 1 .. Table 4.15 - Frame Loads - Distributed (Part 2 of 2) Unique Absolute Distance, Foce. Force Story Label Name End at Start- t End kip!ft , kip ift . Level 4 Lvel 4 .Level4 Level4 Level S [[iT Level LLevel4 Level 4 r Level 4 .. . • . S • • • Level 4 Level4 i.. • : Level EVeI3 - • •• • Level [Level3 • :. . • . . • Level 3 Level3 Level [Level 2.' Level Level 3 Level 3 Level 2 Level4 Level [Levei4 Leve14 Level 4 . 8128 423 216.9549 0.063 0.063 0.063] . 0.063 . . • •;' •. 00631 0.063 0063 0.063 0063] 0.063 O063J 0.063 . . • 10.063j 0.063 S • 00631 . 0063 • : • 0.063 • : : . 0.063J 0.063 0 0631 082 .0 .82 1.32 _71 i] 1.32 00631 0063 -6.063 0351 1-0-06-3 —1 . S • = • 0063.75.0631 .B129 ,424' 216.9549 0.063 B125 425 216.955 0.063 B127 426 2169548 O063 B130 427 216.955 0.063 B1 42-8 216.955 0063 B53 445 216.955 0.063 B64 446 '216.955 0063 B134 447 216.9548 0.063 • 8135 448 216.955 0063k B138 449 216.9549 0.063 . 8139 450',.'2169549 0063 B25 415 217.186 0.063 B45 416 2171861 0063 868 417 217.1864 0.063 B117 418 2171857 13119 419 217.1861 0.063 Th124 420 217 1861 0063 w B128 400 2169549 0063 B129 401 216 9549 0 063 L25 421 140 082 L39. 431 - 150 ~,~2.82 L25 410 140 1.32 [tl2773-9,.430 7. i 150 132 L25 389 140 1.32 422w 432 0063 L26 500 1080 0063 tf 499 1224 0063 L25 421 140 0.351 il. L25 421 14d 0 063 . . Page 84of 111 . - Absolute .. Force Force El--, Label Unique Distance at Start - at End Name . :kjIftT :kip/ft 4 - .!n_ Level 4 [Level4 Level 4 77 Level 3 Level Level 3 Level Level 3 Level 3 fLevel3 Level [Level 3 Level3 (Level 3 Level 3 * Fjel3 Level 3 Level 3 Level S (Level 3 Level f [Level3 Level Level 3 .• • • :. • • Level [Level 3 Level y3 Level3 (evel3 Level [Level 3 Level r=evel 3 1T Level rLevel Level2 [Lei Level Level2 Level2 [Level2 Level 2. Leyel2 07.063-63 L27 408 144 0063 0.063 031 0.063 .0 0631 031 0 063 1 0.31 0063 031 0.063 031 0.063 '0063] 0.063 177- !0351 I 0.063 0 063 0.063 0`10 6 3 1 0.063 . 0.063 - • . . - .-:- '0'.063 031 0063 j j063 J .0.526 L 0 063 0.063 031 . 0.063 7, oöfl 031 031 0063 * 0.063 1 0.063 0311 006..063 0.063.0.063 0.31.031 L27 - 408 144 '031 L33 498 628 0.063 L8 395 246 0:063 L8 395 246 031 L9 402 i 0 063 L9 402 - . 156 0.31 . L13 4 42, L18 413 - 144 .0.063 L18 031' L19 414 144 0.063 Li? 414 144 7731 L21 388 864 0063 L22 393 1296 O06j L29 409 432 0.063.- L39 431 150 0351 L4 495 2808 0.063 L26 497 1080 OO63 L57 404 1296 L80 433 !,'217.186::0 063 L84 434 2171861 0.063 435 2171864 0063 L92 436 2171857 6.063 L96 217:1861 L97 438 217.1861- 0.063 L17 496 2598 0 063 L20 405 156 031 kL20 405 156 P.063,j L24 406 180 L24 406 180 N 0063 L25 410 140 0526 L25 7 410 7 140 L27 411 144 0063 411 144 031 L31,1 494 2740 0.063 L8 38277,246 0063 L8 382 246 031 L9 383 75.063 L9 383 156 031 L13 387 432T 0063 L18 392 144 .0.063 j 392 1440.31 L19 399 144 0.063 Th' 144 Ô Page 85 of 111 Absolute F Force Story. Label Unique Distance atSthrt atEndi Name End - in• -.-.__ Level L21 381 864 0.063 0.063 tLevei2 L22 394 1296 0.063 0063 Level 2 L29 398 432 0.063 0.063 Level 2 L39 430 150 , 0 526 05 26] Level 2 L4 397 2808 0.063- 0.063 Level 2 L7 64i" 0063i 7-5.706-731 Level L57 403 1296 0.063 0.063 Level 2' L61 322 2169549 0063 §70-0 -63— Level L65 429 2169549 0.063.0.063 LeveI2 TI7 412 25! 0063J 57 0063 1 Level 2: L20 385 156 031 031 [y&2 L20 - 1385 156 O063 0063] Level 1-24 386 180 031 031 Level 2, L24 386 0.063, 1Thö3 Level L25 389 140 0526 0.526 [Level 2 —L-2-77 Th89 0063 T 0 Level L27 390:*144 0.063 0.063 Level 2 L27 390 144 0'211 öijj Level 2 L31 491 2740 0.063,! 0 063 4.3 .2 Area Loads Table 4.116 Shell Loads Uniform Level F16 18 Live Gravity 40 ELevel 4 F20 7 Live Gravity 40] Level 4 F22 16 Live Gravity 40 L!!i.. F24 15 Livej Gravity40'] Level 4 F25 12 Live Gravity 40 [&4 F2 " 13 Li G7ity 40 j Level 4 F7 4 Live Gravity 40 Lvel3 F27 5 Live draty 40 Level 3 F29 6 Live Gravity 40 [l 3 F31 7 Live ' Gity 4J S Level 3 F33 8 Live Gravity 40 [Level3 Live c Gravit 40 Level 3 F36 10 Live Gravity 40 [evel3 F3 '22 Live Gravity t ' 40 j Level 3 F5 24 Live Gravity 40 Level 3 F8 ' Gravityi 40 ] Level 3 F9 23 Live Gravity 40 [[3 F1 25 Gravity 40 Level 2 F16 19 Live Gravity 40 Page 86 of 111 ITTT' I Story Label - Unique - -'-k Load Pattern • Direction Load I -i Name lb/ftj Hop-Amundson 21600300 Calculation by M Nekuda LA - 135 5, •. Loads 7I13I2016i 'V .:'-- 4. Table 416 Shell Loads Uniform (continued) Level 2 F38 21 Live Gravity 40 FLevel2 F3 '4 Gravity ö] Level 2 F5 14 Live Gravity 40 r Level2 F8 2 vity 40 Level 2 F9 11 Live Gravity 40 Level 2 fV 29j ¶ Lrve , Gravity 773 71 Level 4 F16 18 Superimposed Dead Gravity 6 Lvel 4 F20 Supenmposed Dead rav!ty 6 Level 4 F22 16 Superimposed Dead Gravity 6 LLevel4 F24 W15 t Supenmoid Dead Gravity . Level 4 F25 12 Superimposed Dead Gravity 6 f Level4 13 Supirimposid Dead ' Grity 6 Level 4 F7 4 Superimposed Dead Gravity 6 Level 3 F27 5 Supenp6sd Dead Gvii Level 3 F29 6 Superimposed Dead Gravity 6 ELevel3 F31 ,, 7 Supenmposd Dead Gvity 6'J Level 3 F33 8 Superimposed Dead Gravity 6 rLevel 3,'F35 6 Level 3 F36 10 Superimposed Dead Gravity 6 f Level 3 F3 Supenrposed Dead Gàvity 6 S Level 3 F5 24 Superimposed Dead Gravity 6 el3 F8 SupenmposedDiad Gravy 6J Level 3 F9 23 Superimposed Dead Gravity 6 [Ll 3 F1 Senmd Dad Gi 6s'4 Level 2 F16 19 Superimposed Dead Gravity 6 Lel 2 F38 i21 Spenmpoid Dead Giit' 61j Level 2 F3 3 Superimposed Dead Gravity 6 [evel2 14 Suriposd Dead Gavity )6 Level 2 F8 2 Superimposed Dead Gravity 6 (Leil21 F9 Su&ipoiedDi 6 ] Level 2 Fl 20 Superimposed Dead Gravity 6 VI . .., .. f..S •. .JV 44 Functions i 4.4 .1 Response Spectrum Functions Table 4.17 Response Spectrum Function ASCE 7-10.. Se se ASCE7 10 0 0313713 0 1117 043 8 D 10532 157 0784283 0450067 O 115 30 7M283 _7477 11 ____ 77 ASCE7 10 0.574 0.7M283, 1ASC710 ]. ASCE7 10 1 0450067 [ACE7 10 12 r 0 3750i fS _y FV:c5 .•: ASCE7-10 1.4 0.321476 . • " , • V ' V S. .5..t.: V•,• ,:,. Page 87 of 111 II - .V • - • - . V ' . .. V V., S ••S S. -. •4SV •SV V V •V 5'V'•' V. VSV (S• - V. tory ¶ Labek Un e . toad Paftern. : Direction lb/f! Name.Accelerat,on SS ' Damping ZFa't )SDS" ' i Ss S1 Class Fv SD1i1 Linear Static - LiStati —TorsionSPECXE —Tsi6nSECXEDFT —TorsionSPECYE LinearStatic ionSPEcYEDFT TLinarStaticq Dead -• Linear Static Lin.Stc Suerirnposed Dead• Linear Static [ EQX LineaiStatic EQXP • Linear Static tEQ EQY • • Linear Static • VM71-957T I,:Lj5ta9 -• EQYN Linear Static )PECX , Resp&Strum SPECXE Response Spectrum JSPECXEDFT RsSum - SPECY . ResponseSpectrum. 1TSPECYE RponseSpec] SPECYEDFT - Responie Spectrum • EQXPDFT __infSJ :: Linear Static : [-QXNDF1[i LirStati74 LName Priod j Acceleration Damping . Ss TE4!SIt Class SDS SD 1i ASCE7 10 -.1.6. 0.28i292 I ASCE7 10 2 0 225033 [ASCE7 10 0 180027 7 177 ASCE7 10 3 0.150022 tASCE7.10 ASCE710 4 0112517 FASCE71O 9j000 ASCE71O 5 0090013 AscE7-10 6: :0.075011 . .:: IX =52 ASCE7 10 7 010642 95 ___ ASCE7 10 8 0056258 [7jO ASCE7 10 9 0 044451 ASCE7 10 10 0.036005 •-' •. ..• 4 5 Load Cases Table 4:18 Load Cases Summary [ Name Typej -: EQYDFT : Linear Static [ EQYPPF= Linear Staticij EQYNDFT Linear Static EQXDETI . .Liner Static.: j EQXPDFT1 Linear Static EQXNDFT1 .Linear Static jj EQYDFT1 Linear Static j EQYPDF71 LiZeir Static EQYNDFT1 Linear Static 46 Load Combinations t Name CMB1GRAV [cMB1GRAv CMB2GRAV CMB2GRAV ENVGRAV ENVGRAV . [CM1SPEC CMB1SPEC MB1SPEC CMB1SPEC FCMB2SPEC CMB2SPEC [CMB2SPEC CMB2SPEC CMB3SPEC CMB3SPEC ICMB3SPEC CMB3SPEC [CMB4SPEC CMB4SPEC CMB4SPEC CMB5SPEC CMB5SPEC 1CMB5S CMB6SPEC [CMB6SPEC CMB6SPEC CMB7SPEC CMB7SPEC [CMB7 Table 4.19 Load Combinations =~~t No No J No No No NJ No No No NO No No 4 No No N] No 'No No No No No No No No No No 'Load?, se!Combo Factor Scale'-.-' Type Dead 1.4 Linear Add Superimposed Dead 14 Dead 1.2 Linear Add Superimposed D 7_7[CMB2GRAV T' Live 1.6 çMB1 GRAV 1 7 Envel CMB2GRAV 1 Dead 1.36,',. Linear Add Noc Superimposed Dead 1.36 Live SPECX 1 DeJ 1.36 LarAdd Superimposed Dead 1.36 .'Live . 1 SPECXE 1 Dead 1 36 LiiAdd Superimposed Dead 1 36 Liv& - 1 TT SPECY 1 'Dead T36 L!near Add Superimposed Dead 1.36 CMB4SPEC SPECYE 1 D Oi Linear Add Superimposed Dead 0.74 SPECX Dead 0.74 Linear Add Supi pd Dead 074 Tq SPECXE 1 D 074 Linear Add Superimposed Dead 0.74 SPECY i Page 8goflll Hope-Amundson 216003 00 Calculation by M Nekuda LA.:-.'138 Loads 7/13/2016 I Table 4.19 Load Combinations (continued) S Name rr t Type Auto m Case!Cobo Factor CMB8SPEC Dead .014 Linear Add No BBSPEC Suue Dead CMB8SPEC SPECYE 1 No ENVCONC7 CMB1SPEç ' EnveI JJ ENVCONC CMB2SPEC 1 No [ENVCONC 'CMB3SPEC ENVCONC CMB4SPEC 1 No [VCONc CMB57Eö ENVCONC CMB6SPEC 1 No [VCONC i ENVCONC CMB8SPEC 1 No S / r .1% P6ge90of111 Hope-Amundson 216003.M Calculation by M Nelcuda LA - 139 Analysis Results 7/13/2016 5 Analysis Results This chapter provides analysis results 5.1 Structure Results Table 5.1- Base Reactions -0.0003051 0 15475.09 190666195 -2065729.94 0.02 : Dead 0 0 : Live 0 0 00001059 0 557974 698601.88' 738396 25 0 01 0 228E05 0 111306 14019034 14608237 0001352 0 Superimposed Dead 0 0 EQX 0 84 0 0 0 34411 59 19201073 0_ 159284 0 0 0 3441159 19822851 0 EQXP 0 0 [' EQXN 0 159284 0 0 .. Th4411 59 18579294 EQY' . .0 -1592.84 0. 34411.59 .. .0 -222236.77 0: 0 0 EQYP' 0 0' 0 159284 3441159 0 - 22798303 0 0 159284 0 3441159 0 21649052 0 EQYN 0 0 [ECXMaX1 77 135391 '6047612921979 3405 0 SPECXE Max 0 0 135391 31116 0 604761 2921979 18698213 0 SPECXEDFT Max 0 .eOj 1151 36 26461 .0 514287 ?4840A2,'-,15900905 0 SPECYMax 0 0 33173 135391 0 275381 703036 17878572 0 FTSPEYE Max 0 0 33173 135391 0 275381 703036 18374469 0 SPECYEDFT Max 0 0 264.61 107998 0 21966 34 5607.91 146567 76 0 L1EQXDFT 0 0 0 07.1.70 ,"0 0 0 EQXPDFT 0 0 0 0 0 0 0 0 0 S EQXNDFT 7 5 0 7'7-0 0 0 0 0 EQYDFT 0 0 0 0 0 0 0 0 0 jJQYPDFT 0 0 EQYNDFT 0 0 0 0 0 0 0 0 0 L EQXDFT1 777 135017 0 ö - 294093 169925 EQXPDFT1 0 0 135017 0 0 0 294093 16766828 0 f7EQXNDFT1 0 1350 17 0 0 0 '294093 15713021 0 0 EQYDFT1 -0-*115267 0 2526853 0 1618802 0 [ EQYPDFT1 EQYNDFT1 0 0 0 0 115267 0 2526853 . 0 0 115267 0 2526853 0 15773877 0 MB1GRAV 0 f 0 0000'i "O 2322341 286559321 309653723 r 003 0 CMB2GRAV ' ENVGRAV Max 0 0 I1_1 _J] -0.0005629 0 28833 37 3573985 77 -3835608.77' 0.04 0 0 000459 1 0 2883337 357398577 3096537 23 0 04 0 - ENVGRAVMin 0 0 00005629 0 2322341 286559321 383560877 003 0 B1SPEC Max 0 0 XS 135391 31116 2813963 348836862 ,37172412 1793 0 CMB1SPECMin 0 0 135391 31116 28139.63'3476273.39 377568078 17933402 0 reMB2SPEC Maxr 0 —o---i 1353Thr 31116 2813963 348836862 3717241 2 186982 17 CMB2SPECMin 0 0 135391 31116 2813963 347627339 377568078 1869821 0 rMB3SPEcM 0 33173k 135391 2813963 350985911 373943063 17878575 0 CMB3SPEC Mm 0 0 m331.7.3. 135391 2813963 34547829 -3753491.35 17878568 0 [MB4SPECMax 0 0 ] 33173 135391 2813963 985911 373943063 18374473 0 CMB4SPEC Mm 0 0 -331.73 135391 2813963 34547829 -3753491.35 18374465 0 S L CMB5SPECMax CMB5SPECMin ' 0 0 : 0' r , ' ,. 0. 135391 311 16 1227523 152071831 1607521 32 17933407 1353.91 -311.16 12275:23 1508623.08 -1665960.9 -179334.04 0' I Page 91 of 111 FY :MyTMz:?., :':'; L Case/Combo kip kip kip kup ft kipft kup ft ft ft ft , Hope-Amundson 216003 00 Calculation by M Nekuda LA - 1.40. An Results 7/13/2016 is I ' Table 5.1 Base Reactions CMB6SPEC Max 1353.91 311.16. 12275.23 1520718.31 -1607521.32 186982.15 . 0 . 0. 0 L...2!!6SPEC Mm 135391 31116 1227523 150862308 i65960 9 18698212 0 0 0 1 CMB7SPEC Max 3311.73 135391 1227523 15422088 1629710 75 17878573 0 0 0 [cMB7SPEcMIn 331 73 135391 1227523 14871326 164377147 785 O7 o CMB8SPECMax 33173 135391 1227523 15422088 162971075 1837447 0 0 0 [CMB8SPECMIfl ,331 73 135391 1227523 1ä32 1643771 47 18374467 0 o] ENVCONC Max 135391 135391 2813963 350985911 160752132 18698217 0 0 0 [ENVcONCMU1 135391 135391 1227523 14871326 377568078 18698212 ö' 0 Table 5.2- Centers of Mass and Rigidity. [Ldad MfX. (continued) ft rCase/Cornb kip kip kip kip ft s kip ft . kipft ft ft MassX. Mass XCM. .,'- .YCM Cumulative Cumulative .... XCCM- . . YCCM . ,XCR' YCR Story Diaphragm lb s2/ft lb-s2/ft ft ft X V ft ft l lb s2/ft lb s2lft * Level 4 Dl 0 0 220 4052 51.5038 0 0 0 0 FLevel3 ___D1 00 10709221258528 0 0 0 O Level2 Dl 0 0 1089179 1227091 0 0 0 0 Table 5.3 Diaphragm Center of Mass Displacements Level4 Dl Dead 0011494 0163137 0000431 152 2204052 515038 336667 Di Live 0000281 iO68787 0000182 152 0'52 515038 3366671 - Level 4 Dl Superimposed Dead 9 2E 05 0010195 2 7E 05 152 220 4052 51.5038 336667 [Level4 Dl EQX 07302 0031411 75.000201,q '.152 2204052 515038 336667] Lev el4 Dl EQXP 0721855 0012953 0000223 152 2204052 515038 336667 Level 4 - Dl EQXN 0738546 0049869 0 00017 152 220 4052 515038 336667] Level4 Dl EQY 0036921 0814454 96E05 152 2204052 515038 336667 r!l4 D1 EQYP 0044782 0829346 0000112 ii 2204052 515038 336667] Level 4 Dl EQYN 002906 0.799561 -8E-05 152 220 4052 51.5038 336667 ILevel4 61 SPECXMax-'0.6411411.4,0.11226551.-0000196 152 2204052 51 5038 336i!J Level Dl SPECXE Max.- 0650062 0140737 0000216 152 2204052 515038 336667 Level4 Dl SPECXEDFT Max 0552811 0119682 0000184 fl52 2204052 515038 336 Level 4. Dl SPECY Max 0169967 0669659 67E05 152 2204052 515038 336667 tLeel4 D1 SPECYEM 0176502 0681064 78E' 2204052 515038 3366671 Level4 Dl SPECYEDFT Max 0140791 0543264 &2E-05 152 2204052 515038 336667 [lT D1 EQXDFT 0 -. E. 0 152 2204052 515038 33.66 71 Level 4 Dl EQXPDFT 0 0 0 152 220 4052 51.503&' 33.666T Level4 D1 EQXNDFT ö' 0 152 M.4062-515038 3366671 Level 4 Dl EQYDFT 0 0 0 152 220.40 52 51.5038 33 6667 [LeveI4 D1 4 EQYPDFT ' 0 0 220 4052 515038 —33-6-66-71 . . . . Level . .01 EQYNDFT 0 . . 0 . :. 0 - 152 220.4052 51.5038 :33.6667 [[vel4 Dl ' EQXDFTT 0627377 0025835 0000174* 152 2204052 515038 336667] Level4 Dl EQXPDFT1 062027 0009898 0000194 152 2204052 515038 336667 01 - 'EQXNDFT1T 0634484 0041772 0 000154 152 2204052 51 5038 3366671 Level 4 Dl EQYDFT1 0.028.477 0 598208-7.3E-05 152 220A052 51.5038 336667 Page 92 of 111 - . rr - -.- • Load -----.--.-- UX .-'----- UY -.-.----- ,•,, RZ -----. ' .-.-*------- X r---- .. Story Diaphragm - Case/Combo in in rad Point ft ft , Hope-Amundson 216003 00 Calculation by M Nekuda LA - 141 Analysis Results 7/13/2016 Table 5.3 Diaphragm Center of Mass Displacements (continued) Level Dl EQYPDFT1 0.034202 0.609271 -8.5E-05 152 220.4052 51.5038 33.6667 Level4 Dl EQYNDFT1 0022753 0587146 61E05 152 2204052 515038 3366671 Level 4 , Dl CMB1GRAV : -0.01622 0.242664 -0.000641 152 220.4052 51.5038 33.6667 ' Level4 Dl I CMB2GRAV -0.013454 0.318056 -0.000841 152 220.4052 51.5038 '33.66671 Level ' Dl , ENVGRAVMax -0.013454 0.318056 -0.000641 '152 220.4052 51.5038 33.6667 [jyel 4 Dl ENVGRAV Mm 0 01622 0 242664 0 000841 152 220 4052 51 5038 33 6667 Level 4 Dl . CMB1SPEC Max , 0.625665 0.427172 -0.000609 152 220.4052 51.5038 33.6667 . Level4 Dl CMB1SPECMin 0656617 0181863 0001002 152 2204052 515038 336667] Level Dl CMB2SPEC Max 0.634586 0A45254 -0.000589. 152 220.4052 51.5038 '33.6667 Level 4 Dl CMB2SPEC Mm 0665538 0.163781 0001021 152 220 4052 51.5038 33 66671 .Level 4. Dl ' . CMB3SPEC Max ' 0.154491 0.974176, '-0.000739 152 220.4052 51.5038 33.6667 Level 4.' Dl CMB3SPEC Mm -0.185443.0 365141 0000872 152 220 4052 51 5038 3366671 Level 4' Dl CMB4SPEC Max ' 0.161026 0.985581 -0.000728 152 220.4052 51.5038 33.6667 Level 4 Dl CMB4SPEC Mm A. 191978 -0.376546 0000883 152 220 4052 51 5038 3366671 Leve14 Di CMB5SPEC Max 0.632567 0.25092 -0.000143 ' 152 220.4052 51.5038 33.6667 Level Dl CMB5SPECMin 0649714 0005611 0000535 152 2204052 515038 33667 Level.4; 'Dl ' ,CMB6SPEC Max 0.641488 0.269002 -0.000123 152 220.4052 51.5038 33.6667 [Level 4 Dl CMB6SPEC Mm 0658635 0012471 0 000555 152 220 4052 51 5038 336667 Level 4 . Dl . CMB7SPEC Max 0.161393 0.797924. -0.000272 ' 152 220.4052 '51.5038 33.6667 Level 4 Dl CMB7SPEC Mm -0.117854 :-0.541393 -0.000406 152 220:4052 51 5038 33.6667 Level 4 ' Dl CMBBSPEC Max' 0.167929 0.809329 -0.000261 :152 220.4052 51.5038 33.6667 Level 4 Dl CMB8SPEC Mm -0:185076 -0.552798 0 000416 152 220 4052 51 5038 33.66671 Level , ' Di ' ' ENVCONC Max 0.641488 0.985581 -0.000123 152 220.4052 51.5038 '33;6667 Level 4 Dl ENVCONC Mm -0.665538 0 552798 -0.00110211 152 220 4052 51 5038 33 6667 Level , ' Dl Dead' -0.009278 -0.01153 .-8E-06 153 107.0922 125.8528 23.5' [Level3 Dl Live 0001197 0005307 3E06 153 1070922 1258528 2357 Level 3 ' Dl Superimposed Dead -0.000237 -0.000856 -1E-06 ' 153 107.0922 125.8528 ' 23.5 ' Level3 Dl EQX 0565835 0008451 28E05 153 1070922 1258528 235 Level Di : . EQXP . 0.564195 0.015241. 2.6E-05 153 107.0922 125.8528 ..23.5 ' Level3 Dl EQXN 0567475 0001661 3E05 153 1070922 1258528 235 Level 3 Dl , EQY 0.035115 0.684188 2.9E-05 153. :107.0922 125.8528 23.5 [Level3 Dl EQYP 0036667 0677606 3E05 153 1070922 1258528 235 Level3 Dl EQYN 0033563 069077 27E05 153 1070922 1258528 235 Level3 D1._SPECX Max 0486093 0124998 5E05 153 1070922 1258528 235 Level 3 ' Dl ' SPECxE Max . :0.48807 0.130949 5.3E-05 ' 153 107.0922 125.8528 ' 23.5 Level3 Dl SPECXEDFT Max 0415053 0111359 45E05 153 1070922 1258528 235 ,Level3 ' Dl ' 'SPECY Max 0.130787 0.566885 3.6E-05' .153 107.0922 125.8528 .23.5 Level3 Dl SPECYE Max 0132126 057213 38E05 153 1070922 1258528 235 Level 3 , Di , . SPECYEDFT Max, 0.105393 0.456372 3E05 ' 153 107.0922 125.8528 23.5 Level3 Dl EQXDFT 0 0 0 153 1070922 1258528 235 1 Level . ' , Dl ' EQXPDFT , 0 ' . 0 . . 0 153, , 107.0922 125.8528 ' 235 Level3 Dl EQXNDFT 0 0 0 153 1070922 1258528 235 LeveI3 Dl EQYDFT 0 0 0 153 1070922 1258528 235 Level3 Dl EQYPDFT 0 0 0 153 1070922 1258528 2351 Level .3 Dl . EQYNDFT ' • 0 ' o 0 153. :107.0922 125.8528 .23.5 . ' • ' 'Load Story' Case/Combo . Diaphragm :Pount in --' 'in . rad -''' • ft. ' ft . " ft Page 93 of 111 Hope-Amundson 216003-00 Calculation by M Nekuda LA - 142 Analysis Results 7/13/2016 Table 5.3 - Diaphragm Center of Mass Displacements (continued) Level 3 Dl EQXDFTI 0.483734 0.00658 2.4E-05 153 107.0922 125.8528 23.5 Level 3 . Dl • EQXPDFT1 0.482346 0.012393 2.2E-05 153 107.0922 125.8528 23.5 Level 3 Dl EQXNDFT1 0.485123 0.000766 2.6E-05 153 107.0922 125.8528 23.5 Level 3 Dl EQYDFT1 0.0264.15 0.499022 2.2E-05 153 107.0922 125.8528 23.] Level 3 Dl EQVPDFT1 0.027534 0.494175 2.3E-05 153 107.0922 125.8528 23.5 Level Dl EQYNDFTI 0.025296 0.503869 2.1E-05 153 107.0922 125.8528 23.5 Level Dl CMB1GRAV -0.013321 -0.01734 -1.1E-05 153 107.0922 125.8528 23.5 F Level 3 Dl CMB2GRAV -0.013334 -0.023354 -1.5E-05 153 107.0922 125.8528 .23.5 Level 3 . Dl ENVGRAV Max -0.013321 -0.01734 -1.1E-05 153 107.0922 125.8528 23.5 Level3 Dl ENVGRAVM1n -0.013334 -0.023354 -1.5E-05 153 107.0922 125.8528 23J Level 3 Dl CMB1SPEC Max 0.471955 0.102846 3.6E-05 153 107.0922 125.8528 23.5 Levél3 Dl CMBISPEC Mm 0.500231 -0.147149 -6.5E-05 . 153 107.0922 125.8528 23.5 Level 3 Dl CMB2SPEC Max 0.473932 0.108797 3.9E-05 153 107.0922 125.8528 23.5 LLevel 3 Di CMB2SPEC Mm -0.502208 -0.1531 -6.8E-05 153 107.0922 125.8528 23.5 Level 3 Dl CMB3SPEC Max 0.116649 0.544733 2.2E-05 153 107.0922 125.8528 23.5 Level 3 Dl CMB3SPEC Min -0.144924 -0.589037 -5.1E-05 153 107.0922 125.8528 23.5 1 Level 3 Dl CMB4SPEC Max 0.117988 0.549979 2.3E-05 153 107.0922 125.8528 23.5 1 Level 3. Dl CMB4SPEC Mm -0.146263 -0.594282 -5.2E-05 153 107.0922 125.8528 23.5 j Level 3 Dl CMB5SPEC Max 0.479052 0.115832 4.4E-05 153 107.0922 125.8528 23.5 Level 3 Dl . CMBSSPEC Mm . -0.493134 -0.134163 -5.6E-05 153 107.0922 125.8528 23.5 Level 3 Dl CMB6SPEC Max 0.481029 0.121783 4.7E-05 153 107.0922 125.8528 23.5 [Level3 Dl CMB6SPECMin -0.495111 -0.140114 -5.9E-05 153 107.0922 125.8528 . 23.5 Level 3 Dl CMB7SPEC Max 0.123746 0.55772 3E-05 153 107.0922 125.8528 23.5 Level 3 Dl CMB7SPEC Mm -0.137828 -0.576051 -4.2E-05 153 107.0922 125.8528 23.5 . Level 3 Dl CMB8SPEC Max 0.125085 0.562965 3.2E-05 153 107.0922 125.8528 23.5 Level 3 : oi CMB8SPEC Mm -0.139167 -0.581296 -4.4E-05 153 107.0922 125.8528 235 Level 3 Dl ENVCONC Max 0.481029 0.562965 4.7E-05 153 107.0922 125.8528 23.5 Level 3 Dl ENVCONC Mm -0.502208 -0.594282 -6.8E-05 .153 107.0922 125.8528 23.5 j Level 2 Dl Dead -0.003315 -0.005419 -4E-06 154. 108.9179 122.7091 12.1667 Level 2 Dl . Live -0.000782 -0.002671 -2E-06 154 108.9179 122.7091 Level 2 Dl. . Superimposed Dead -0.00016 -0.000433 -2.877E-07 154 108.9179 122.7091 12.1667 LLeve12 Dl EQX 0268225 0003471 8E06 154 1089179 1227091 121667j Level 2 Dl EQXP 0.267593 0.000288 7E-06 154 108.9179 122.7091 12.1667 Level Dl EQXN 0268856 0007231 9E06 154 1089179 1227091 1216671 Level 2 Dl EQY 0.055935 0.429786 2.7E-05 154 108.9179 1227091 12.1667 Level 2 bi EQYP - 0.056495 0.426172 2.7E-05 154 108:9179 122.7091 12.16671 . Level . Dl EQYN 0.055376 0.433399 2.6E-05 154 108.9179 122.7091 12.1667 Level Dl SPECX Max 0224982 0087341 2E05 154 1089179 1227091 121667] . . • • Level 2 • Dl SPECXE Max 0.225486 0.094386 2.1E-05 154 108.9179 122.7091 121667 • . [Level2 Dl SPECXEDFT Max 0191753 0080265 18E05 154 1089179 1227091 1216671 Level 2 Dl SPECY Max 0.090087 0.364985 2.9E-05 154 108.9179 122.7091 12.1667 Level 2 Dl SPECYE Max b.000508 0368641.2.9E-05"154 108 9179 122 7091 12,.1667,'1 Level 2 Dl • SPECYEDFT Max 0.072196 0.294054 2.3E-05 154 108.9179 122.7091 12.1667 [Level 2 Dl EQXDFT 0 0 0 154 1089179 1227091 12.1667 • Adk • Level2 Di EQXPDFT 0 0 0 154 108.9179 122.7091 12.1667 Story Diaphragm Load • UX UY • RZ .. Point x • V . . • • . Case/Combo in in" . .. rad • • . ft ft ft. Page 940f 111 Hope-Amundson 216003 00 Calculation by M Nekuda LA - 143 Analysis Results 7/13/2016 Table 5.3 Diaphragm Center of Mass Displacements (continued) Level Dl EQXNDFT 0 0 0 154 1089179 1227091 121667 [vel2 Di,j EQYDFT '0 0 0 154 1089179 1227091 1216671 Level Dl EQYPDFT 0 0 0 154 108.9179 122.7091 12.1667 Level2 'D1' EQYNDFT . 0 154 108.9179 122.7091 12.1667J Level 2 Dl :' EQXDFT1 0.22713 -0.003419 7E-06 154 108.9179 122.7091 12.1667 2 D1 EQXPDFT1 '0226584 0000323 T6E 06 f 154 108 9179 122 7091 12.1661 Level 2 'Dl EQXNDFT1 0.227676 -0.006516 7E-06 154' 108.9179 122.7091 12.1667 [Level2 .. Dl EQYDFT1 0040953 0311439 2E05 154 1089179 1227091 1216671 Level 2 Dl EQYPDFT1 0.041371 0.30896 2E-05 154 108.9179 122.7091 '12.1667 Level2' . EQYNDFT1 ", L0.040535 0.313918 t9E-05 154' 108.9179 1221091 12.16671 Level 2 . Dl CMB1GRAV 0.004865 -0.008194 -6E-06 154 108.9179 122.7091 12.1667' Level Dl CMB2GRAV 0005421 0011296 8E 06 154 1089179 122 7091 12.16 2 1667] Level 2 Dl ENVGRAV Max' -0.004865 -0.008194 . -6E-06 '154 108.9179 122.7091 12.1667 Level 2 Dl 'i. ENVGRAVMi _ 0005421 0 011296 8E06 '154 1089179 122 7091 12 1667] Level Dl CMB1SPECMax 0219474 0076711 13E05 154 1089179 1227091 121667 [Level2 'D1 CMB1SPECMin, 023049 0097971 '28E05 t 154 1089179 1227091 121661 : Level 2 Dl , CMB2SPEC Max 0.219979 0.083756 ' 1.4E-05 154 108.9179 122.7091 12.1667 ,Levél2 ,J. Dl' ' ' CMB2SPEC Mm.- -0.230994 1-0.105016 .-2.9E-05 "l 54 1'08.9179 122.7091 i2i. Level 2 ' D1. CMB3SPEC Max '• 0.08458 0.354355 2.2E-05 154 108.9179 122.7091 12.1667 [Level 2 Dl CMB3SPEC Mm -0.095595 0375616 3 7E 05 j4 108 9179 122 7091 1216 , Level 2' I!ve12 ' ' Dl CMB4SPEC Max 0.085 0.3580,11 0379272 2.2E-05 37E05 154 154 108.9179 1089179 122.7091 1227091 '12.1667 1216671 Dl r CMB4SPECMmn 0096016 ' . Level 2 Dl CMB5SPEC Max 0.222411 0.08301 1.7E-05 154 108.9179 122.7091 12.1667, ' [L[ D1 ëiB5SPECMin - 0227554 0091672 23E05 154s 1089179 1227091 1216671 ' Level 2 1 Dl . CMB6SPEC Max 0.222915 0.090055 1.8E-05 - 154 108.9179 122.7091 12.1667 ' ILe\tel2 Dl CMB6SPECMin 0228058 Th098717 24E 05' 154 -5-- 1089179 --5-- 1227091 -.--• 121667 _ 5' Level 2 . Di' CMB7SPEC Max '0.087516 '0.360654 - 2.6E-05 . . 154 108.9179 '122.7091 12.1667 [[el 2 ., Dl 'CMB7SPEC Mm 0092659 0369316 3 2E 05, 154 108 9179 122 7091 T117 Level 2 Dl . CMB8SPEC Max:. 0.087937 0.36431 2.6E-05 '154 108.9179 122.7091 12.1667 ' [evl2 D1 CMB8SPECMmn'i 0093079 0372972 32E05 l54 1089179 1227091 121667 • . - ' ' Level 2 ' Dl . ENVCONC Max 0.222915 0.36431 2.6E-05 154 108.9179 122.7091 12.1667 . Level 2 D1 ENVCONC Mmii 0230994 0 379272 'T7E 05 154 108 9179 122 7091 121667j 5.2 Story Results Table 54 Story Drifts lo ' Level ' Dead ' X' 0.006514 s188.. 192 '. 33.6667 ' ' • .' .; 'Level4 '' Dead Y 0001052 ,, 53 18j 192 '336667] Level Live X 0004322 53 188 192 336667 Level 41 rimposedDead X 0000651 T88 192 3366J . . . . . Level 4 ' ' EQX , X 0.002715 53. ' 188 192 33.6667 LLevel4 EQX T' 0 000559 l87 0 33 6667] ' ' ' Level Level4' EQXP ' 'X 0.002717 52 ' 188 17,4 33.6667 3366671 EQXP'' V 0000571 Th87 18B49 Th Page95of 111 Load- •. UXS . - UY" '-V Jil rStory I Diaphragm.' _"6 .. ' • . • ase/Combo . -. .;' in - in . i Point rad . . E- . • ''."" Story, -' • . Direction 1/Drift, Label '' •; ' ' -"1 Case/Combo 53 ft Hope-Amundson 216003.00 '., Calculation by 3. M NeKuda LA - 144 Analysis Results 7/13/2016 Table 5.4 Story Drifts (continued) _______ ___________ EQXN X 0002768 53 188 192 Level4 336667 f Level 4 Level 4 336i 33.6667 - - 'EQXN a '1 'Y 0 000546 187 18849 "0 - EQY X . 0.000405 - 73' -. 252 156 FLevel4 3366671 4EQY ' Y 0001094 60 252 102' EQYP X 0000411 73 252 156 Level4 336667 lLevel4 Level 4 3366671 33.6667 .. EQYP Y3 0001106 J60 , 252 ,102 EQYN X 0.000399 73 252 156 1, Cevel 4 3366671 - EQYN .' 0 001083 60 - 252 102 Level 4 33.6667 SPECX Max - X - 0.00355 -74 252 174 LLel4 336667j SPECXMax 'Y 0000919 75 252 j2" Level 4' [Level 4 33 SPECXE Max ' X 0.003572 -74 252 33.6667 7_7 . - 174 SPECXE Max 1 V ' -0.00092 75 252 192 SPECXEDFT Max X 0003037 74 252 174 Level 4 336667 [Level 4 Level 4 33 6667 336667 SPECXEDFTM 0000782 75 252 192 SPECY Max X 0000925 53 188 192 rL'vei4 36667J SPECY Max Y 0000949 7541,252 192 ' -. 'Level4 33.6667 SPECYE Max - X . 0.000975 ' 53' ' 188 192,' Level 4 Level 4 33.6667 33.6667 ECYE Max Y 0.0009M 75 252 192 SPECYEDFT Max X ' 0.000778 53 188 ' 192 jvel4 -3'3-6'6- 671 SPECYEDFT Max 0.000761 75 , 252 192 Level 4 1 Level 4 , EQXDFT1 X 0.002391 - - 53 188 192 33.6667 33J EQXDFT1 " 0 000485 187 188.49; 0 ' -: - : •. - - Level 33.6667 EQXPDFTI . X -. 0.002395 52 - .188 174 . , [Level4 33.66671 EQXPDFT1 0.000497 r187 18849 0 Level 4. tLeve14 336667 336667t EQXNDFT1 X 0002436 53 188 192 EQXNDFT1' " V 0000474 187 18849 3 Level .4 33 6667 EQYDFT1 X 0.000295 73 252 156 [Level 4 336667] J,174 EQYOFT1 - V 0000833 174 _T5_27- - . -. . ;• . . . - - LeveF4' 33.6667 EQYPDFT1 - - Y - 0.000839 ', 74 -.252 - -174 , 3 [,evel4 Level4 336667j 336667 'EQYNDFTI "X" 000029 73, 252 156 EQYNDFT1 V 0000827 74 252 174 1iel 4 Level '73 336667 CMB1GRAV 0010031 53 188 `;'53 192 CMBIGRAV V 0001557 53 188 192 rLevel4 3366671 'CMB2GRAV X' 0015513 53,j 188' 192 Level 336667 CMB2GRAV V 0001963 53 188 192 ILev4 336667] ENVGRAVMax X OOl003iS3" i" 192 Level Level 4., LLee4 336667 33 6667] 336667 33 6667] ENVGRAV Max Y 0001557 53 188 192 ENVGRAV Mint X 0015513 53' 188 192 ENVGRAV Min V 0001963 53 188 192 CMB1SPEC Max ' X -0.010566 "t.188 , p192 Level .4 33.6667 CMB1SPEC Mm X 0.017566 53 p188 192 [Ll4 336667j CMB1SPECMin Y 0002535 . 53 188 192 ' Level 336667 CMB2SPEC Max X 0010496 53 188 192 33 6667 CMB2SPEC Mu, X 0017636 L 188 192 Level 4 33 6667 CMB2SPEC Mm V 0.002535 53 188 192 Page96of 111 I, Loath • '.. -. 'Direction '.-: '- - ____ X;-" ___________ ______ CasêIComb LabeI Case/Cornbo X ft4 Level 4. CMB3SPEC Max 0013141 53 188 192 336667 Cel 'MB3SPECM 0.014991 53) 4il 88 )i92 -376-6'6-71 Level4. CMB3SPEC Mm ' 0.002447. . 53 188 192 33.6667 fLI4t CMB4SPECMax X1 0013091 3L 336667 Level 4 CMB4SPEC Mm X 0.015041 53 188 192 Ll 4 éCMB4SPEC Min_ V 0.002448 192 33 66J Level 4 . CMB5SPEC Max X 0.003545 74 252 174 33.6667. jLl4 ror 0001018 336667,1 Level 4 CMB58PEC Mm X 0.008802 53 188 192 33 6667 [Lev "1- CMB5SPEC Min, Oöb1453~Ivw 53) 3667J Level 14. CMB6SPEC Max X 0.003566 ,. 74 . ___252 • 174 33.6667 CMB6SPECMX 001019 .7 25 192 3.66671 Level •CMB6SPEC Mm: X 0.008872 53 188 192 33.6667 Ll4 MB6SPEC Mink V 0001453 53 1881 Level 4 CMB7SPEC Max X 0.004377 53 088 192 33.6667.- LLevei4 4CMB7SPEC Ma rV 0001048 252 192 336ä7I Level 4 C MB7SPEC Mm X 0 006227 53 188 192 33.6667 [t4 B7SPECMi 601365 '53 i' 7192 336667J Level 4 CMB8SPEC Max X 0 004327 53 )188 192 33 6667 ['Level 47 7B8SPEC Ma 0001053 252 192 3366671 Level 4 CMB8SPEC Mm X 0.006277 53 188 192 33 6667 cM8spEcMu,'wi nY 0001365 53 88' 192 3 66Y1 Level 4 ENVCONC Max X 0.003769 74 252 174 33 6667 ,Level 4., ENVCQNC Maxy 0.001189 33.6667] Level 4 ENVCONC Mm . X 0.017636 53 188 .192 33.666T LJl4 ENVCONCMin 0002535 53 = 336667J Level 3 Dead . . 0.000204 162. - 252 ... 138 :235 F7771 _3 Dead 88E05 99 259 235] Level 3 Live X -9.3E765,, 62 252 138 235 jLevel3 V71 36E05 t259 235J Level 3 Superimposed bead X •. 1.5E-05 62 252 : _138 . 23.5 [3 pnmpod Dead T 5E 06 t 0.062404 99 80 J237 12 9 0 L23 5 j] 23.5 Level 3 EQX X LLel3 EQX'' ' 000063 61t 52i-1204',fr235 J Level 3. . EQXP X: 0.002362 J80 .12 • . 0 . 23.5 EQXP4 'V j 0000609 61 252 120 7-2-3571 Level 3 EQXN X 0.002446 80 12 0 23.5- Yv 000065 vj20 235 Level EQY : X • 0000553 62 p252 .138 23.5• [Lel 3 kEQYtA, 001982 23.] Level 3 . EQYP'. . X . 0.000544. .62 : 252 • .138 .23.5 tLeve13 IEQYPT 0002001 252 120 Level 3 .. EQYN . X. 0.000561 62 252 138 23.5 LI3 4jEQYN Y.. . 0001962 761 120 23 5 Lvel 3 SPECX Max X 0 002247 80 12 0 23.5 WI. ••.•. •.. . ;.- : . : :. •• • • . I 1 . I • Page 97 of 111 . . .,. . • .• .. • . • . . • . t •••. '• , •• : • v. • • . • . ,.. I • HopeAmundson 216003 00 Calculation by M Nekuda LA - 146 Analysis Results 7/13/2016 : ... . ;... -. .' .• 0 0.;.... Table 5.4 Story Drifts (continued) Level 3 [Lev&3 23 5 jJ SPECX Max Y 6.000573 67 20.5 259 SPECXE 000229 8O' Level 3 23.5 SPECXE Max V 0.000608 67 20.5 259 [Lel 235T 1SPECXEDFTMai X 0001947 89j Th2 Level 3 23.5. SPECXEDFT Max Y 0.000517 67 20.5 259 [Ll 3 Level 3 23 51 23.5 2351J SPECY Ma 0 000575 62 '252 SPECY Max V 0001692 61 252 120 PECVE Max X 0000587 120 . 2403333 SPECVE Max V 0.001708 61 252 120 Level 3 235 [ck i1 SPECVEDFTMa -17=71-0000469 240.3333 öZ SPECYEDFT Max V 0.001362 61 252 120 Level 3 23.5 y fi3 Level 235 j 235 7 EQXDFTI 0002071 0 0 EQXDFT1 V 0000538 61 252 120 [Lei3 23 EQXPDFr1 0002034 80 12 0" Level 3 23 5 EQXPDFT1 V 0.000521 61 252 120 Le,eI3A 51 EQXNDFT1 0002107 80 , 12 Level Level3 EQXNDFTI V 0000556 61 252 120 235 235 'EQYDFT1 X - 0000387 252 --73-8777 EQYDFT1 V 0001459 61 252 120 Level3 235 [[l 3 2351 EQYPDFT1 0000381 , 62 1 Level Level 3 Level [Level 3 Level rLevel 235 23IJ 235 235 235 EQYPDFT1 V 0001474 120 2403333 0 ' EQVNDFT1 X 0 000393 ' 62 '252 138 EQVNDFT1 Y 0001445 61 252 120 cMB1GRAV X 0 000274 161 252 CMB1GRAV V 0000131 99 237...259 MB2GRAV xJ 0000307 60 '102 Level 3 23.5 CMB2GRAV V 0.00017 99 237 259 [Level 3 235 ENVGRAV Fj . X 0000274 252 120 Level 3 ENVGRAV Mm X 0.000307 60 252 102 23.5 [el 3 ENVGRAV Mii odloff " 99 237 ..259 Level 235 CMB1SPECMax X 0002118 80 12 0 [Level 3 Level 3 fLevel 3' 23 5 235 '1 235 CMB1SPEC Ma VF 0000667 259 CMB1SPEC Mm X 0002376 80 12 0 çIB1sPECMmn " 0 000656 99,L237 2i Level 3 23 5 CMB2SPEC Max X 0.002161 80 12 0 Level 3 235 71 CMB2SPEC'.. 0000702 67i 205 Level 3 .23.5, CMB2SPEC Mm X 0 002419 80 12 0 FLl 3 Level 3 235 CMB2SPECMi' Y,— 0000679 _____ 259 CMB3SPEC Max X 000074 62 252 138 Level 3 23 5 J 235 CMB3SPEC Max V jj 6.001764 12 2403333 0 CMB35PEC Mm X 000072 60 252 102 235'j MB3SPEM , 0.001756 61 Level 3 235 CMB4SPEC Max X 0 00075 62 252 138 7l5 235] CMB4SPEC YL T' 0001783 2403333 0 Level 3 23.5 CMB4SPEC Mm X 0.000733 60 252 102 0 . .. 'Page 0• 98of 111 I- 1 0 0 0 . .. 0 o'ad:,' fT WiS1 FStory7 I ;........ Direction Case/Combo Drift LabeI Hope-Amundson 216003 00 Calculation by M Nekuda LA -l 1.7 Analysis Results 7/13/2016 • Table 5A Story Drifts (continued) Leve3 23.5 .. : CMB4SPEC Mm V 0.001772 61 252'120. Lel 3 Cv1C ? '16 t 1 YQ CMB5SPEC Max V 0.000615 67 20.5 259 Level 3 23 .5, Level 3 195SPEC Mini d002307 CMB5SPEC Mm V 0.000561 99 237 259 Level 3 [Ci' Level 3 23 5 23.5 jIB6SPEC Mai ' X 0 00223 'o'7 7 CMB6SPEC Max V 0.000651 67 20.5 259 t CMB6SPEC Mm XJ 000235 80 j12 0 : Level 3 23.5 CMB6SPEC Mm V 0.000587 29 . 0 246 Level 3 evel3 2351 23.5.- --M 23.5 4 CMB7SPEC Max X' 0000715 ,138 CMB7SPEC Max V 6:09,1692 120 240 3333 0 CMB7SPECMin X 0 000585 T120 240 3333 Level [vel3 235 235 1 CMB7SPECMin V 000172 61 252 120 CMECMa 7x 0000g '62 138 Level 3 ______ fLevei3 235 235J CMB8SPEC Max V 0001711 120 240 3333 0 PEP Mind X 0000618 120... -'------ 2403333 Level 3 23.5 CMB8SPEC Mm V 0.001736 61 252 120 1l3 25j ENVCONC Max ,7, 7 X ' 000223 80' 12 ENVCONC Max V 0.001783 120 240 3333 0 Level 3 23.5 Lvel 3 Level 3 fLvel2 235 .1 23.5 ENVCONC Min X 0002419 12 0 ENVCONC Mm V 0.061772 61 252 120 Dead'- 8E05' X . 174 74 252 gy , Dead V 66E05 67 205 259 Level2 121667 rLI2 Level 2. 121667 Lwe'X Live V 32E05 99 237 259 [Level2 Level 2 121667 12.1667 SunmposedDd 9Ej 7T . 174 Superimposed Dead V 6E 06 67 205 259 EQX X 0002012 65 252 - Level 2* 121667 EQX V 0000944 65 252 210 [Lvel2 Level2 TF 1216671 121667 QXPV 0002024 65 1' 210 1 EQXP V 0000893 65 252 210 rL evel2 121667] 0002001 65 r 7. 252 210 Level j'1t Level2 EQXN V 0000995 65 252 210 121667 12j 12.1667 EQV 000467 r65 t252 210 EQYP V 0004717 65 252 210 FLl 2 .12-16671 7EQYN 0004623 252 210 SPECX Max X 0001681 73 252 156 Level2 ( 121667 PECXM 0000802 252 210 Level 2L 12.1667 . •. SPECXE Max X 0.001688 73 252 156 LLevel 2 12 16671 . SPECXE Y_ 0000864 252 210 Level 2 [Livel2l Level2 LLevel2 . Level .2 SPECXEDFT Max X 0001435 73 252 156 12.1667 2i6674 121667 6] SPECXEDFT, 0000735 SPECY Max. X 0000816 60 252 102 PECVMax VJ 000A 252 210 12 1667 SPECVE Max X 0000817 60 252 102 Page 99of 111 _______ Y?L6aPT. I ky Story I - Case/Cornbo - Direction Drift 4 Label ft • . Hope-Amundson 216003 00 - Calculation by M Nekuda LA - 148 .- .. ., ...-. ... ...-, . Analysis Results .- - .' . . 7I13I2016' .-••- _... 7. . TabIe5.4.StoryDrifts(contunued). • ;• 3. - . P... - .. ..• 4 SPECYE Max Y . 0.004076 65 252 Level 2 - 210 12.1667 I1LeveL2 102.4 i2 166JJ SPECYEDFT Mi 90052 }252 ;sPEcYEDFT Max, V 0.003251 -65 252 Level :29 12.1667 -. J FLel2 10 12166LJ EQXDFT1 )' 000171 52 Level 210 121667 EQXDFT1 V 0000806 65 252 Level2 210 12 1661 QXD] 000172 Level 2 210 12.1667 F EQXPDFT1 Y 0000763 65 252 LLveL2 210,. -,12.1 6671 EQXNDF1 0001701 65 352 Level 210 121667 t EQXNDFT1 V 0000849 65 252 - L.iel2 210 1216671 EQVDFTJ 0003409 '252 Level 210 121667 EQYPDFT1 V 0003443 65 252 3 Lel 2 "21Q 12166 JEQVNDFT1 J' V J 0003375 .65 p.252 Level 174 121667 . CMB1GRAV X 0.000124 74-1 .252 CMB1GRAV. 0 0001) 67 20 5. Lel 2 59 121j Level2 174 121667 CMB2GRAV X 0000201 74 252 ENVGRAVM J 0000124 74r 252 FLevl2 R174 121667j Level ENVGRAV Max V 0000112 99 237 259 121667 4, 12 —1-27— 252174 NVGRAVM Level1667I 0000201 ENVGRAV Mm - V 0.000128 ' 67 20.5 Level 2 259 12.1667 ,- [1ivel2 EC ' 0001667 573 252 156 121667j Level Level 2, 210 121667 4 174 121667j CMB1SPEC Max Y 0000766 65 252 CMB1SPECMir? tVX 0001818 74( 17252 CMB1SPEC Mm V 0.000839 65 252 Level 2 210 12 1667 CMB2SPEC Max X''' 0001674 - 73 Leel2 156 41216674 Level 210 121667 CMB2SPEC Max V 0000827 65 252 Level 174 ' 12.1P 71 Ij CMB2SPEC ,X-11- 0.00182 252 Level 2 210-12.1667. 1 . CMB2SPEC Mm V 0.000901 65 252 LLl 2' 84 ,12 16671 CMB3SPEC MT 6-0-00733 g7- 252 Level 2 210 '112.1667; CMB3SPEC Max V 0.003999 65 252 v&2 IF "102 ,12166 'MB3SPEC Mm X 000096 j60" ¶252 Level 2 210 121667 . CMB3SPEC Mm V 0 004073 65 252 r [Lil2 121667j MB4SPECMf 0000741 '9 252)t'84 CMB4SPEC Max V 0004039 65 252 Level 2. 210 121667 CMB4SPEC Mu X 0000961 60 252 Lef2. 02ij 121667j Level 210 121667 CMB4SPECMmn V 0004113 65.252 CMB5SPECMi 0001687 252 156 121667J -'- - - -. - Level 2. 210 12.1667 CMB5SPEC Max- V 0.000786 , 65, 252 -' Level 2 11 1 CMB5SPECMmn X1 0001704 74?j? J252 Level 210 121667 ' CMB5SPECMirm V 0000818 65 252 rLevel 2,CMB6SPECM t- Xci 0001694 252156_ 12 16674 Level 2 210 12.i 667 CMB6SPEC Max V 0000848 65 252 rLevel 27 174 '12.16671 jç6SPEcMIr 0001706 74 Level 2 210 12.1667 ' CMB6SPEC Mm V .0.00088. 65 252 LLevel 2 CMB1SPEC 0000755 60 252 102 12 Level 210 121667 - CMB7SPECMax' -- V ••---- 000402 65 252 - I '- 1 .. Page l000f 111 ..,•(_- - - .•-- - .- •• -, - --• - _4_ - ..•--- - --- , -4- - - oad - L .-'-•-m ____ Hope-Amundson 21600300 Calculation by M Nekuda LA - 149 Analysis Results 7/13/2016 Table 5.4 Story Drifts (continued) Level 2 CMB7SPEC Mm X 0000878F ~ab 252 102 12 1667 rLevel 2 CMB7SPEC Mm Y 0.004052 252 210 12.16671 Level 2 CMBBSPEC Max X 0 000756 60 252 102 12.1667 IcI CMB8SPECMai 000406 65 252 210 -1-2 _166_71 Level 2 CMB8SPEC Mm .' . X 0.000878 60 252 .. .102 12.1667 . Leel2 CMB8SPEC Min 0.00-40927 65 252 210 1216671 Level 2 ENVCONC Max X 0 001694 73 252 156 -12.1667 tILevel2 ENVCONC Max 4 Y 000406 65 252 210, 12.16677 Level 2 . ENVCONC Mm X 0.00182 ' 74 '252 174.'12.1667 [[veT2 ENVCONC Mm V 0 004113 'i 252 210 J Level 4 Dead lop 73474 "73.37E-05 -5.5137E-06 00005029 36982 64 ''-161884.86 [Level Bottom. 167266 0 00077 5 31 E 06 ö7 1645818 35612j Level 4 Live Top 26509 -1.007E-05 -5.144E-06 00008845 1339832 5842286 Level4 Live Bottom 54279 00005222 71.856E-56776. ..-' '557- 5671988 11951737 ' ' Level 4 Superimposed Dead Top. . '65.14 ' 0 , 0 0.0001808 2795.56 . -14555.74 Level4 Supenmposed Dead Bottom t12041 709E05 0 001 1141757 6716711 Level4 EQX Top 0 2255 0 1703383 0 0 • ILvel 4 EQX Bottom_777— 225 5 0 17033 83 0 2292 56] Level 4 EQXP lop 0 -225.5 0 17896 94 0 0 Level 4 EQXP Bottom 0 2255 0 17896 94 . 0 JRRR_ '777-2-2-9-2-5-6-1 Level EQXN lop 0 2255 0 1617071 0 0 F Level 4 EQXN Bottom 0 2255 0 1617071 - 0' 2292 Level 4 EQY lop 0 0 -225.5 -49676.96, 0 0 Level 4 _EQY Bottom 0 -226:5 -49676 96 2292 56 57-1 Level4 EQYP lop 0 0 2255 5021327 0 0 Level 4 EQYP Bottom . 0 . 2255 - 50213 27 229256 0 77 Level 4 EQYN lop 0 0 2255 -49140.66 0 0 F Level 4 EQYN " Bottom 0 0 2255' 4-4914066 229 0 Level 4' SPECX Max ' lop' : 0 196.79 .41.56 1 51 08.21 , 0 , , , . . 0 Level 4" SPECX Max Bottom 0 196 79 41-56 - 1510821 42257 2000 661 Level SPECXE Max ' lop. 0 ' . 196.79: . '41.56 , 15861.43 '0 0 r[evel 4 SPECXE Max Bottm 0 196.79 41 56 15861 43 42257.'2000:667'j Level 4 SPECXEDFT Max Top 0 167.35 35.35. 13488 51 0 0 [v&4 SPECXEDFT Max Bottom 0 - 16735 3535 1348i 35936 771~70135 `1 Level 4 SPECY Max Top 0 4903 143 17 30736 84 0 0 ILevel4 SPECYMax Bottom,0 4903 14317 3073684 14556 49847] Level 4 SPECYE Max lop 0 4903 143.17 31077 35 0 0 [Evel 4 SPECYE M Bottom 0 4903k 14317 31077 35 14556 498 4j Level .4.. SPECYEDFT Max lop 0 3911 11421 247895 0 0 Level4 SPECYEDFTMai Bottorn 0 - 3911 11421 247895 116109 761 jJ Level 4 EQXDFT lop 0 0 0 0 0 0 Page 101 of 111 LoadZ Case/ComboDirection Drift ft i Story ' 4 p:.. Table 5 5 Story Forces TI L-kp ~._L MX, Case/Combo Location kip kip kip ft kip ft' " - kip ft Hope-Amundson 21600300 Calculation by M Nekuda LA - 150 Analysis Results 7/13/2016 Table 5.5 Story Forces (continued) . EO.XDFT Bottom 0 •. 0 0 0 0 Level 4 0 vel 4 0 fl EQXPDFT Top "tO 0 1,7 0 f 0 0 Level 4 0 : -: EQXPDFT Bottom 0 0 0 0 0 Ii4 Level 4 - 0 Ij 0 . EQXNDFT j2 0 0 1 0 tT 0 0'17 SEQXNDFT Bottom 0 0. 0 . 0 Level4 tEQVDFT Tp '0 0 . .. Level 4 0 EQYOFT Bottom 0 .. 0 0 0 , 0 ttel4 EQYPDFT Top' 0 0 - 0' 0 Th 0 j Level 4 0 EQYPDFT Bottom 0 0 0 0 0 FLev&4 0 J.j EQYNDFT To ) 0 '0 0 . 0 EQYNDFT Bottom 0 0 0 0 0 . Level 4 . : [LeL4 0 EQXDFT1 Top 0 19824 0 [1 497467 0 S - Level 4 EQXDFT1 Bottom. . 0 -198.24 .0 14974.67 .0 -2015.42 . I Le!4 . . . Level 4 0 -2015.42 EQXPDFT1 Top 0 7i9824 -0 .)573345 0 EQXPDFT1 Bottom 0 -198.24 0 15733.45 0 Lel4 0 EQXNDFT1 jp 0\ 198 24 ' - 1421589 0 . 'EQXNDFTl - Bottom 0 -198.24 0 ' 14215.89 0 Level 4 -2015.42: Level4 0'] EQYDFT1 ,. 'Top 0 ' 0 . 17411 3835741 Level 0 EQYDFT1 Bottom 0 0 -174.11 ,-38357.41 - 1770.17 . LeI4 0 J "JEQYPDFT1 Top 0 . 0 74 11 38771.0 1 0" EQYPDFT1 Bottom 0 0 -174.11 -38771.51 1770.17 Level 0 . 2 Lvel 4 j EQ7NDFT1 Top 0 174 11 Th7943 31 0 ..• Level S . 0 -. EQYNDFT1 . Bottom' 0 0 • -174.11 -37943.31. 1770.17 S ';55689.49. CMB1GRAV..' 'Top' 1119.82 -5.338E-05. -7.624E-06 -0.00045O9 Level 4 -535973.93 CMB1GRAV Bottom 2510.29 0.0009788 8.521E-06 -0.1 246399.11 [vel4 30520529 ' CMB2GRAV To' 138398 6187E05 1477E05 0001802 6917116 Level -650634.03 -. CMB2GRAV Bottom 3020.14 0 , -2.239E-05 -0.01 . 301951:05 - (_Lével4 -2470i 6.8J ENVGRAV Max , :AIj!i9P'. 1383.98 -5.338E-05 -7.624E-06 -0.0004509 69171.16 S •LeveI4 -535973.93 ENVGRAV Max Bottom 3020.14 0.0009788 8.521E-06 -0.01 301951.05 fLel 4 30520529] 1ENVGRAV Mm -Top 111982 m6.187&05 05 -7.477E-05 0001802 5568949 Level 4 -650634.03 ENVGRAV Mm Bottom 2510.29 0 -2.239E-05 -0.1 • 246399.11 Level 4 298382 071 CMB1SPEC Max -'1352.91'7-196.79 4156 J08 21 67496 68 Leve14 . ,. • -638177.1 CMB1SPEC Max Bottom - 2981.36 196.79 , . 41.56 15108.16 296501.6- fLevel4 298382071 ' CMB1SPECMmn. 135291 19679 1 I-4156 S., 1510821 6749668 . : - •': Level 4. -642178.42 CMB1SPE0Min Bottom 2981.36 -196.79 -41.56 -15108.26 295656.45 Level 4 29838207 CMB2SPECM Top 1352 91 196 79 41 56 15861 43 6749668 Level 4 -638177.1- . CMB2SPEC Max Bottom 2981.36 196.79 .41.56 15861.38 296501.6 - - LLeve14' ___________ -298382.07.1 CMB2SPECMin' . __s_•_, 1352.91 __________ '-196.79 ______________ 41.56 • -,41.56:6! -15861.43 __••;_____ --67496.68W _______________ Level 4 Level 4 -642178.42 298382 07j CMB2SPEC Mm Bottom 2981.36 -196.79 -41.56 -15861.48 . 295656.45 3SPEC Max Top,135291-'499.033 ' 143.17 b30736 84 ,6749668 Level 4 LLevel 4 --639679.3 '29838207J CMB3SPEC Max Bottom 2981.36 49.63 .143.17 30736 79 297534 62 çMB3sPEc Mm - :__ i35291 -49.0 5 143 17 30736 84 67496 68 CMB3SPECMin Bottom • 2981.36 -49.03 -143.17 -30736.89. 294623.42. 5'. .•. Level -640676.23 • • Lvel 4 :-?983B2,j :•. 4SPEC Max .T6p 135?.91 49.03 : 143.17, 31077.35. .67496.68 • : Level 4 -639679.3 . •- CMB4SPEC Max . Bottom 2981.36 49.03 143.17 31077.31 297534.62 S •• S • - S S - .5. . S S •• • - V '_,' 5 ..' 5 'S .••••• S • • • Page 1.02 of 111 '. S • S • S • S • S S - S • • ' .' S S • • --VY' ,JCaseIComboL kip - -:Location - kip kip 'k* ft ft kip ft kip ft Hope-Amundson 21600300 Calculation by M Nekuda LA - 151 Analysis Results 7/13/2016 Table 5.5 Story Forces (continued) _______ CMB4SPEC Mm Top 135291 -4903 -143.17 3107736 6749668 Level 4. 29838207 ö676 231 CMB4SPECMu, Bottom 298136 4903.,... "14317 r31Off' 29462342 Level 4-, 13056604 CMB5SPEC Max Top .'591.91 196.79 41.56 1510821 2943587 [Ei 4 81299 85] CSPEC MaxM 132687 196 79, 4T.56 ç81 130662 11 Level 13056604 CMB5SPECMin Top 591.91, 19679 -4156 1510821 2943587 ILevel 4 28530fff] B5SPEi Bottom 132687 Th9679 -46 '1510826 12981696 Level CMB6SPECMax Top 59191 19679 4156 1586143 2943587 13056604 ILevel4 281299851 CMB6SPECMax Bottom 132687 19679 T41i 1586138 13066211 Level 4 CMB6SPEC Mm Top 591.91 -196.79 -41.56 -1.5861'.43 2943587 -130566.04 LlT ,285301 17 CMB6SPEC Mm Bottom 132687 19679' -41 56.. 15861 48 12981696 CMB7SPEC Max Top 591.91 49.03 143.17 30736.84 Level . 29435.87-130566.04 Level 4 CMB7SPEC Bott 132687 03 r i43 17 30736 79. 131695 13 CMB7SPEC Min,Top 591 91 -4903 -143..17 -30736.84 2943587 Level 4 13056604 LeveI477_ 283798981 iB7SPECMin Bottom 132687 -4903 143 17' r3073689 i'2878393 LeveI4 13056604 CMB8SPECMax Top 59191 4903 14317 3107735 2943587 LLeve1'4 28280204 j CMB8SPEC Ma - Bottom 132687 49 03T i43if 1077 3 131695 13 CMB8SPECMin Top 59191 -4903 14317 3107735 2943587 Level 13056604 [jyel4 28379898j CMB8SPECMin 132687 4903 14317 3107741 12878393 ENVCONC Max Top 135291 19679 14317 3107735 6749668 Level 13056604 [iI4 281299851 ENVCONC Max ' Bottom 298136 19679, 143,17, c3107731 29753462 : Level [Lel 4 7298382.07 64217.I ENVCONCMin Top 591.91. -196.79 . -143.17 -31077.36 29435.87 Bottom 87 19 w-143.17 3107741 i783 93 : Dead : top. . 7469.76 -0.0003045' 1.868E-05 0.02 8900.19 Level 3 =Level 1029882.88'. . S 124834878 Dead Bottom t 8730 17 0 000242 2.02711-P5, 002 107283554 Leve13 38815006 Live Top 287286 00001057 6416E06 001 34965423 [LeveI3 -44930i] ------------- Lmve' 'Bottom 315086 00001369 9376E06 i 001 39302194, Level 3 Level 3 -79411.05 0309 01 Superimposed Dead Top 58447-2.276E-05 0 000152 7082667 Superimposed Dead 'Bottom 2 276E 05 '0 0001511 7839 EQX Top 0 112406 0 13236442 0 Level3 229256 Level 3 i5031 , EQX ,. Bottom 0 1124 06 0 . 132364 42 '0 Level3 EQXP Top 0 112406 0 13672579 0 229256 Lev& 3 15031 .. EQXPç "0 112406 13672579 Leve13 229256 EQXN Top 0 112406 0 12800306 0 Level3 Level3 1503195] 0 EQXN . Bottom' 0 112406 0 6 128003 06 EQY Top 0 0 112406 16355132 229256 '0" r, Level 3 EQY Y Boftom, ' 112406 '16355132 1503195 Level3 lLevel3 0 0 EQYP . Top 0 . 0 -1124.06 -167491.33 2292.56. EOYR _Bottom '0 0 112406 16749133 103195 EQYN lop 0 0 112406 15961131 229256 Leve13 0 FLevel 3 0 EQYN Bottorn' oj 0. 112406 T961131' '1503195 SPECX Max Top 0 97763 19226 12147595 42257 Level3 200066 [Lel3 006] SPECXMa' Bottom 'i 0 97763 '26 "47595 243323 Level 3 2000.66 SPECXE Max Top 0 977.0 192.26 125269.1 422.57 Level3 E. Leve13 1701.35 • • ,SPECXE Bottom 0 ,977 63 w1922i [1252ii 2433 SPECXEDFT Max Top 0 • 831.37 ' 163.49 .106528.47. : 359.36': S • . . Page lo3oflll . S. • . . .. S rMX MY Case/Combo i. Story kip kip -ft kip ft - Hope-Amundson 216003 00 Analysis Results Level3 SPECXEDFT Max Lev& 3 ' SPECY Max Level SPECY Max Level 3 . SPECYE Mx Level 3: . SPECYE Max rLeVel3 SPECYEDFT Max Level 3 SPECYEDFT Max F±eel 3 EQXDFT Level 3 EQXDFT Level3 EQXPDFT 'Level 3 EQXPDFT Level 3 EQXNDFT Level 3 EQXNDFT [[eve13 EQYDFT Level . EQYDFT Level 3 EQYPDFT' , : Level 3 EQYPDFT . [Lel3..EQYNDFT'tf Level 3 EQYNDFT t. Lvel3; .- EQXDFT1[ - Level EQXDFT1 Level 3 EQXPDFT1 . , Level 3 EQXPDFT1 ' jLvel3 .'EQXNDFTT 'Level 3 EQXNDFT1 Level% 3 EQYDFT1 Level EQYDFT1 . . . )Leiel3 ' EQYPDFT1. ' . Level EQYPDFT1 Level3 EQYNDFT1 - Level3 EQYNDFT1 Level 31 CMB1GRAV Level 3 . CMB1GRAV Level 3 CMB2GRAV Level 3 CMB2GRAV . fLevel3 ENVGRAV Max Level 3 ' ' ENVGRAV Max ILvel3 ENVGRAVM1n Leve13 ENVGRAVM1n , [vel3 CMB1SPEC Max Level 3 'CMB1SPEC Max [Livel 3 . CMB1SPEC MI 4 Level 3 CMB1SPEC Mm [Lel3 CMB2SPEC Max 'Leve1 3 CMB2SPEC Max - • . Calculation Table 5.5 - Story by M Nekuda LA - 152 7/13/2016 Forces (continued) 831.37 . 163.49 106528.47 2069.21 11060.44 230:28 858.7 119955.42'. ., 1455.6 498.471 230.28 858.7 .119955.42 11180.06 3063.11 230.28 858.7. 123006 28 1455 6 498 47 230.28 858.7 .123006.28 11180.06 3063.11; 18369 9811851 1161 09 397 61 .'4 ' 183.69 684.96 98118.51 8918.01 2443.36 0 0 t 0 0 0 ] . 0 0, 0 0 . 0 0 0 -70.0 J 0 , 0 0 0 0 . 0 0 t 0 0 0 . 0 0 ' 0 . 0 0 ' 0 0 ' 71 , 0 ' 0 0 . 0 0 .. 0 0 0. 0 0 j ' 0 0 : 0 . . 0 ' 0 0., .0'-0'-I 0 ' 0 0 0 0 -96766 •'0 . 11372921 O Ti5.42 j -967.66 '0 '113729.21 0 , -12982.2 96766 0 11748344 0 -2015.42 -967.66 0 117483.44 0 , -12982.2 :967.66 . ,.. •0.' 109974.97 . 0, -2015.42j . -967.66 0 109974.97 0 -12982.2 0 83596 1222323 1770.17 - 0 J 0 -835.96 -122232.3. . 11244.38 0 - 7-7-0 ''; -835.96 -125153.'42 '. 1770.17.-. 0 0 -835.96 -125153.42 11244.38. 0 0 83596 11931117 177017 0 0 83596 -119311.17 1124438 0 -0.0004582 2.779E-05' 0.03' - -1345219.2 -15530T9 -0.0003707 3.027E-05 0.03. ' 1611728.47 -1874120.91 00005618 3 409E 05 005 1712491 8 '1952192.01 -0.0005368 4.095E-05 0.04 2010316.65 -2325284.8 -0.0004582 3A09E-05 '1712491.8 -1553011.51 -0.0003707 4.095E-05 0.04 2010316.65 -1874120.91 -00005618 2.779E-05 . .0.03 1345219.2 -1952192.82] -0.0005368 3.027E-05 ' '0.03 1611728.47 -2325284.8 97763 p19226 121476 165686118 1894789 15J 977.63 192.26 121476 , 1961134.25 -2256878.05 ,-977.63 ., -192.26 - ;121475.91 1656016.03 1898790. -977.63 -192.26 -121475.91 1956267.8 -2282890.46' 97763 192 26 2526914 165686118 1894789154 977.63 192.26 125269.14 1961134.25 -2256878.05 1040f 111 • - Page Bottom 0 O Bottom 0 Top 0 Bottom . 0 Top 0 Bottom 0 To 9 . Bottom 0 T Top 0 Bottom . 0 Top 0 Bottom 0 Toj. 0 Bottom ,O Top_ 0 , Bottom 0 Top ' -0.4 Bottom 0 !p. .0. Bottom 0 . Top 0 Bottom - 0 Top. '. .0 Bottom 0 Top 0 Bott6m 0 .Top' o Bottom 0 Tops 0 Bottom 0 ,.Top' 11275.92 ' Bottom 13108.45 Top 14261 65 Bottdm 16277.19 Top 1426t65 Bottom ' 16277.19 -'Top 11275.92 Bottom 13108.45 Top 1382661 Bottom' 15884.78 To 13826.61 Bottom 15884.78 Top 1382661 Bottom- 15884.78 Load./.-- Location' P' MX. IStory-. Case/Combo . kip" kip kip kip ft kup ft kip ft rCaseiCombo , p tr: kipftkupt Level CMB2SPECMin Top 1382661 97763 19226 12526906 165601603 189879047 LeI3 7 CMB2SPEcM1n' .Bottot 1588478 977 63 192,6p2526906 2678, 2282890J Level 3 CMB3SPEC Max : Top 13826.61 230.28. 858.7 '119955.46 1657894.2 -1896291.34 Level 3 CMB3SPECFv1axçS, 'i.%Bottal 1588478 230 28 ig J '1969881.09',"226682114J Level3 CMB3SPECMin Top 1382661 23028 8587 '-11995537 1654983 189728828 LeYel 3 iB3SPECMir Bottoms 1588478 230 28-i i -858.1 V -19955.3T 947520 96 :2272947 37] Level 3 CMB4SPEC Max, Top .' 13826.61 230.28 . 858.7 123006.32 1657894.2 -1896291.34 MB4SPEC Max Bot6 1588478 230 28 '' p858 7 12300632 196988109 iJ Level 3 CM134SPEC Min Too 13826.61 -230.28' -858.7- -123006.23 .165493: -1897288.28W fLi3 CMB4SPEC Miri) Bottom 1588478 T ?30.28k.7:-85-8.,7- 72300624 94752096 12272NT.37 Level 3. CMBSSPECMa* '. Top .. 5960.13 977.63 .192.26 - 121475.97 711467.01 -818876.85 r=evel cMB5SPEcMax cBotto 692875 76r t19226 1214759 854346 85, 977600 571 Level 3 . ,CMB5SPEC Min' Top 5960.13 -977.63 -192.26 '121475.94' 710621.86 -822878.17 FU,eI 3 7CMB5SPEC Mjj 5 , 977 63 922 1217594 849480 39, 771003612 97j 'Level 3- .CMB6SPEC Max. •- , Top ' 5960.13 977.63. ! 19.26 - -125269.12 711467.01 -818876.85 Level 3 CM136SPEC Ma Bo?" 692875 7977 63 192 26 \ 526912 854346 85 97760O Level .3 - CMB6SPEC Min Top 5960.13 977.63 -192.26 :125269.08 710621.86 822878.17 rL_ewve'jI _3 jMB6sPEc :B.Qtt2 692875' 97763 19226' H2526908 8039 1003612971 Level 3 -CMB7SPEC Max .' ' Top _' : 5960.13 - .230.28 858.7 F119955.43 712500.04 820379.04 - eel 3 cMB7SPECMax Bott6n 692875 230 28i ljg5543 863093 98754i] Level 3 CMB7SPEC Min Top 5960.13 -230.28 -858.7: - -119955.4 709588.84 -821375.98 cei3 BSP 7EC Min B& tom 692 875 858 7 1199554 '840733 56 99366988] Level 3 CMB8SPEC Max . . _Top ' 5960.13 230.28 858.7 1.123006.3 .712500.04 -820379.04 FLfel 3 'CMB8SPEC M7 ,2875 28 i, i 8587 L123006 29 . 63093 68 9875435, Level 3 CMBBSPEC Min .Top 5960 13 ."-230.28 -6.58.7 -123006.26 709588 84 82137598 r[ 3 çMB8sEcM Btto ' 6928 75 - 23028 ä58 100626 p4073356 T79-9-36-6-9.-8-81 Level 3 ENVCONC Max Top 13826 61 977.61 858.7 j 125269 14 1657894.2 -8.18876.85 PENVCONCM ,'Bottom 1588478 97763. 8587 412526914 196988fö9 977600j Level ENVCONC Min Top 596013 97763 8587 12526908 70958884 AE198790V L'vI3 ENVCONC Mmri Bottom 692875 '763 "12526908 840733 56 2282890 46 Level 2: Dead Top 144752 L0.0003051 0 002 178509676 19159593 17L ,eI2 Bttom 2643 13 iJ.Q 4 t 368 '329924 22 4 229131671 Level Live Top 548718 00001059 0 001 68749379 71803141 L.ev&2 7.Bottm '93978' IQ1 j656 11708i87 Level 2 Superimposed Dead Top 10969 -2.28E-05 0 0001352 13825077 14245358 Ll 2 Sum Dead .Bottom1 p25-9-5 T 87872i p5531 13j Level EQX. Tpp: - '. .0 -1592.84 . 0 15031.95' eV!!. cl QXT BottJ 36.8 p: ,2017 803 t9 J Level 2 .- ' EQXP Top ' '0 - -1592.84-i . - 0. 198228.51 . 0 . - -15031.95. L'vl 2 TEQXP ' Botto\ 33 67 0 .113:26,7, 8484 23jJ -Lèvel2 EQXN. -. Top .' ,'!-,'O, - -1592.84 0. .- '192010.73 ...' 185792.94 -. .0.i -, -15031.95 [Le!eI2 EQXN 'Botto 4004 K708 130409 'b-' 23947 ;i00909iJ Level 2 EQY Top 0 0 159284 '22223677 15031 95 0 L'el 2 "B0tt0iis 12 1019 67i -4332149 42576 5352359 Level EQYP Top i 0 0 159284 -'227983.03 1503195 0 . j 7 . Page 105 of 111 --.--- Level 2' ase/Comb'j EQYP kip A6, kipJe kup MXYTcatiblil Z kip ft • kip ft cMYjJ kup ft Bottom 21528 0 71013.28 -4378613 603806 542499 Leel 2 EQYNkA iTop f _077-7, 1592 84, p216490 52 q1503195 Level 2 EQYN Bottom 20951 0 -1026.06 -42856.86,681346 5279728 ii sçx/ 0 35392 3i1.i6 136ç. - Level 2 SPECX Max Bottom 35.71 0 . 229.38 .7525.07 3928.57 8999:26 Level2 >SPECXEMax Th7 35392 Th1116 fi8698275 43323 0062j Level 2 .SPECXE Max Bottom 39.18 . 238.1 8171.12: 4399.38 9873:76 Level2 4SPECXEDFTMa Top io. 115137 26461f 0957 j1o604 Le42 SPECXEDFT Max Bottom• ,3132 .:o 202.48 .6948.7' : 374122 8396.62 [Li opj 0 33173I 135391 iä563 7,11180.06-- Level 2 SPECY Max Bottom 178 85 0 861.65 3730444 4778 31 45068 99 sPEcYErv1j W777733i173 1353.91. f,183744.6 1118O. :306311I Level2 SPECYE Max- Bottom 18122 0 86721 3771204 510191 4566842 LeveI 2 SPECYEDFT j 26461 7fö799B, 146567 69 301' 3 Level 2 SPECYEDFT Max Bottom "144.56.' 0 691 75 30081 79 4069 64 3642836 Lev&2 JQXDFT Level 2 I EQXDFT Bottom 0 0 0 0 0 0 [Lel2 EQXPDFT pR 0 0 öW 9LJ Level 2 EQXPDFT Bottom 0 0 0 0 0 0 [Lev&2 EQXNDFT T6 o; o7çj Level 2 EQXNDFT Bottom * 0 0 0 0 0 0 [1 EQYDFT jop o5 0 7707:1 7 Level '2 EQYDFT Bottom 0 0 0 0 0 0 l2 .QYPDFT. Level ..EQYPDFT Bottom .0:. .0. 0. ;.. 0. fLev& EQYND FT X T6 0 TO 0 uu r Level 2 EQYNDFT Bottom 0 0 '0: 0 0 0 Ll 2 QXDFT1 -'0 771-35-0.717-77'0 99 251 " 0 1 ~12 98j Level .E9XDFT1 . Bottom . -31.3 0 17.77 t -743.12 -1661.56 7888.42 [LveL2 EQXPDFT1 0' 135diTi 16766828 12982 Level 2. EQXPDFT1 Bottom 2858 0 1192 31969 130143 720281 EQXNDFT1, T0 r' J1350 17 f15713021 0 12982 2 Level 2- EQXN13FT1 Bottom 3402 0 2362 116655 202168 857403 2jop EQYDFt1 0 ø 152i;1618802 t1124438 0] Level 2 EQYDFT1 Bottom ;'-156.19 0 -736.78, 31390.3 4641 14 39361 06 Level2 7EQYPDFT1 1152 67 66021 62 C4438 0 Level EQYPDFT1 Bottom 1583 0 43.2.18_'3172363 435915 3989087 [!v. EQYNDFT,1 jTo ,1152.6 1738J7, 411244.38* o3 Level 2 EQYNDFT.1 . Bottom -154.09 . 0 ., 74.1.37 31056.98 4923.12 ,. 38831:25 ev412 J. cMB1GR.AV17 2800.94 :-50q459 269268654 ,.288i77803I Level .CMB1GRAV Bottom 4063.72 .0 965.54 510724.12. -356527.92. Level 2 MB2GRAV 127466( 5629 "007 j 1 3408001.1 3618945 71 Level 2 CMB2GRAV Bottom 4986.84 0 3.28 854.1 '625094.52. --446118.86' LLevel2 c ENVGRAyMaT3 27466 00004591 9F 4080O 1 28877 Level 2 ENVGRAV Max Bottom 4986 84 0 347 965 54 , 625094 52 '-356527.92 : . .., .. .. .... Page 1060f 111 - - . • Hope-Amundson 2161003-00 Calculation by M NeKuda Analysis Results 7/1 Table 5.5 Story Forces (continued) _______ Load P VX VY T MX MY r Story Location I Case/Combo kip kip kip kip ft kip ft kip ft : Level 2. ENVGRAV. Mm . Top 21800.94 -0.0005629 0 0.03 2692686.54 -3618945.71 Level 2 L ENVGRAV Mm Bottom 406372 0 328 8541 510724 12 -446118 J Level .2 CMB1SPEC Max. I Top 26665.23 1353.92 1 311.16 . 179334.71 3305679.66 -3504466.72 Level 2: CM131SPECMin Top 2666523 135392 31116 17933463 33008132 r3530479.13 Level 2 CM618PEC Min Bottom 4851 68 0 22582 _-6570.56 6092853 -44316j Level.2 CMB2SPEC Max Top 2666523. 1353.92 . 311.16 186982.79 3305679.66. '3504466.72 y : CMB2SPEC Max Bottom 492658 T- Level2 0 24166 912564 61761325 424294831 Level 2 CMB2SPEC Mm . Top 26665.23 -1353.92 -311.16 -186982.71 3300813.2 -3530479.13 Level 2 CMB2SPEC Min*Bottom 4848 21 0 234 54 -:7216.61 60881449 -444042 36 Level 2 CMB3SPE6 Max Top 2666523 331:73 135391 17878567 331442649 351440981 [_Level 2 CMB3SPEC Max Bottom 506624 0 86521 '38258.98 617992 19 389099 61 Level 2 CM133SPEC Min.Top 2666523 -331.73, -1353.91 17878559 329206636 352053604 Level 2 CMB3SPEC Mm Bottom 4708 55 0 858 09 36349 93 608435 56 -479237 58 Level 2 CM134SPEC Max Top 2666523 331.73 135391 18374464 331442649 351440981 Level 2 CMB4SPEC Max Bottom '5068.62 0 870.77.' 38666 55 61831578 ;-366500.18' Level 2. : CM134SPEC Mm . . Top . . 26665.23 -331.73 -1353.91 -183744.56 3292066.36 -3520536.04 . [Level 2 CM134SPEC Min Bottom 4706.17 0 86365 3675752 608111 96 47983701 Level 2: CM135SPEC Max Top 1152335 135392 31116 17933469 14257104 151021933 Level 2, 6MB5SPECMax Bottom 218368 0 23122 803543 27388275 17945121j Level CMB5SPECMin Top 1152335 A35192 31116 17933465 142084394 153623173 r[vel2 • CMB5SPECMin Bottom 211226 0 22755 701471 2660256 19744973 Level CM136SPEC Max lop 1152335 135392 31116 18698276 14257104 151021933 Lvel2 CMB6SPECMax Bottom 218715 0 23994 868148 27435356 17857671 Level CMB6SPECMin lop 1152335 135392 31116 18698273 142084394 153623173 CMB6SPEC Min Bottom 2108.79: 0 236 27 7660 76 265554 8 -198324.23 Level CMB7SPECMax Top 1152335 33173 135391 17878564 143445723 152016242 Level 2 CMB7SPEC Max Bottom 2326 81 0 863 48 37814 8 274732 49 143381 48 1 Level CMB7SPECMin Top 1152335 33173 135391 17878561 141209711 152628865 Level2 CMB7SPECMin Bottom 196912 0 85981 3679408 26517586 23351946 Level2 CMB8SPECMax Top 1152335 331.73,135391 18374462 143445723 152016242 Level 2 CMB8SPEC Max Bottom 2329 19 0 869 05 382224 275056 09 42.05 Level2 CMB8SPECMin lop 1152335 33173 135391 18374459 141209711 152628865 Level 2 CMB8SPEC Mm Bottom 196674 0 86537 37201 68 26485227 23411889 1 Level 2: ENVCONCMax lop 2666523 135392 135391 18698279 331442649 151021933 [Level 2 ENVCONC Max Bottom 506862 0 870 77 3866655 61831578 14278205 Level 2 ENVCONC Min. . lop 11523.35 -1353.92 353.91 -186982.73 1412097.11 -3530479.13 { Level 2 ENVCONC Mm Bottom 1966 74 0 865 37 37201 68 264852 27 -479837 01 Level Dead Top 144752 00003051 0 002 178509676 19159593 [Leve1 2 77- Dead Bottom 2643.13 0 24 681.75 32992422 229131 67 Level Live Top 548718 00001059 0 001 68749379 71803141 [Level2 Live Bottom 93978 0 019 1656 11708187 8782719 Level2 Superimposed Dead lop 10969 228E05 0 0001352 13825077 14245358 LLevel 2 Superimposed Dead Bottom 259 53 0_77 008 7 93 34878 72 25531 13_j Level EQX lop 0 159284 0 19201073 0 1503195 Page 107 of 111 Stor, - se!Cornbof kip VXL ______ Location VY kip ft kipft4 'pjJ Level 2.- EQX Bottom 3686 0 2017 80312 197191 9287 5l i2 T EQXPJJ ig j'159284 22851 j1=9 Level 2: EQXP Bottom:: -33.67 0 13.26 -302.14 -1549.11 . :8484.23 1592 84 4579294 öT7 15031 95 Level 2 EQXN Bottom r-.40.04 0 27.08 %-1304.09. -2394.7' 10090 91 LeI 2' F! rEQY' 1592 84_ 22223677 15031 95 Level 2. EQY Bottom 2124 0 101967 1-4332149 642576 5352359 Me =12,EQYJ ATop f 0 0f' 1592 84.4 5031 95 Level -,EQYPI Bottom 21528 0 101328 -4378613 603806 542499 l2 EQYN 649052 5T5 30 Level2 EQYN Bottom 20951 0 102606 -4285686 681346 5279728 [LeI2 TSPECXMa 'To 135392 7933467 3323 13oo62rj Level? SPECX Max Bottom 35.71 .. .. . 0 229.38 .7525.07 - 3928.57 8999.26 ,77 SP ECXEMa To 135392 1i p8698275 243323 006?J Level 2 SPECXE Max Bottom 39.18 07 238.1 8171 12 .4399.38 - 987376 fi'i SPECXEDFTMa Top 'oW. T115f37 15900957 206921 110607j Level? SPECXEDFT Max Bottom 33.32 - 0 20248 6948 7 ,.3741.22.-' 8396 62 Levi 2 ,;777SP MECY Top 0 p331 73. 17878 111800 630631 Level 2 SPECY Max Bottom 178.85 0 861 65 3730444 4778.3 1 45068 99 [12 PECYEMi To f1O 1353 91 Tä3 ç1ll8006 306311 Level 2 SPECYE Max Bottom 181.22 0 86721 3771204 5101.91 4566842 Leel2 SPECYEDFTMax' [o 26461 t1079914656769 Wiior 244336] Level 2 SPECYEDFT Max Bottom 144.56 . . . 0 691.75 . 30081.79 .4069.64. 36428.36 jEQXDFT iopj iO '- 3O I 0 j J0 ' X0 J Level 2 EQXDFT Bottom 0 0 0 0 0 0 rt&2 EQXPDFT3 _ _ _=j= 0 f f7jo 11 Level? .. EQXPDFT Bottom 0;' . ., -0 0. Level2 QXNDFT 0- Level 2 EQXNDFT Bottom 0 0 0 0 0 0 2 l7DFT5 7777771E't 0 a" !jo a C Jjp o 0 9 Level 2 EQYDFT Bottom 0 0 0 0 0 0 [evel 2 'EQYPDFT' J3 o çJo Y a727' so Level 2 EQYPDFT Bottom 0 0 0 0 0 0 [LeVI2 EQYNDFT[ çj 0 o Level : EQYNDFTBottôrn- - 0 0 .r:O. : H. 0-H- Lei EQXD 7TOp j135t1f 0 162399 25 0 0-, .......0 2982 Level E6XDFT1 Bottom 313 0 1777 74312 166156 788842 evI2 EQXPDFT1 Toj 135O17 16766828 129822 Level 2. EQXPDFT1 Bottom 2858 0 1192 31969 130143 720281 LLel2 jEQXNDFT1 ....0 135017 15713021 1298224 Level? ..: - EQXNDFT1 - Bottom . -34.02 . 0 -. -; 23.62 1166.55 2021.68 8574.03: vel2 JEQYDFT1 161880.2'111244 38' Level , EQYDFT1 - Bottom -. -156.19;, .0 - -736.78 31390.3 4641.14 39361.06,. 1evel 2 EQYPDFT 0 '0H 166062 1 1244 38 3p1 Level 2 EQYPDFT1 Bottom 1583 0 73218 3172363 435915 3989087 Hope-Amundson 216003 00 Calculation by .M. Nekuda LA - 157 Analysis Results 7/13/2016 Table 5.5 - Story Forces (continued) .. . Level EQYNDFT1 Top 0 0 -1152.67. -157738.77 11244.38 0 Level 2 EQYNDFT.1 Bottom -154.09 0, :74137 -31056.98 4923.12 3883125 J Level - CMB1GRAV Top 21800.94 -0.000459 0 0.03 2692686.54 -2881778.03 { Level CMB1GRAV Bottom. 4063.72 0 3.47 965.54 510724.12 .356527:J Level 2 CMB2GRAV Top 27466 -00005629 .0 0.04 3408007.1 -3618945.71 Level . CMB2GRAV Bottom 4986.84 0 3.28 854.1 625094.52 -446118.86 Level 2 ENVGRAV Max Top 27466 -0.000459 . 0 0.04 3408007.1 -2881778.03 Level 2 ENVGRAV Max Bottom 4986 84 0 3 47 965.54 625094 52 356527 92 Level 2 ENVGRAV Mm Top 21800.94 -0.0005629 0 . 0.03 2692686.54 -3618945.71 Level 2 ENVGRAV Mm Bottom 406372 0 328 854.1 510724 12 -44611886 Level 2 CMB1SPEC Max Top . 26665.23 1353.92 311.16 179334.71 3305679.66 -3504466.72 Level CMB1SPEC Max Bottom 4923.11, 0 232.94 8479.59 617142.45 :-425169.34 Level 2 CMB1SPEC Mm Top 26665.23 -1353.92 . -311.16 -179334.63 3300813.2 -3530479.13 Level 2 CMB1 SPEC Mm Bottom 4851 68 0 22582 657056 6092853 -44316785 Level CMB2SPEC Max Top. 26665.23 1353.92 311.16 186982.79 3305679.66 -3504466.72 [ Level 2 . .CMB2SPEC Max Bottom . 4926.58 0. 24L66 9125.64 617613.25 -424294.3 Level 2 CMB2SPEC Mm Top 26665.23 -1353.92 -311.16 -186982.71 3300813.2 -3530479.13 Level 2 CMB2SPEC Mm Bottom 4848.21 0 -234.54 -7216.61 608814.49 i36T1 Level CMB3SPEC Max Top 26665.23 331.73 1353.91 178785.67 3314426.49 -3514409.81 [Level 2 CMB3SPEC Max Bottom 5066.24 0 . 865.21 38258.96 617992.19 . -389099.61 Level 2 CMB3SPEC Min Top 26665.23 -331.73 -1353.91 -178785.59 3292066.36 -3520536.04 Level 2 CMB3SPEC Mm Bottom 4708.55 . 0 -858.09 . -36349.93 608435.56 -479237.5ij Level 2 CMB4SPEC Max Top 26665.23 331.73 1353.91 183744.64 3314426.49 -3514409.81 [Lvel 2 CMB4SPEC Max Bottom 5068.62 0 870.77 38666.55 618315.78 -388500.18 1 : Level 2 CMB4SPEC Mm . Top 26665.23 -331.73. -1353.91 -183744.56 3292066.36 -3520536.04 Level 2 CMB4SPEC Mm Bottom 4706 17 0 86365 3675752 608111 96 -47983701 Level 2 CMB5SPEC Max . Top . 11523.35 1353.92 3.11.16 179334.69 1425710.4 -1510219.33. : Level 2 CMB5SPEC Max Bottom 218368 0 231.22', 803543 273882 75 -179451.21 Level 2 CMB5SPEC Mm Top 11523.35 -1353.92 -311.16 -179334.65 1420843.94 -1536231.73 LLeve12 CMB5SPEC Mm Bottom 211226 0 22755 701471 2660256 19744973 Level 2 CMB6SPEC Max Top 11523.35 1353.92 311.16 186982.76 1425710.4 -1510219.33 [Level 2 CMB6SPEC Max Bottom 2187 15 0 23994 8681.48 - 27435356 17857 71} Level 2 CMB6SPEC Mm . lop 11523.35 -1353.92 -311.16 -186982.73 1420843.94 -1536231.73 • . . Level 2 CMB6SPEC Mm Bottom 2108.79 0 -236.27 -7660.76 265554.8 198324 23 Level 2 . CMB7SPEC Max Top. 11523.35 331.73 1353.91 178785.64 1434457.23 -1520162.42 . Level 2 CMB7SPEC Max Bottom 2326.81 0 86348 378148 27473249 -143381.'48 Level CMB7SPEC Min lop 11523.35 -331.73 -1353.91 -178785.61 1412097.11 -1526288.65 • Level2 CMB7SPEC Mm Bottom 1969.12 0 -859.81 -36794.08 265175 86 23351946 : Level 2, CMB8SPEC Max Top 11523.35 331.73 1353.91 183744.62 1434457.23 -1520162.42 reve1 2 CMB8SPEC Max Bottom '2329.119 0 869:05 382224 27505609 142782.105 Level 2 CMB8SPEC Mm lop 11523.35 -331.73 -1353.91 -183744.59 1412097.11 -1526288.65 Level 2 CMB8SPEC Mm Bottom 196674 0 86537 -37201.68 26485227 23411889 Level 2 ENVCONC Max Top 26665.23 1353.92 135391 186982.79 3314426.49 -1510219.33 • ENVCONC Max Bottom 5068 62 0 - 870 77 38666 55 618315 78 142782 05_j Level 2 ENVCONC Mm Top 11523.35 -1353.92 -1353.91 1186982.73 1412097.11 -3530479.13 Story Load . . Location P . VX VY T MX . MY . . Case/Combo . . .• kip kup kip' kip .• kip-ft .. kip-ft kup-ft. Page 109 of 111 Hope-Amundson 216003 00 Galculation by M Nekuda LA - 158 Analysis Results 7/13/2016 Table 5.5 Story Forces (continued) 1 • Level ENVCONCMu, Bottom 11966741 0 86537 3720168 26485227 -47983701 ' 5.3ModalResults Table 5.6 Modal Periods and Frequencies ,'Mode'-'. Period Frequency, Circülàr :. - ' Eigenvalue Case . sec ' '.cyclsec Frequency. :rad/sec 1 ..'. rad2/sec2 Modal 1 0.793 1.261 7.92 - 62.7263 . , '- ' : . .1: Modal 2 . 0677 1.477 9.2779 . 86.0795 Modal 3 ' 0.476 2.102 13.2087 174.4707 ' .. Modal 4 045 2.22.139518 194 65j • . ' •, Modal 5 0.438 . 2.282 14.3386 205.5942 , r.Mdal 6 0409 ,2.443' 15:3478 2355549 j . Modal 7 0.312 3.201 . , 20.1131 404.5367 : Modal 8 0.296 . 3.377' '. 21.2157 450.1077 Modal 9 0.293 341 214226 4589291 [Modal - io 0.285, 3.503 220091 484.399. - . •,. : , ' , Modal 11 0.272 3.678 , 23.1089 534.0195' '. Modal 12.'.. <0.27 3.707 -' ' 23.2935.. 542.5857 Modal ' , 13 0.261 3.839 . 24.1188 581.7154 Modal 14 0 252 3 969 24.9392 621 9624 j S i Modal 15 0.248 4.033. ' ' 25.3414 . 642.1853 1Mdal 16 0238 - 4207 264303 6985589] Modal, 17 0.233 4.288 ' 26.9439 ' 725.974 [_Modal 18 0.224 4.469 280796 788.46 Modal 19 0.204 ,' . 4.91 ' ' ' 30.8478 ' 951:5881 ' . ' . ' • ' Modal' .' '20 0.187' 5.335. .,, 33.5231 Table 5.7 Modal Participating Mass Modal 1 0.793 00319 09146 0 00319 09146 0 Modal 2 0 677 0 8071 0 0363 0 0 839 0.9509 0 J Modal 3 0476 3.626E-05 2.097E-05 0 0.8391. 0.9509 0 [_Modal 4 045 00037 00014 0 08428 09523 0 Modal ' , 5 , , 0.438 0.0199 -. 0.0022 . . '0 ' 0.8627' 0.9545 0 6 0.409 0 0059 3.6416E-05 0 0.8686-09546 o'] Modal ' -7 0.312 0.038 0.0003 0 0.9066 0.9548 0 I Mda1 8 0296 00138 9 111E 06 09204 09548 0 j Modal • 9 0.293 1.093E-05 6935E-07 0 0.9204 0.9548 0 •., • Modal 10 02i 00266 0.0,003 0 09471 09551 0 Modal 11 0.272 00112 00076 0 09582 09628 0 Modal 12 027 T0002 10 09582 09648 0 j Modal 13 0.261 - 0.0093 • 0.0176 U' • 0.9675 0.9824 0 • • • • • •. L Modal 0252 7.913 Eb6 2.708E-N,,,. 09675 09824 • O] . '' • •. • • • Page hOof 1,11 , • • • , : I Story • - ' Location • P-..-MX • . - , -.-MY I ' . Case/Combo kip kip - kip -kip ft , kip ft p6` kipft case 'M• Period Ratios (Part I of 2) IF . -' UZ :um, SL~n sec UX Hope-Amundson .216003-00 Calculation by M Nekuda LA - 159 Analysis Results 7/13/2016 : Table 5 7 Modal Participating Mass Ratios (Part I of 2 continued) • 17 I Case Mode Period Sum Sum Sum UZ sec LJX UY Modal 15 0248 00149 00039 0 09823 09863 0 Modal 16j 0 238 0 0002 00002 0 0.9826 ,'..'= 0 J Modal 17 0.233 3314E05 00009 0 0.9.826 09875 0 Mod 18 0224 ii ' 000iä-or'09845 892 j Modal 19 0.2 1 04 4.663E7066 0.0006 0 0.9845 0.989 . T 0 [Modal 20 0 187 0 0003 2079E05 O 0 9848 09897 Table 5 7 Modal Participating Mass Ratios (Part 2 of 2) • .;• as Mode r, RX R RZr S - Sum • RX Modal 1 00571 00017 00099 00571 00017 00099 [Mi1 2 1016E06 -,.b.1666,,-b176 00571 01683 002761 Modal 3 2718E05 00003 00034 00572 01687 .0.031 [al 4 00029 000iT' 03074 00601 b8 033841 Modal 5 00071 00026 05341 00672 01724 08724 [Modal '6 77= 00106 00136 '00678 0183 0886J Modal 7 00062 0.217 1909E05 .0.074 04001 0.886 odal i 00065 0.081 00001 OO8O6 0481 088 Modal 9 0 .0 .0001 1.26E-06, 0.0806 ---- 0 0.4811- 8861 jodal 10 0 050f 01682 9035 oi 0 6493 =0'8896 Modal 11 02437 00339 00002 03746 06832 08898 00439 0001 00002 04185 0684 89 J Modal 13 03031 01211 00023 07216 08053 08923 [o1' 14 1747E05 8382E97 072170.8053 0892 4 Modal 15 00434 00774 00001 07651 08827 08924 ' •' S 16 '00028 'O.b003 11,9025 0 7679 0.80 -- Modal 17 00111 00006 00006 07791 08836 08955 IModal 18 00378 00021' 00002 08169 0885 0.8957-l' Modal 19 0.002 00018 00019 08189 08875 08977 frModal 20 00005 > 0 0018 0 08195 0 889309013 Table 5.8'; Modal Load Participation Ratios Item Type Item Static Dynam1 1 Case O/J Modal Acceleration UX 99.0 98.48. TModal Aon JY 799-99-- 98 9] Modal Acceleration UZ 0 0 . ' Page lllofill :. S. :• ETABS 2015 15.2.2 Grid Line A - Moment Frame Geometry I 6/24/2016 CD > R C CL (78 /\\ / . \ //\•\ / . . . • • I ETABS 2015 1522 [Grid Line A - Moment Frame Geometry I 6/24/2016 CD > CL • • -n - .••-• • • - • C.) A i A t I I 4 18-0" 36 in 36 in : 36 in 36 in 180 in 180m - 180 in. co ED4f.9T9 ------------ CD Slenderness Check Interior Exterior Interior Exterior Int.Ext r = 10 39 Lot.02 = 75 Level 01-02 k = 1 3 1 52 klIr = 9 38194 10 969655 f Ns fS 'L u.02 87 Level 02:03 k = 078 0.86. kl/r = 652983 71995579.1 trs NS NS NS ... . -- - -. -- - .- •- .. --.- --• -. . -- •- -•. . -. 'S -. -- 5- - -. -5 m S • -. S.. • S S 5. • . . -. .5 - -. .-S.---. -- -. -H- - S - -- .. -.- -- .. • - -. --.•:'.- -- .- .. . :. (a) 0 : 1 0 . •• 0 (b) :•.•. : :, :, •• Nonsway Frames..Sway Frames = ratio of E(EIIt) of compression members to E(EIII) of flexural members in .a plane atone end of a compression member £ = span length of flexural member measured center to center of joints F,8 RIO 10 1 I—Effective length factors k .10.110.11.1 -.The unsupported length ala compression change was made because of some concern that the member, tj,, shall be taken as the..clear distance multiplier of six might not be conservatie enough ['or the between floor slabs beams or other members 2008 Code a more conservative multiplier of 12 as capable of providing lateral support in the direction chosen The stiffness of the lateral bracing is considered being considered Where column capitals or haunches based on the principal directions of the framing system are present tu shall be measured to the lower extremity Bracing elements in typical building structures Consist of of the capital or haunch in the plane considered .shear walls or lateral braces Torsional eccentricity of the structural system can increase second order effects and .10.10.1.2 - It shall be permitted to lake the radius should be considered of gyration r equal to 0..30 times the overall dimension in the direction stability is being considered for rect angular compression members and 0.25 times the diameter for circular compression members For other shapes it shall be permitted to compute r For the gross concrete section American Concrete institute Copyrighted Material—www concrete org 9 - •-:__--) .9 9 - --. ,,.-.- 4 9 I I 0--- I .1 1j (1 1 1 I I ' fl,Ii1 I It : .. . *-----±•----~ . I ----- --------•-e. I . I ! oJ. .L°,Id r) ,t.O%th CU Ain .. •. 14 • . . . . u 4 . • I-I I I.. ! I t. I- I I : r O 11+ -r-H--- c—i—i' -.--4 -:--------- - • -. —.i..—.1.I ! !_i •— I. WOW I —0 92 C) 0 1'•.• l I; I • 1 eo 11_' MviApsupl' . -L i1 . Hope-Amundson 213006.00 Calculations by M. Nekuda MF - 9 rnnk Frame. nc Un Aj V V O ..- 4. STRUCTURAL THICKNESS /4" REVEAL ZONE • V + )JIZ kill -•' V <14 II II II ii V ii si ii — COL. BEYOND '-' I II II II II lu cI.- I II III VPI II V V. • V f1 OF HOOP5 PER ELEVATION • .. .' &.iF? V • • . :L 'V I1V 'II I •1d J,111 IT . 4 VERTICAL CRO 511E5 —4iL4 I • V Itc '3 '3 4ERE OCCURS PER • rIt . • • - ELEVATION 1 V Oft — — (MATCH SFAC.iN&OFHOQP It' ' ' fA ii.i ., VV3'___ LONctT. REINF PER ELEV. I 161 11 : g MlN. V ..• V V - .l-L V ______ ______________ Vitt V — LT BEN PS AT CROSSTIES — 11, it 11 , I V . V • • \ Uaxi"DON.5 NOT HON) COLUMN REINF.V Pit —• \ ABOVE BOTTC ER 5.HEO. :1 V V LA'(ER OF BOTOH BEAM (ON) • • V :1 1 \ RFJNF. (HERE OCZLJRS) DRIP E!;~CVE V — _I.IL...!\. 1' • V V • V • V . & V • V V FER ARC,H. ( V V • — \_,J S P1 - yt (y6 jye. w • V • L'L W' nón t2' /U?'b'- O.2S1 ifx%7-' O.o _____ Hope Amundson 21300600 Calculations by M Nekuda MF 10 Mom U - From — C-i 66 s 05 4-(i - • '/4. RI'/ErL ZQN . ITRL),.TUSAL THIKNESS . V. Lft . : LI U. U: Ji - LU C • . .• •.. . .. . N .. REP9F • - . •• • PER. ELEVAtOlJ . . .• • II I i'rc) I JLI I I Uf - To /LVEL T-0. 6EeM -; , - i.-j • . : : • 'i - : . . • 1ZE ----- i a I . I i . • . • ELE/ATICN i a M .•.• —1. 1 gj .. - Wl E -LVAT rr. ("ATC.H SFACI\G Of= HC ) I a 4IJ I I —., 13.Jfl idER PL.N •• • • • : . i:.i . i. H• Li • /-._:.-, . • . • ' •:I ' 4 at 9N RA1 PER ViL jrLE/EL U— LONFT FENF FK ILEV —. i I . I ' 4al I 4 1 • — . • • . • ° ill • - 141 I I . . ii .11.. • —LT ES -\i : • • . ._r IIui.l( ii •. • . • . . ••• •• C.ROESTIES I U U U U • ..' • REAP FT—'t . • • • • • • • . • • • FE F'LA .3 I .Jw •. .q, • III- 1rT1 ) _______________________ I • L • ___TJL] [ r5 Hope Amundson 21300600 Calculations by ,M. Nekuda MF 12 Moment Frame - Grid Lines A and E B,I& Distributed Loads D oad Distributed Loads Density (pci) Width (ft) Depth (ft) Length (ft) Load (k) 49"X24" MF BM 150 2.00 4.08 . 18.00. 22.05. 2205 Dust Load (k/ft) = 1.23 Distributed Loads (kif) Typ Beam 1 2+0 2S0s+l OL = 1.66. 0 9-0 2S05 = 0.,911 Up Beam 12+0 2S0 +1 OL = 2.25 'O.9 2SDS = 1.23 Column Point Loads,-! Exterior Joints Dead Load Point Loads Density (pci) Width (ft) Depth (ft) Length (ft) Load (k) 15"x30'Beam 150 125 250 3250 1523 49"x6" Crash Wall. 150 0:50. 4.08 9.00 2.76 5" Slab . . :150 . 18.00 . . '.0.42 . 3250 :36.56 • : . . . 54.55... S Superimposed Dead Load Point Loads Area Load (psi) Width (ft) Depth (ft) Length (ft) Load (k) 5ps1 5 1800 3250 2.93, 2.93' '. Luoad Point Loads,.Area Load (psi) Width (ft) Depth (ft) Length (ft) Load (k) 40 psI.' . . '40...' ': 18.00 '. 3250 . 23.40. . S 2340 Point Loads (k) 1 2+0 2S05+l OL = 13745 0.9-0.2S DS = 6 65 Column Point Loads - interior Joints Dead Load Point Loads Density (pci) Width (ft) Depth (ft) Length (ft) Load (k) 15"x30" Beam 150 1.25-- 2 50 32.50 15 23 5 Slab 150 800 .18.60" 042 3250 3656 51 80 Superimposed Dead Load Point Loads Area Load (psi) Width (ft) Depth (ft) Length (ft) Load (k) 5psf 5 1800 3250 293 , .: ' . . :. • • • .... S , . 2.93 . ' : • Live Load Point Loads Area Load (psi) Width (ft) Depth (It) Length (ft) Load (k) 40 psI 40 1800 3250 2340 2340 Point Loads (k) 1 2+0 2S0s+I OL = 131 98 0 9-0 2S0s = 6.33 (.Q R*1min ETABS 2015 15 2 2 7/1/2016 / -h------------------------------------p --- ------- - - -- --------------------------------------------------------------------t - dtJ BPfl)1N Rq suoIenoe 00900C E2 CD 0 CD (-I) CD —I 11 0 CD M 0 CO 3 m z 0 0 z 0 0 C3 0 m 6) 0 z P m 0 w I I I r H I4 I 6 11.1 -10134. SI I... I .831 ,s •,. Zb I. I I. -10335 S I J I . . I I I I S I 104.97 -10118 rt563; 100.62 -43.23 113.47 43.35 1 56.4 1 ft100.86 I -51.86 — -----r LLJ_ I - --- I-- 1--i .66.12 -87:72186.91 -38.73 37.93 ii II r -----H - 82.88 99.71 H ___ -120.18! lit, Ln co 50.74 -114.13' -i i______i I _•i 99.42 -101 99:74 45.39 43.21 1 S I — LTIII 115.04 112.39 L 55.59 m ve I : GO y. > 90742 -909.72 --802.11 4-843.89 -349.53 381.24 1 ° \ I -7122 -309.95' H> 476.011 -534.93 638.46 -683.69 -269.91 316.68i 1 / / :- -! . L I \ ui I \ ( ¼ ,;-. ¼1 0) I 475.65 -532.33 ...641.tS •67426 2731 -305.66 (0 -. 602.9 .661.99 675.87 1-275.45 / N _._....___i \. \/ \I i Vi !8883 1888.35 800.3 -827.32 36i. -375.96 _.••-----•---- I ,I s/ ' . •.. i -•-.• . '7' I 4 4 SL - iVl BPflON Aq suoieIn3Ieo 00900C L Z uospunwv-ado 9~L dI1 upnNBN IA Aq suoieinoieo 00,900CLZ uospunwy edoH Hope Amundson 21300600 Calculations by M Nekuda MF 17 C5 a) w a) ci to ui (0 to to It) c'i —624a —: It) -_JII' -429 cq 668 J— IM 665 cq L6 /L_ — 10/ '-1 4 N ('4 to ('4 N ('4 NI (0 ("i to CN -" - li IOD L 52 75' 6501 /j- -.CR *J,J245 00 in .co C3 -/ IT in co - 772,98 43557 Or Sm ' ETABS201515.2.2 7/1/2016 7. A .9' Al 1 I I 2016-07-01_L.EGOLAND.EDB Elevation View - A Moment 3-3 Diagram (ENVCONC) [kip-ft] Späfl1 OM tdffti Möi tTCëiti M ient1Rihfti CVShdarXeft.% RSKea'eORi6ht8 k-ft k-ft k-ft k k 1 281.08 -240.58 371.08 0.35 0.35 2 371.75 -250.25 371.92 0.00 0.00 3. 1 371.42 1 -249.67 373.67 -0.04 -0.04 - 4 381.17 1 -247.33 259.92 0.20 0.20 Reactions and Column Mnmnts Jblrit Rëct ion, : OR .we änMJ j lu i 6?ñëiit ur biirni k k-ft k-ft 1 . -0.346 ELI38.333W IL15q08311111111 2 0.350 0'485 E'0634- 0.033 -0.284 . -0.372 4 -0.238 2.754 4.807 45 0.201 -109.417 -163,917' I, 7-SELECTED POST-TENSIONING FORCES AND TENDON PROFILES Approximate weight of strand: 1310.2 LB 7.6 Post-Tensioning Balance Moments, Shears and Reactions Sflañ Mnments and Shirs Jàiñt l'(e Don KCVfl min. -A ,o u !MOment Omni! Lower., . MOrflent, om M_ Màieñt3' Colui~rvlmin 22.95 -1.00 9.02 10434fl 10.36 119.93$ 2 46.94 22.19 . 78.89 T.71.6i 103.18 9376 3 46.92 21.15 77.36 -79.34 101.18 .103.77 4 48.09 22.58 66.16 -74.68 115.49 -130.35 5 22.76 -0.87 8413 -6.50 126.08 -9.73 Ejope-Miun son 213006.90 Calculations by M. Nekuda MF - 19 YOri9 P. - tfl Project Name: 216003.00 Lego Land PS Specific Title: B304+B104_L2_GL8_100 File Name: 8304+8104_L2_GL8_100 Date of Generation: Tuesday, July 05, 2016' 5-MOMENTS, SHEARS AND REACTIONS Aft.2 Reactions and Column Moments (Excluding Live Load) UoIntI LöI C flReactiàiW k I. 1 M&thé1itU 4 .J iLower Columni jMörñeiit1Ti U Upper CoIumn k k-ft k-ft. :1 SW 47.63 2068771 20778 2 SW 99.42 . -15:63- 20 3 SW 97.14: -4.30 -5.63 4 SW 102.05 -18.48 .-32.26 5 : sw . 47.51 . 168.48 252.48 I SDL 3.29 14.3O? 1644 2 SDL 6.87 1.08 3 SDL 6,71 -0.30 -0.39 4 SDL 7.05 -1.28 -2.23 5 SDL 3.28 11.65 17.45 I XL 0.00 0.00 0.00 2 XL 0.00 0.00 0.00 3 XL 0.00 0.00 0.00 XL 0.00. . 0.00 0.00 5 XL 0.00 . 0.00 0.00 A L Pgrtinn ,nrI (rd,,mn M,imn II ut, I ,,f,rfl L.o-t-O2 tn- CiA o..L)r.crLA.n') Note: - Moments are reported at face of support emaiI:'SupportAdaptsoft.com website: htlp://www.Adaptsoft.com . . 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax(650)364-2401. JöIñt5 Reactlo.n RëFction Mñt I Mtp owe Mjñt. Up er MóthEnt' Rr pper umn I . 22.95 _. -1.00 9.02 10.37 11994a 2 46.95 22.18 78.95 I7173T 103.25 3_. 47.01 .21.07 77.86 _10435 -79.96 10183 -104.59'. 4 47.70 . .22.61 63.89 . -70.12-1-.108.62 -119.21 5 . 23.25_. -0.99_. 97.18 -8.24 1 132.40 .-11.22 Hope Amundson 21300600 Calculations by M Nekuda MF 20 Project Name 21600300 Lego Land PS Specific Title B305+B105_L2_GL7_100 File Name 13305+B105j.2_C17_100 Date of Generation Tuesday July05 2016 5-MOMENTS SHEARS AND REACTIONS = Reactions and Column Moments (Excluding Live Load): giolnt CZZi LoadICä Rea ion MoñIiit. Mbment rflC'6lt1 k .k-ft k-ft i SW 47.63 237 79 :2 SW 99.42 15.65 SW 97.18 :. -4.57 -5.98. 4 SW 101.21 -13.51 . -22.98 5 SW . 48.31 : 193.01 I SDL 3.29 14304 ~-16,44111111111111111 2. SDL 687 1.08 1.41 3: SDL 6.72 -0.32 .0.41 4 SDL . 7.00 . -0.93 1.59 5 SDL . 3.34 13.34 18.18 XL 0.00 0.00. •. 0.00 .2 . XL 0.00. 0.00 . 0.00 3 XL 0.00 : 0.00 . 0.00 4 XL 0.00 0.00 0.00 XL O00 0.00 0.00. 5.4Reatlons and Column Moments (Live Load) 7- SELECTED POST-TENSION ING FORCES AND TENDONPROFILES Approximate weight of strand: __1310_2LB 7.6 Post-Tensioning Balance Moments, Shears and Reactions : . : : •• Span Moments and Shears . . . . . . . . . MOM, IVM6ffi-ehtIE6ft* M8itCëiit6 }Mó'éiitRiht : . __Sh'éaLêft . .SeRiqht -ft k-ft • Ic 'k 281;08. -240.58 371.081 0.35 .0.35 k-ft ____:_.k 37167 -250.17 . 372.08 . ...0.01 • -0.01 3__. .372.17 .-250.17: 371.92: 0.00 .0.00 4 371.83 . -24100 .282.33 .-0.30 -0.30 Reactions and Column Moments JOIñtt Räction}j ...i_ MMoinenti Cot n1 __0luc). othént , VC .! k k-ft k-ft 159.08J 2 0.354 -0:4617I 2 3 1_-0.346. 0.354'.. -0.011 0.346___'138.333 -0.019 __t__ -0.025 4 0.308 -0.175 -0.298 5 -0.303 -125.167 -170.583 Note Moments are reported at face of support email Support@Adapts6ft.com website http://WvAv.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA. Tel: (650) 306-2400 Fax (650) 364-2401 I . . . 0•• Hope-Amundson 213006.00 Calculations by M. Nekuda . . . : MF - 21 Project Name: 21600300 Lego Land PS SpecificTitle: B304R+B104_L3_GL8_100 File Name: B304R+6104_L3_GLB_100 Date of Generation: Tuesday, July 05, 2016 l . 5-MOMENTS, SHEARS AND REACTIONS •. . a .2 Reactions and Column Moments (Excluding Live Load) . . . . AJoIflti L5dICä Itioñr Mäthéñt ~!...Momentl"-; JP k k-ft SW 46.64 . . - -39811 0.00 2 . . SW 100.60 T4218 . 0.00 3 SW 96.98 -11.59 0.00 4 SW 101.64 -20.60 -26.87 5 SW 47.89 L_.iA8_J 230.93 1 SDL 3.22 1 -2752t1 0.00 2 SDL 6.95 7 92 . 0.00 3 SDL 6.70 . -0.80 0.00 SDL: 7.03 1.42 _5 SDL . 3.31 .14.41 . 15.96 1 XL 0.00 0.00 - 0.00 2 XL 0.00 0.00 0.00 3 XL 0.00 0.00 0.00 4 XL 0.00. 0.00 .0.00 5 . XL 0.00 0.00 - 0.00 5.4. Reactions and Column Moments (Live Load) 7 SELECTED POST-TENSIONING FORCES AND TENDON PROFILES . . .. . . Approximate weight of strand: 1441.3 LB . . . . . . . . . 7.6 Post-Tensioning Balance Moments, Shears and Reactions . . . Span Moments and Shears . . . SPin1 M tLft1 MOèñtCëhfér M bRitift ShRight k-ft k-ft k-ft k . k :1 274.50 -275.17 . 421.67 . -0.41 .-0.41 2 413.17 -273.92 407.58 0.09 .. 0.09 3 . . 408.58 -275.08 1 410.00 -0.02 -0.02 4 413.67 -268.08 1 299.75 1 -0.09 . -0.09 Reactions and Column Moments . .. . . I Jlñt Rëtiàn tMiiit owe Column 1]6imiiiiit Uppei oium tCoOn 1 0.409[-.29,1!750i3 O.000. TT2 -0.501 -8.742 0.000 :3 0.116 0.958 . 0.000 4 0.064 . 1.505.1.963 .5 1 -0.087 . -149.167 1 -165.250 - Note: . • Moments are reported at face of support • . . . . email: SupportAdaptsoft.com website: http://www.Adaptsoft.com . . 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650)364-2401 Joint . ftRfl Riãtion j j we the Column Ma Mmomen§M11 nt ColumnColumMa fl . Mörneñt Upper Column, min k k k-ft Jc-ft_ k-ft k-ft 1 22.88 -1.38 24.99 -208:4 0.00 0.00 2 47.88 . 22.15 155.84 -136.40 0.00 0.00 3 47.10 20.90 142.84 -148.18 0.00 0.00 4 4838 22.54 90.89 -100.38 118.57 -130.96 5 22.77 -0.70 102.42 -6.35 _________ 113.45 -7.03 Joint Rea on (RêItiöi III= Miit, MóThiiit ,. Eenfl Mi1it er Lower. Upper Mac Column Mip Column'May Column Mir k k k-ft k-ft k-ft k-ft 22.88 -1.38 . 25.02 rZ0847 (; 0.00 .0.00 2 . 47.90 .. 22.14 : 156.03 139' . 0.00 .. 0.00 3 47.22 20.92 144.32 -149.70 . .0.00 0.00 'i_____________ 4 48.13 22.27. 91.15 -98.88 106.78 . -115.83 _____ 23.16 . .-0.84 118.00 -8.53 111.76 -8.08 5.4 Reacti Hope Amundson 21300600 Calculations by M Nekuda MF 22 Project Name 216003 00 Lego Land PS Specific Title B305R+B105_L3_GL7_100 File Name: 8305R+6105_L3_GL7_100 Date of Generation: Tuesday, Ju!y 05. 2016 .5 - MOMENTS, SHEARS AND REACTIONS Reactions and Column Moments (Excluding Live Load! '!Jólflt! tödCäsë ,. Rëiö oment9 ower ,' MjJi UperCoIumi' Jjft k-ft 1 SW 46.64 0.00 .. 2 SW 100.59 420 o:oo 3 SW . 96.99. -11.67 0.00 4. SW 101.09 -16.78 . -19.66 SW 48.43 237.56 - 225.00 .1 SDL 3.22 -2752 0.00 2 SDL 7 6.95 - 0.00 3. SDL 6.70 -0.81 . 0.00 SDL 6.99 -1.16 -1.38 5 SDL 3.35 16.42 15.55 1 XL 0.00 0.00 0.00 2 XL 0.00 0.00 •. 0.00 3 XL .0.00 . 0.00 1 0.00 4 . XL 0.00 0.00 0.00 5 1 XL .0.00 . 0.00 . 0.00 7 SELECTED_POST-TENSIONING FORCES AND. TENDON. PROFILES .. . Approximate weight of strand: 1441.3 LB . . ... . ...•• . . . S 7.6 Post-Tensioning Balance Moments, Shears and Reactlófls . . . . . Span Moments and Shears . . . . . . . . . Span! Mö_ritUëft! M_fCëiit? Mãiñt1Riht! 0SliiWrX6ftV.1 k-ft_:_. . k-ft k-ft . k k 1 274.25 .-275.00 422.33 -0.42 . -0.42. .2. .415.25 .-275.58 402.08 •. ..0.22 0.22 3 392.08 . -254.25 370.50 -1.25 -1.25 4 369.17 __: .-243.25 295.25 0.83 . .0.83 Reactions and Column -moments- )R-ea- 'o Mãñit1 IMóñIëiit -tt upper' LT n1 CoIumn k-ft 0.424 291!417 0.000 2 . -0.643 _. 0.000 1.468 -11.167 0.000 .4 -2.078 -0.835 -0.978 5 0.829 -159.250. -150.833 Note: Moments are reported at face of support . . . . .. . . . email: Support©Adaptsoft.com website: http:llwww.Adaptsoftcóm 1733 Woodside Road, Suite 220; Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401. 1 . . S •. S Trt(jQ,. Calculations by M. Nekuda MF -23 Project Name: 216003.00 Lego Land PS Specific Title: B303_L2_GL9_100 File Name: 8303_12_GL9_100 Date of Generation: Tuesday July 05, 2016 5 -'MOMENTS, SHEARS AND REACTIONS a .2 Reactions and Column Moments (Excluding Live Load) L_iI7LA Wj- L,01 ?(i.. 4 -LP" EM :• rvo) 5.4 Reactions and Column Moments (Live Load) : . .oInt Load Case 'Rib 7 Mome Meui Lower Col mn Upper CoIiñiI k k-ft SW 47.64 '-20702: 23796 2 SW ' 99.22 16.81' 21T9 SW 99.35 -17.44 -22.81 4 SW 47.54 87.77 352.53 ii SDL 3.29 .. '-1431 ' 11645 2 SDL 6.86 1.16 - 152 3 SDL 6.87 -1.21 -1.58 4' . SDL 3.29 6.07' 24.37 '1 XL ' 0.00 0.00 0.00 2 XL 0.00 0.00 0.00 3 XL 0.00 0.00 0.00 XL . 0.00 0.00 .. 0.00 Jöliit. A 17 éäti6n Reátion Mbét' Moment.. MóIht Momen t Upper Max .1 22.95 -0.99 8.95 -10434 10.28 !119L931 .2 46.84 '22.19 78.88 -71.13 103.18 TT 3 46.90 22.19 ' 71.16 -79.19 93.07 -103.58 4' 22.89 ' -0.99 44.24 -3.79 177.68 -15.24 7-SELECTED. POST-TENSIONING FORCES AND TENDON PROFILES Approximate weight of strand: , 977.5 LB • 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments and Shears .. . . , is M5 t1Lftt Miñt1Cëhtëi IM tlRititi Sh itreftt SléàiRiht - k-ft k-ft k-ft ' k k I 287.42 -243.08 . 373.08' ' 0.20 0.20 371.92 -249.92 372.33 -0.01 -0.01 3 374.33 -243.92 284.42 -0.13 -013 Reactions and Column Moments . . . . . JointfRèiótion . ,..Column 'Mëiit ñtt[-~M,~I-e j olumn. k k-ft -k4- -0.199 135.083 A155250 2 0.206 -0.352 -0A60 3 ' 0.123 0.760 0.994 '4 - -0.129 -57.258 -230.000 Noté Moments are reported at face of support . • email: SupportcAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax(650)364-2401 Hope Amundson 21300600 Calculations by M Nekuda MF 24 Project Name 21600300 Lego Land PS Specific Title 9303R+B103..L3GL9_100 File Name: 8303R+8103_L3_GL9_100 Date of Generation: Tuesday; July 05.2016 : 5- MOMENTS, SHEARS AND REACTIONS Reactions and Column Moments (Excluding Uve Load) : '61fit LFÔãdCäi. SIRoluñiii UperCoIumh k _k4t_._ .k-ft 1 SW 46.64 39811 0.00 2 SW 100.59 220 - 0.00 3 SW 96.99 .11.73 0.00 4 SW 102.51 -30.16 -36.86 5 SW 47.01 91.JQ....... 310.42 .1 SDL 3.22 2752 0.00 2 SDL 6.95 2.92 0.00 3 SDL . 6.70 -0.81 . 0.00 4 SDL 7.09 -2.08 -2.55 5 SDL 3.25 6.34 21.46 1 XL 0.00 0.00 0.00 2 . XL 0.00 0.00 . 0.00 3 XL . 0.00 0.00 . 0.00. 4 XL 0.00 0.00 •. 0.00 5 XL 0.00 0.00 0.00 5.4 Reactions and Column Moments (Live Loads ________ . • . . 7 -'SELECTED POST-TENSIONING FORCES AND TENDON PROFILES . . . Approximate weight of strand: • 14413 LB . . 7.6 PostTensionIng Balance Moments, Shears and Reactions . . . . Span Moments and Shears . . . . . . SpaIir M tLéft i1öiiëiit1Cëiitëi rMafftitiU V#Stfe7&XdfttM k-ft k-ft k-It k. k 1 274.50 -275.17 421.67 -0.41 -0.41 2 413.17 -274.00 407.50 0.10 0.10 3. 1 . 408.25 -274.83 410.92 -0.04 . 404 4 1 425.42 -275.00 273.50 1 0.51 1 0.51 Reactions and Column Moments . . . . owe olum I . 0.409 291667wjy 0.000 2 -0.504 - . 0.000 3 01139.. 0.701. 0.000 A . . -0.559 6.696 8.182 5. . 0.515. . -65.742 -222.500 Note: Moments are reported at face of support . . . . . . email: SupportAdaptsoft.com website:http://www.Adaptsoft.dom 1.733 Woodside Road, Suite 220. Redwood City, California, 94061, USA, Tel: (650),306-2400 Fax (650) 364-2401 1 rJoInt t MCI Rèàtiö? K, n tMàéntI1kM Uwe Col Mac aineñt1 Lower, Mèñt roIumnMax oment er loldl Min k k . k-ft k-ft k-It k-ft 1 22.87 -1.38. 24.93 20838 ' 0.00 . 0.00 2. .• 47.85 •• 22.18 155.53 0.00 0.00 3 46.91 20.88 140.34 -145.74 0.00 . 0.00 4 1 48.77 22.54 1_____________ 102.46 -116.36 125.20 • -142.18 5.1 22.14 . -0.48 44.25 -2.00 149.80 -6.76 Hope-Amundson 213006.00 Calculations by M. Nekuda Project Name: 216003.00 Lego Land PS. Specific Title: B305+8105_L2_GL6_100 File Name; 8305+B105_L2_GL6_100 Date of Generation: Tuesday, July 05, 2016 5-MOMENTS; SHEARS AND REACTIONS S 111k.2 Reactions and Column Moments (Excluding Live Load) tJolnt LrÔCâ ea ion : JMdniëñtr ow 4COkJmn MntF Cifi k . k-ft k-fl.. SW 4763 206 8V 23779 2 'SW 99.42 15.65 SW 97.18 . -4.57 -5.98 4 - SW . 101.19 -14.03 -21.98 5 SW S 48.33 : . 202.60L 2.54.3LL_. I SDL 329 2 SDL 6.87 1.08. 1.41 3 SDL 6.72 -0.32 -0.41 SDL 6.99 -0.97 -1.52 .5. SDL 3.34 14.00 17.58 I 'XL 0.00 0.00 . 0.00 2 XL 0.00 0.00 0.00 3 XL 0.00 0.00 0.00 4 . XL 0.00 0.00 . 0.00 XL . 0.00. 0.00 0.00 25 5.4 Reactions and Column Moments'tLive Lnadt 7 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES Approximate weight of strand 1310.2 LB 7.6 Post-tensioning Balance Moments, Shears and Reactions Span Moments and Shears IS "an Mb iitt!ëft M6iëiitICëiitë IM Ieit1Right -. SI L'ftZ IShëRight! __ k-ft. : k-ft k-ft k' . - k 281.08 -240.58 371.08 0.35 0.35 2 '371.67 -250.17 372.08 -0.01 -0.01 3 372.17 -250.17 371.83 0.01 0.01 371.58 -240.83 283.00 -0.32 -0.32 Reactions and Column Moments .. Jcñt Reactibi; tiOii Min Möiiit. owe 4MoThëñt MãfTiëiit. óriint ipper x M 6 M lunnin min 1 22.95 -1.00 9.02 .-104:35. 1 10.37 1.19H .2 46.95 22.18 78.95 -71.74 103.26 3.83 '3 - 47.02. . 21.06 77.90 -80.01 101.89 -104.65 4 47.69 22.61 66.98 -73.42 -73.42 104.90 -115.03 15 23.27 -1.00 102.07 -8.71 128.16 -10.94 L'Jóint' 'jeàctiôri • fl71~r 1.JU_ i1Mörnentfl {Column... Moment :. Column I k k-fl 1 -0.346 138.333.! 159.083S :2 0.354 646O 0.601 3 -0.013 -0.011 .0.014 4 0.323 -0.269 -0.422 5 .0.318 -131.417 -165.000 Note: Moments are reported at face of support 0• S email: SupportAdaptsoft.com website: http://www.Adaptsolt.com 1733 Woodside Road, Suite 220 Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 I •.• Joint ReacIK,n rwwuun r? iviomeru jJ1 6SI moment ww(otumnMa umn.Mpn Pei Moment olumnMav 4iE~mffient ColumnMin k__:: k-ft. k-ft k-ft :1 22.67 -1.36. 23.92 W-1 99,217 r _0.00 0.00• 2 -- .48.11.. 22.11 158.61 ---136 94 0.00 0.00 • 47.25 20.89 .. 14478 -150.35.. - .0.00 . 0.00 -.4 48.20 22.34 -.90.31 9844 105.36 . -114.85 -086 105.18 -7.83 _- 122.01 - -9.09 . 54 ReactIons_andColumn Moments -(Llve- Load) ' in _ Rn p ! - - - - omen Colun 9 omen Cotum2 • --k _. k-ft _• k-ft 1 0.712 - 2785O0?0.000 '2__• - _-0.969 • --- .0.000. 1.517 -10.800 0.000 __2.186 •..434 - -0.156 '5 .0.926-_. -141.583 . -164.167 Hope Amundson 21300600 Calculations by M Nekuda MF 26 Project Name 21600300 Lego Land PS Specific Title B305R+B105_L3_GL6_100 File Name B305R+B105_L3_GL6_100 Date of Generation Tuesday July 05 201.6., 5- MOMENTS SHEARS AND REACTIONS a .2 Reactions and Column Moments (Excludinq Live Load) . . Iñt iJ Làd'Cãë JTI± Rêtiài Mbñéiit. 1Udw C1t M&ñ€fltJ UCoff k . kft k4t I SW 46.25 OW-380."4O f 0.00 2 SW 101.04 . . 7b - o.00 3 . SW 96.91 -12.09 '. 0.00 4 . SW :5 -17.65 . -20.59 5 . SW .48.29: ...._211.25 245.06 1 SDL : 3.20 W26.29 . 0.00 2 SDL . 6.98 3.25 . 0.00 3. SDL 6.70 -0.84 0.00. 14 SDL. 7.00 . -1.22 - 1.42 5 - SDL ; 3.34 . 14.60. . 16.94. XL_. 0.00 _•- 0.00 0.00 2 . XL --0.00 . 0.00 _. 0.00 XL 0.00 . 0.00 . :_0.00 - . XL 1 7 0.00 0.00 ..0.00 5_. XL 0.00. 0.00. 0.00 7- SELECTEDPOST-TENSIONINGFORCES AND TENDON _PROFILES Approximate weight of strand: _1441_3LB 7;6 Post Tensioning Balance Moments, Shears and Reactions Span Moments and-Shears -. . . • .; . . M6 .. ... tI Moiiiiht'Cehter ?Mb_tRigIt4 S__rLéftC ShRight k-ft - Lé k-ft... . ____: . _k k _- -.1 261.58 -278.83_. 427.25 -0.71 _:- . -. _..07.1 -.416.83. _- -275.17.___. .401.50 .0.26 . 0.26 3 -391.75__- 25.i7 . io.g_- . _-1.26 4 '.371.00 .-244.42 . _291.00 __- -0.93 .-•0.93 Reactions and Column Moments - . . . - .- - . - • - . .- - . . - - : -. d' Distance L2, L3. L4 'd' Distance Upturned GB 49" BM TOP clr= 1.50 49" BM BOTT clr= 1.50 66' BM TOP clr= 1.50 CL 66" BM BOTT in clr= 3.00 g Rebar: 9 8 7 6 #9 Area #8 Area #7 Area' #6 Area Astl Total Max Bar Bar Dia dist dist dist dist Centroid H 49 H= 49 H= 66 H 66 ! A 1 1 0.79 0 6 0.44 in 3.16 0 0.500 46.50 62.00 out • (4) 8 8 158 • . . in • '• - - -_____ . 3.16 - . . '• &' '. • 0.500 .46.50 CD out . - . (4) 8 '. • ' 8 - 1.000 • - 1.58' 3.52 0.750 1.250 45.75 45.75 6275 61.25 in 3.52 6 0.750 •• -,- - : , 1.250 45.75 . 62.75 61.25 .66 • • 2.20 6 0.750, 0.935 0.725 46.28 46.28 63.28 61.78 No of in 176 0 0000 0375 4663 4663 6363 6213 Bars. • out ' • (4) . 6 • 6 -- 0.750 . .. 0.66 . .. - . . ,. . , - Frame A in (2) 6 4.04 6 0750 209 0.908 46.09 46.09 63.09 61.59 out (4) 8 8 1.000 1.58 (2) 6 4.04- 2 09 0 908 46 09 46 09 63 09 61 59 out (4) 8 8 1 000 1 58 in (4) 6 4.13 6 O.T50 4.18 1299 45.70 4570 6270 Cr 61.20 out (3) 8 8 1.000 1.185 . in 378 6 .- . : 3 135 1126 ?CD ' 45.87 45.87' -;6287 - '.61.37.. Z out (2) 8 .• (2) 6 • • 079 . 0.33 2.20 0.750 0.935 0 725 46.28 46.28 63.28 61.78 220 0725 4628 4628 6328 6178 ini 0.000 Hope Amundson 21300600 Calculations by M Nekuda MF 28 13 Suite Suite 300 - SHEET OF__________ ., Sun Diego . CA 92101 : .. 1619.232.4673 PROJECT Southwestern College -' " ,F 619.235.4675 z9: PROJECT NO 21401710 , , ENGINEER MN 'DATE Jun-15 ' Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK I FRAME: A I' GRID: A I LEVEL: Li' ' I JOINT LOCATION: 0 'INTERIOR. I ' Based on the 2012 IBC Section 1905,and ACI 318-11 Chapters 10, 11 and 21 checks the given flexural and shear reinforcement in the beam, 0 O the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. •- 0 Input Data General ProDerties 0 0 ,ca5n = 500.0 PSI. =- 60 ksi 0 -° III Cbbe =, 5000 psi . , ' -. = . 60. , ksi 0 (linen = 0.9. fps= 175 ksi 00 shrIft = 0.85 , 0 slnr beam = 0.75. 0 shrcolumn 0.75 Beams 0 (Refers to Figures 1,3, and 4) . b,,= '24 in ' ' . ' . Beam Length, Lc1r = 180 in, O ' .hbm = . 66 in ' : 'T',"L", or "R section = 'A ' 0 hS b=' .0 . in ' . . Clrdist.to adjacent beam= '250 ft 0 ' . b10 = 2 f1. - .0 bBol 2 ft.' Clrcov= 1.5 in O Shear Reinf.: # 4 0 © 4 , in A = 0.2 in2 , d = 0.5 in 0 . WI 2 legs , Top Long. Reinf.:. Smallest# 8 ' A1T = 3.16 in2 ED d1'1 = 63.5 in Bot. Long. Reinf.:' :Smallest '# ' 8 ASIB =0 3.16 in II dIB = .62 in , , •'' . . ' , : . . . ' ' 0 , ' '. .• ' S kin Reinf.: ( : )# 3 : A.= .0.66 in2 d'= 355 'in Column Shear , •o . :' -. ' . ' A.2131= 0.66 in2 d2B = 39.33 in Reinf.,AS dcoi 0 ' 0, Top Slab (YIN)? N Bot Slab (YIN)' N .Reinf: A-= 0 in2 Reinf = 0 in. , d3T = 0 ' in d38.7 0 in Column Long.- Reinf Ace, 0 LN • 1/2 cli' PT Reinf ( 0 ) Tendons A95 = 0 in2 dp5 = 0 in dr cover beat O Column .' (Refers to Figure .1 and 2) 0 0 - ' ' ' 0 - - : - ' . • ,- : 0 b,,,1 24 . in ' 0 0 # bms @ joint = 2, - - 'H. - -- . O 0 36 in ' Or coy = '1.5 in • heat 0 , , 0 0 - O 0 healbbe= 36 in - 0 . . ' ' - d,,,,,,=' 33.24 in 2 + - 0 0 0 I Vert. Shear legs Her. Shear legs Shear Reinf. # 5 .@ i '4 n wl 6 vert. legs AS = 0.31 in O 0' - 1 • - - . 4 hor. legs dbarn = 0.625 in 0 0 • - - 0 0 -. - 0 clr.ht.abv. L. = 75 in .' ' ' ' h= 8.446 in Figure 2- Section B-B, Typical Frame Column' '. 0 O - • clr.ht;blw. Lb = ##### in ' max. dr col height, L11, ='##### in • ,, : • 0 0 . Loads . • 0 • - 0 - ' ,o 0 0 - , - - • ,o 0 • - • W r = 2.25 k/ft . , bm VBdd= 0 0 k - - bmV= 121.8 k - • 0 col V,,= 208.6 k . , • ,0 - - • 0 - - 0 0 0 - - bm M,,1 .668.1 k-ft - - 0 ' • col P,= 102.3 k bm M,,'=' 611.2 k-ft - - - 0 - - 0 • 0 Hope Amundson 21300600 Calculations 6y .M. Nekuda MF 29 301 ThirdAvonoo I SHEET OF San Diego, CA 92101 . - . . . . 1619.232.4673 PROJECT . Southwestern College F . - . 619.23.514675 -6J,AUNI)SOF'l hlo@hoo.adon.co,, PROJECT.NO. 214017.10 . .. . . S -. . . . . . . . . . . ENGINEER .- MN . - Structural Engineers DATE Jun-15. CONCRETE SMRF REINFORCEMENT CHECK Summary of Checks Preliminary Check . . . : •- . . . . . . . . . 1 Per AC! 318 Sec 21.5.1.2; beam length over depth ratio must not be less than 4.. LId <= 4? N G Parti- Beam . : . . :. .• . . . . . . . . . . -1.' Per AC!318, Sec. 21.5.2.2, comparing moment-strength of top and bottom reinf. $MflT= . 989 k-ft -0.5M01< Mn'? OK Per AC! 318 Sec 102 moment strength is greater than demand $MOB = 979 k ft I •M0> M0? OK OK 2 Per AC! 318 Sec 105 and 21.5.2. 1 minimum and maximum requirements are met for long reinf I OK? 101< OK 3 Per AC! 318 Sec 21.5.4. 1 probable moment strength exceeds moment demand I $M> M0? 10K OK 4 Per AC! 318 Sec 11 45 1 and 21.5.4.,1 shear strength developed is greater than the shear demand I V> V0? I Ve 5 Per AC! 318 Sec 11 .2, 11 5 and 21.5.4.2, shear strength is less than the = 264 k I •v0> V. (Vu)? I OK calculated shear strength 6 Per ACI 318 Sec 21 532 shear spacing is less than the code required maximum Under S man? I OK 7 Per AC! 318 Sec 106 7 skin reinforcement is required in beams 36".max S8k = 10.00.in min'Alk met? OK deep or deeper with a mimimum area of rein forcment Part-2 -Joint* . . . . . .. . . . . . . . . . . ..... :. . . . ; .. 1 Per AC! 318 Sec 21 74 1 shear strength of the joint is greater than the demand from the beams I •V0> V0? OK Part 3 Column I 1 Per AC! 318 Sec 21.6.2.2, use the distributed M. of the column developed from M, of the beam instead of (6/5) M nb, to design the flexural reinforcement Use PCACol to determine abv tM, col, = 2720 k-ft . columnflexurâl . blw Mr col = 2E-07 k ft reinforcement 2 Per AC! 318 Sec 21.6.5.1, probable design shear force is greater than the shear from I W> V, ? Use Vu I column analysis. 3 Per AC! 318 Sec 21.6.5.2, shear strength of the column is larger than the shear force I On We (VU)? I OK determined from the probable moment 4 Per AC! 318 Sec 21 64 minimum area of transverse reinforcement in the column is met ASh met? OK . . . . .. . . . - .•:. - ASh met? -OK 5 Per AC! 318 Sec 21.6.4.$, minimum spacing of shear reinforcement is met Over 5v man? I OK It SUMMARY N G II Hope Amundson 21300600 Calculations by *M. Nekuda MF 7 30 1301 ThirdAsn Suite300 SHEET J OF___________ -San CA 92101 : --.-• - : - 16192324673 PROJECT Southwestern College F1OPEHAJtAIJFJDSOtJ h 235.475 - PROJECT NO. 214017.10 : • -.- ENGINEER MN DATE Jun-15 S StructuraL Engineers CONCRETE SMRF REINFORCEMENT CHECK Output Data Part 1 Beam I The nominal beam strength is determined using an equivalent stress block per -ACI 318 Sec 102 considering only the tension steel and the prestressing strands (if applicable) and the limits of ACl 318 Sec 21 522 and 21.5.2.5:.- - T B AS f +. PSA Ii's for rectangular. a = red 0.85 1 - , b sections a =1 ' L 085f b j A5f+Af5 —A51f7 0.85f b --- for T- or L- aT= 2.25 in : shaped sections aB= 225 in =0[ Aff7(d - !J+ Aff7[d - !J+ ps PS A 17(d1 - )_2')J,., - Prestress moment strength cannot exceed 1/4 the moment strength of the beam I M< 1/401VI OK OK perAC!318 Sec 21525 4iM91= 989 kft Comparing moment strength of top and bottom reinf. per AC! 318 Sec 21 522 4IMCB = 979.1 k ft 10 5M T<M 8 bi I 4M> Mu? OK OK 2 Check the minimum required amount of flexural steel in the beam according to AC! 318 Sec 1.0.5 and 21 52 1 Calculate the depth of the entire section d based off of the force centroid of the section not to be less than 0.8h for-prestressed members according t6ACl 318, Sec. 11.3.1 and 11.4.3: dT= 58.66 in d8= 5808 in mew 352 in2_________ Prnax = 0.025 therefore A, = p ,, bd A5, mex B = 3485 1 nI A5 < Asrnax' 01< OK 200 3fi A = d As min T= 4.978 in2_________ :A.". =—b b,dd fy As mis B= 4929 ml A5 > Asmin' N.G.N.G. lfA5 ,755 not met, checkthe exception of AC! 318 Sec 1053 l33A eadT= 3432 in2_________ - - 1.33k, read B= 3.172 ml Apply excep7 OK OK I As 050 OK' OK OK 3 From the nominal strength of the beam the probable moment strength Mpr, can be developed by multiplying the steel stress f by 125 and setting 0 equal to I according toACl318 Sec 21541 fy. a 085! b, 281 in l2SAsfY +Apsfps25AsFfY a1B= 281 in _l 085f,b M, =1 o[±1+.2 5A ffd -.J-i 25Aifyd—..J~1 25AffY(d_!J+APsfPStdpS M= 1367 kft M0r1 = 1353 kft iliMpr>Mu? 01< OK Hope Amundson 213006 00 Calculations by M Nekuda MF 31 1301 Third Aveno Suite 300 . . SHEET J' Sen Diee, CA 92101 .,'., . OF . 1619.232.4673 PROJECT Southwest 619 ern College 235 4675 I-lOPE -AIAUNDSC1s1 lothope-irnueJs:nn:rn PROJECT NO. 21401710 ENGINEER MN DATE Jun-15 StructuraL Engineers S CONCRETE SMRF REINFORCEMENT CHECK 4 Using the probable moment in the beam and the applied gravity load calculate the ultimate shear per ACI 318 Sec 21541 M ±M w L V=1218k prT prB green . . . U . - v - L 2 eedd V. 1982 k I Ve>Vu ye I 5 Calculate the shear strength from the area of shear steel Av from AC! 318 Sec 11.2 and 11.4: -r---bs . 50-b i'-- . : A .=0.75f---- . not less than A = . _W . y•= 0.085 liii A?A=fl? . OK - fy: øv,, = øvc ± øvs k ØV =022.j7bd =0 perACl 318 Sec 21542 $V= 0 d. 0 V = ØA ' ~ 8.j7b,,d •V6= 264 k s where Vn 264 k 0V >Ve(Vu)9 OK 6 Maximum shear tie spacing cannot exceed the following according to AC! 318 Sec 21 532 A. d/4 d/4= 1467 in 2 6 times the diameter of smallest longitudinal reinforcement 6 dia1005 = 6 in 3 6inches 6 in Max Shear Spacing 6 in l Under Su maul OK 7 For a beam that is 36 or deeper, the skin reinforcement must be placed with a maximum spacing of s shown below within the top (and bottom) half of the beam in the plane of the flexural reinforcement per AC! 318 Sec 10.6.7. S =151 (40000't . . (400000't i-2.5c <121 f ) Lf max s= 1000 in minASk= 01 in2/ttI min Amet?I 01< Part 2 Joint I Develop the ultimate joint shear per AC! 318 Sec 21,7 using the probable moments in the beams A = b 01h 0, I burn where L = max. column height; above or below •' . . ' - . ' ' ' ,. ' . . - , A1= 864,in Vaui=3E08k V.: ,z=A(125f)—V, "uint 573- 2. Calculate joint area shear strength according to AC! 318 Sec 21.7.4. 1 0 V = q) 15 A , for joints confined on three faces or two opposite faces øV7789k -;- b V = 0.12-A , -f7T for others OVh= 6232 k V>V OK I Hope Amundson 21300600 Calculations by M Nekuda MF 32 1301Th dA Suite 300 J SHEET OF__________ - - Sue Diego, CA 92101 T6i9232.4673 .. PROJECT . . Southwestern College FiOPEAJAUFniDSOI1 PROJECT NO., S Structural Engineers S ENGINEER MN DATE Jun 15 CONCRETE SMRF REINFORCEMENT CHECK Part 3 Column 1 Calculate the maximum moment in the column according to AC! 318 Sec 21 622 EM = - EM b = 2624 k ft 2 Distribute the load by stiffness of the column Eblb L0 M = M bm .1- M M be, El,, Elb EM, bm= 2720 k ft El El e + _b + abv tM9 col= 2720 k 't Use PCACoI to determine column blw IM, c01 2E-07 k ft flexural reinforcement .3.-Develop the ultimate column shear according to AC! 318 Sec 21 65 1 = (M NEAR + M FAR Lb MN =2E.07 kft where MFA1 0 k ft MNR= Mpr col the probable moment below the joint P MFAR= The probable moment at the far end from the Joint biw IV. = 2i.18 k I 1'1a>'1,, I Use Vu I 4 Check the shear strength of the column and compare it to the ultimate shear force =cw +1w S øv ØV = ØA 1, = + 2000Ag }lvu /rb.d = 0 ::: NOTE The shear contribution of the concrete V,, is considered zero when required according to ACI 318, Sec. 21.6.5.2. . . . . On = 428.1: k .I0Vn>1Ve(Vu)?I 5 Check the area of special transverse reinforcement required by AC! 318 Sec 21,.6.4. f A I A =0.3(sb --)[(----)-1] -- f A h .: .........- .S ASh prp to b.= 0 611 in A55 met7 OK A = 0 09 (sb —j--) ASh prp to h = 0971 '1 A1, met' OK 6 Check column maximum shear spacing according to AC! 318 Sec 11.4.5 and 21.6.4.3. The spacing shall not exceed the smallest of 1 1/4 minimum member dimension dim/4 = 6 in 2 6 times the diameter of longitudinal reinforcement 6 dia = 5.25 in 3 So s0= 5.851 in -- (14—h -s 0 =4+l L 3 Where 4" < s,,<6 4 d/2 or 0 75h (for prestressed) or 24 d/2 etc = 16.62 in 5 When V ~!t 4.f7bd cut Item #4 in half Reduction— 8.3.1 in lUnder S Isaxi 01< I S Hope Amundson 21300600 Calculations by M Nekuda MF 33 Jt'1301 Third A,onô . . . : Suite 300 . SHEET OF_________ San Die. 92101 . . T619.232.4673 PROJECT Southwestern College IIOPE"AN1UNI)5Ot1 35 4675 °:: . PROJECT NO. 214017.10 .. S S . . .: . ENGINEER MN DATE. Jun-15. . . Structural Engineers. .. np . . . . . . .,. . . . . .. . . CONCRETE SMRF REINFORCEMENT CHECK I FRAME:. A I GRID: . A I LEVEL:. 12 I JOINT LOCATION:. INTERIOR . Based on the 2012 IBC Section 1905 and Ad 318-11 Chapters 10, 11 and 21 checks the given flexural and shear reinforcement in the beam, - the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. Input Data' . . . . . . . General Properties'.. . . . . . . . .. . . . 'cabv = 5000. psi . . 5000:psi .. . . . . . fy =. . . . f 60. ksi 'cbw= . . f= 60 ksi • 0.9 -. . 0.85 . 175 ksi * shrint . . $ ssrbeam = 0.75 $shrcolumn = 0.75 Beams (Refers to Figures 1;3, and 4) : b = . 24 in 49 in . Beam Length, = 180 in m hb= 'T','L", or R" section = L I,b = 5 in . Cir dist. to adjacent beam = 250 ft. .bTop 2 . ft. . . b= 3.25 ft. : c!rcov= 1.5 in . . .. Shear Reinf. :.'# 4 @ 4 . in 0.2 in'. d5 = 0.5 in wI 2 legs .. . Top Long. Reinf.: : Smallest# . 6 AslT= 3.52. in' D dIT 4575 j- 80t. Long. Reinf.: Smallest # 6 AS B 3.52 in'El diB = 45.75. in .. . . Skin Reinf.: ( 2 ) # 3 A,-1 = 0.44 in' d = 30 in Column Shear . A= 0.44 in2 d2B= 30 in . Reinf.; A, Slab.(Y/N)? Bat. Slab(Y/N)? N. Reinf: A53 . =- .0 in2 V Reinf: 0 in2 d., Top d3T = 0 'ii d30 = 46.5- in Column Long Reinf.A50, .'\S . , . W 1/2 I1 PT Reinf ( 0 ) Tendons A 5 = 0 in2 d 9 = 465 in clrcovfIr " b 1 Column (Refers to Figure 1 and 2) I ,.• b oi=. 24 in :#bms@joint= 2-. . . 'h IabV = 36 in . dr coy = 1.5 h hcOlbt,, = 36 Jn dSOibiW = 33.24 in2 . .t Veil. Shear legs • .--p Hot. Shear legs $ . . . Shear Reinf. # 5 @ 4 in w/ 6 veil, legs A = 0.31 in 4 hot. legs dbBr,V = 0.625 in clr.ht.abv. L5 87 in . . hx= 8.446 in Figure 2 Section B-B, Typical Frame Column dr ht blw Lb = 75 In max dr col height , = 87 In Loads .: . . . . . . . . . • . . . .. .. . . . . . : . • WBIBV = • 1.66 . k/ft . . . bmV= 1143k S . bm VSdd = 0 k col V. 208.6k . . . . . . . bm M1= 721.8k-ft . . . . . . col P= -97.9 k bm M5B = 682.9 k-ft . . . .: . b, ç• Slab where r CIrCover occurs ). 4[1.• d Slab Figure 3- Plan Section A-A, Upturned Frame Beam -: , .b Top Slab d20 d30 I*d,.hbm Hope Amundson 21300600 Calculations by M Nekuda ME 34 1301 Third Menu. 5te 300 SHEET________ OF_________ . • - . - San Diego. CA 92101 . - : . . . - . ;-T 619.232.4673 PROJECT Southwestern College . ElOPE -AtvUND5()ts1 niohopo-ao,onason.com PROJECT NO. 214017.10 . . • . . . . . . . . .. ... . ENGINEER MN . . . Structural. Engineers . .. . . . DATE Jun-15 . . . . : CONCRETE SMRF REINFORCEMENT CHECK Summary of Checks . . . . -- . . . . . . . •. •- •: : . : Preliminary Check . . . . . . . . . .. . . . .• 1. Per AC! 318, Sec. 21.5.1.2, beam length over depth ratio must not be less than 4. . . . Lid <= 4? OK Part 1 Beam :1. Per ACl318,-Sec. 21.5.2.2, comparing moment strength of top and bottom reinf. OMnT 771 . k-ft O.5M51< M5 ? -OK Per AC! 3,18, Sec 102 moment strength is greater than demand = 763 k ft I •M5> M? OK OK . 2. Per AC! 318, Sec. 10.5 and 21.5.2.1, minimum and maximum requirements are met for long, reinf. .....:t As o OK? JOK . OK 1 3; Per AC! 318, Sec. 21.5.4.1, probable moment strength exceeds moment demand. : .' I $M r> M0? 101< OK - . . . 4 PerAC1318,Sec. 11.4.5.land2l.5.4.1,shearstrengthdevelopedisgreaterthanthesheardemand. . • V0>V?. ye I 5.- PerACl318, Sec .11.2, i15, and 21.5.4.2, shear strength is less than the : 198 k I: $V> V0 (V)? OK •• calculated shear strength 6 Per AC! 318 Sec 21.5.3.2, shear spacing is less than the code required maximum Under S. ? OK 7. PerAC!318, Sec. 10.6.7, skin reinforcement is required in beams 36" :. . max S 10.00 in min A met? deep or deeper with a mimimum area of rein forcment. . . • •- : . : . •- . S Part 2- Joint 1 Per AC! 318 Sec 21 74 1 shear strength of the joint is greater than the demand from the beams $'> V? OK Part 3 Column 1.- Per AC! 318, Sec. 21.6.2.2, use the distributed M, of the column, developed from M,-of the beam . .. . instead of (6/5) M,,,,, to design the flexural reinforcement. •• I Use PCACoI to determine : abv lMpr col = 981.4 k41 column flexural biw IM, col = 1138 k ft reinforcement 2 Per AC! 318 Sec 21.6.5.1, probable design shear force is greater than the shear from 1V0> V.,. ? Use ye column analysis 3. Per AC! 318, Sec. 21.6.5.2, shear strength of the column is larger than the shear force • • •'- • I •V,, >V5( V5)? • determined from the probable moment. •- • . . • . • . • . . . . . • . -. : • - • 4. Per AC! 318, Sec. 21.6.4, minimum area of transverse reinforcement in the column is met. . . . • Ash met?. - OK' :. •• • • . • • . . : . Ash met?. OK . . 5.. Per AC! 318 Sec 21 643 minimum spacing of shear reinforcement is met Over. S. max? I OK It SUMMARY OK ii I. Hope Amundson 21300600 Calculations by .M. Nekuda MF 35 1301Th Avenuo . . . . Suto 300 : SHEET . . . . Sun Diego,CA 92101 . - .... . . Jp 0F . . . . . •. T619.2324673 PROJECT .. Southstern College .. . .. EIcE -4AJVUJNDSOI'sl 35.4675 opo-:,no PROJECT NO. 214017.10 . . . . . . . . . . . . ENGINEER MN . . DATE Jun-15- . . .• . . . . Structural.Engi.neers . . . . . : •- ,: . : : . . . CONCRETE SMRF REINFORCEMENT CHECK / Output Data Parti - Beam 1. The nominal beam strength is determined using an equivalent stress block per ACl 318, Sec. 10.2, considering only . : . the tension steel and the prestressing strands (if applicable) and the limits of AC! 318 Sec 21 522 and 21.5.2-5:- - 'T B.. . A5 f + A 5 f,, . for rectangular a = .. •. : . red . 0 85 f , b sections . . a _1181Asf+k,ss1 L 0851 b AsfY +Aps fps —AsFfY aT - 0.85f b for Tw or L at = 1.43 in c . shaped sections aB= 233 in OM = ø[±A f(d J . Prestress moment strength cannot exceed 1/4 the moment strength of the beam IM00< 1/44M5 OK OK perAC1318 Sec 21525 4IMOT= 771 kft Comparing moment strength of top and bottom reinf. per AC! 318 Sec 21.5.2.2- = 7633 k ft 10 5M5T<M B' 01< I 4iM>Mu? 01< 01< '2.* Check the minimum required amount of flexural steel in the beam according to AC! 318 Sec 105 and 21 52 1 Calculate the depth of the entire section d based off of the force centroid of the section not to be less than 0.8'h for prestressed members according to -AC! 318, Sec. 11.3.1 and .11.4.3: d1= 44 in d8= 44 In . . . . . . . . . . . •: T 26.4 ~nax • . Prnax = 0 025 therefore A = p ,mx bd As man B = 264 infA7A...7 01< 01< A = 2-2b d Aa,mInT= 3734 in2__________ - ______ A , - 1 b,d "' f As mis B 3734 ml A5> Asmm' 01< OK lfA5 ,,, not met check the exception of AC! 318 Sec 1053 133ASdT= 4928 in2_________ - - 1 33A5 reqd = 4712 ml Appiy excep' NO NO r As 0001<7 OK OK 3 From the nominal strength of the beam the probable moment strength Mpr, can be developed by multiplying the steel stress f by 1.25, and setting 0 equal to I according to ACI 318 Sec 21.5.4. 1 1 25A5 f + a = S • - .- 0:85!' b . -'- . • . S . • • , ...... aprT= 179 In I25AsfY +Apsfps -125AsF fY a.rB 291 In O85fb M, f5 d _.J_i 25Aff4Id_..J+1 25A2.ffyd_!L!B.)+APsfps1dPs 2:J] --2 M= 1067 kft M0 = 1053 kft I iliM0>M5' OK OK Hope Amundson 21300600 Calculations by M Nekuda MF 36 130 Tb dA on Suite 300 . . •. SHEET . San Diego. CA. 92101 OF__________ • S S - •T 619.232A673 PROJECT Southwestern College HOPE PJkUND5Ots1 PROJECT NO. .214O17 10 . . :. . . ENGINEER MN DATE Jun-15' StructuraL Engineers CONCRETE SMRF REINFORCEMENT CHECK 4 Using the probable moment in the beam and the applied gravity load calculate the ultimate shear per ACI 318 Sec 21.5.4.1: M,,7 ±M,,8 Vu 1143k - L ± 2 + Vadd v0= 153 k I Ve> Vu? I Ve I 5 Calculate the shear strength from the area of shear steel Av, from ACl 318 Sec 11 2 and 11 4 • -bs 50bs -: -- • 4, O.'75.Jf — not less than A = W Ay 1,= 0.085 ml . A>A? I OK 1 f V f øv,, = øv + øv q5V = 02)j7bd = 0 per AC! 318 Sec 21 542 = 0 k ØV = ØA v ~87b,,d $V8= 198 k s where 4iV5= 198 k I V5>V0(V5)' OK 6 Maximum shear tie spacing cannot exceed the following according to AC! 318 Sec 21'5.3.2': 11. d/4 d/4= 11 in 2 6 times the diameter of smallest longitudinal reinforcement 6 dia4005 = 4.5 in 3 6 inches 6 Ari Max Shear spacing 45 in lunder s. OK I 7 For a beam that is 36 or deeper, the skin reinforcement must be placed with a maximum spacing of s shown below, within the top (and bottom) ha!f of the beam in the plane of the flexural reinforcement per AC! 318 Sec 10.6 .7 - S s=151 (40000 : —2.5c <lii (400oo - S -• - -. : - : LI) LI max s= 10.00 in : • - min ASk = 0.1 mn2lft 1 min ASk met'I OK I • Par12 - Joint - - -. S • 1 Develop the ultimate joint shear per AC! 318 Sec 21 ..7 using the probable moments in the beams A, = oi - • L • where L = max. column height, above or below S • - -• • •.- A1 = 864 in2 V= 2924 k Vu, 1 t=A(125f)-V, V 1nt = 3016k 2 Calculate joint area shear strength according to AC! 318 Sec 21 74 1 0 V = 0,15 A , s.JTi for joints confined on three faces or two opposite faces - S - • - • - • : • • - øV 778.9k - - • 95 V = 95 12 A / for others ØV,= 623.2_ k >V I OK I Si Hope Amundson 21300600 Calculations by M Nekuda MF 37 ..- 1301 Third Avenue -Suite 300 SHEET OF___________ Son Diego, CA 92101 1619.232.6673 PROJECT Southwestern College • IIOPE-AIAUND5OP'1 PROJECT NO. 214017.10 . S ENGINEER MN DATE Jun-15 S . Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK • Part Column S I Calculate the maximum moment in the column according to ACI 318 Sec 21.6.2.2: EM 2046 kft 2 Distribute the load by stiffness of the column E. I. L8 t M, =EM bm ..L M = M,, be El El EM,, bm= 2120 k ft El El abv Mpr cok 981.4 k ft Use PCACol to determine column blw 1MprCOl= 1138 k ft flexural reinforcement 3 Develop the ultimate column shear according to AC! 318 Sec 21.6.5. 1 v = (M WEAR + M FAR Lb MNEAR 1138'k-ft where MFR 1671 kft MNR= jMpr col the probable moment below the joint P MFAR= The probable moment at the far end from the joint blw We = 449.4 k I iV0>V ' Use ye 4 Check the shear strength of the column and compare it to the ultimate shear force S øv,'=øv±øv 0 V = ØA f ØV 02[1 ± lvu 2000 A8 )/Tb..d = 7 k NOTE The shear contribution of the concrete V is considered zero when required according toACl318 Sec 21652 $V= 4637 k IV >1V8(V6)91 o)l< 5 Check the area of special transverse reinforcement required by AC! 318 Sec 21.6.4. • A A =0.3(sb --)[(---)-1] 8f A8,. hprp.to b = 0.611 in : met? OK Ath = 0 09(sb 7-) AShprptoh= 0971 in1 A60 met' OK 6 Check column maximum shear spacing according to AC! 318 Sec 11 45 and 21.6.4.3. The spacing shall not exceed the smallest of: 1 1/4 minimum member dimension dim/4 = 6 in 2 6 times the diameter of longitudinal reinforcement 6 dia = 5.2 in : - - • 3.s0 . . . - . • . 5o 5:851 in •• - - = 4.+ (14 - h I 8 - • - - - - - - : 3 where4 < s<6 4 d/2 or 0.75h (for prestressed) or 24 02 etc = 16.62, in 5 When V,.'—>. 4j7bd cut Item #4 in half. Reduction = 831 in 7-1 lUnder S6 ma,I OK Hope Amundson 213006 00 Calculations by M Nekuda MF 38 Jt' 1301 Third Avc,,uo 5848300 SHEET_ OF : Sun Diegn. CA 92101' . . 1619.232.4673 PROJECT Southwestern College I-IOPE.-1eJvtUNI)5Ofs1 PROJECT NO. 214017.10 . . . . . . ENGINEER MN DATE Jun-15 Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK I 'FRAME: . . A. I GRID: ;. ". A I LEVEL: .L3 (Roof) I JOINT LOCATION: . INTERIOR 1 Basedonthe2012lBC Section,1905andACl318-11, Chapters 10,11, and2l, checksthe* given flexurál and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. . . . Input Data General Properties . . . . . . . 'cabv = 5000 psi. . f9 = 60 ksi = 5000 psi . . fyT 60. ksi *nox 0.9 ' . fps= 175 ksi shrjnl = 0.85 , , . . •sirteam' 0.75 - . hr column = 0.75 Beams (Referá to Figures 1, 3, and 4) , bw = 24 in . -' . . . Beam Length, L. = 180 in hbm = 49 in . ' T','L", or "R" section = h80 = 5 in ' ' ' ' Cir dist. to adjacent beam = 250 ft blop = 2 ft. : , . ' bB OT = 3.25 ft.' 'circov= 1.5 in Shear Reinf. : # 4 , 4 A8=' 0.2 in ' d0 = '0.5 in w/ 2 legs Top Lon. Reint.:, Smallest #. 6: A811 = 2.2 in2 U .d11 46.28 in', Bot. Long. Reinf.: Smàllest# '6 A816= 1.76 in LI d1B= 46.63 in Skin Reinf.: ( 2 .)# 3 . AaT = 0.44 in2 .d2T = 30 .in Column Shear A2B = Q.44 in 2. d2B = 30 in Reinf., A. ' 'dcci Top Slab (YIN)?. N Reinf: A831 = 0 in2 d31 = 0 in Column Lor'n .Bot. Slab (YIN)? Y ' . ,Reinf: A838 = 0 in d3B = 46.5 in Reinf., A 01 1/2D PT. Reinf.: ( 0: )TendorisAp5= 0 in2 - dp5 =46.5in ' dr Column (Refers to FigureI and 2) ' bcoi= 24 in - , : , ' - - #bms Ca) joint = 2 : ' - . - I - ' ' ' - I, hcolabv= 36 in clrcov= 15 In h 1 hcoIb =. 36 in ' ' - , - - - d l,ib = 33.24 in Shear Reinf.- #' - 5 @' - 4 in w/ 6 vert. legs'- A8 = 0.31 2 . Vert. Shear legs - - 4-* Hor. Shear legs - ' '4 her. legs d08r,y = 0.625 in 'cIr.ht.abv. L. = ##### in' ' h8 = 8.446 in Figure 2- Section B-B-Typical Frame Column clr.ht.biw. Lb = ' 87. in , max. clr col height; L fir = ##### in Loads w0 8 = 1.66 k/ft ' - , -' bm Vsdd = . 0 k - bm V,= 58.53 k , . ' . - col Vu = 107 k. bm M81 332.3'kft - ' - - .coi Pu= 172.6 k bm M88 = 276.3 k-ft ' - ' ' ' - '• ' ' ' - - l PI - occurs dps Bm h 1 ' - b Bet. Slab Figure 3 - Plan Section A-A, Upturned Frame Beam Hope Amundson 213006 00 Calculations by M Nekuda MF 39 I3O1 Third Ao, Suite 300. .. SHEET. San Diego. CA 92101 . Jt' OF T619.2324673 PROJECT Southwestern College 0 35 ' ::::::: PROJECT NO. 214017.10 I-lOPE 'A1AUND5OfI 4675 ENGINEER MN . StructuraL Engineers DATE Jun-15 CONCRETE SMRF REINFORCEMENT CHECK I Summary of Checks Preliminary Check Per ACI 318, Sec. 21.5.1.2, beam length over depth ratio .must not be less than 4. . . . .1_LId <=4? OK Part 1 Beam 1 Per AC! 318 Sec 21.5.2.2, companng moment strength of top and bottom reinf IMflT = 512 k ft 0 5M 1c MCB? OK Per AC!318, Sec. 10.2, mom ent strength is greater than demand. . . 422 k-ft $M> M? OK OK Per AC! 318, Sec. 10.5 and 21.5.2.1, minimum and maximum requirements are met for long, rein!. . " I Ai n, OK? 10K .0K 3: Per AC! 318,-'Sec. 21.5.4.1, probable moment strength exceeds moment demand. I M> M? 10K OK: I 4 Per AC! 318 Sec 11,4.5.1 and 21.5.4. 1 shear strength developed is greater than the shear demand I Ve> V? ye 5. PerACI 318, Sec. 11.2,11.5, and21.5.4.2,shearstrength'is less than the . . ' OVn=,.196.1-k I $V> V. Va)? calculated shear strength 6 Per AC! 3.18, Sec 21.5.3.2, shear spacing is less than the code required maximum..Under Sn ? OK 7. Per AC! 318, Sec. 10.6.7, skin reinforcement i5 required in beams 36" . max S8 = .10.00 in min ASk met?.t OK deep or deeper with a mimimum area of rein forcment. Part 2 Joint 1 Per AC! 318 Sec 21 74 1 shear strength of the joint is greater than the demand from the beams V> V? OK Part 3 Column I. Per AC! 318, Sec. 21.6.2.2, use the distributed M, of the column, developed from M, of the beam. : l instead of (6/5) M nb, to design the flexural reinforcement Use PCACol to determine abv 1M col = 0.011 k ft column flexural biw IMD, Col= 1293 k ft reinforcement 2 Per AC! 318 Sec 21.6.5. 1 probable design shear force is greater than the shear from L We> Vu'.'? Use ye column analysis 3 Per AC! 318i Sec 21 652 shear strength of the column is larger than the shear force I •V, >V (Va)? I OK ' •. determined from the probable mOment. '. . . . •: ' . ' . . ' ' ' •. . . : ' : 4. Per ACI 318, Sec. 21.6.4, minimum area of transverse rein forcément in the column is met. . A0 met? . OK A5hmet? OK 5 Per ACI 318 Sec 21.6A.3, minimum spacing of shear reinforcement is met Over Sn max? I OK Ii SUMMARY II OK ii Hope Amundson 21300600 Calculations by M Nekuda MF 40 - 1301 ThirdAv0000 •- SuIlo 300 SHEET. OF San Meg 92101 1619.2324673 . PROJECT : Southwestern College : S FIOPE-AIVIUNI)5OI%I PROJECT NO. 214017i0 . S. S . . . . ENGINEER . MN . - DATE Jun-15 Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK . .: Ôiit,ut Data •. : . . . S5 . . • Parti - Beam I The nominal beam strength is determined using an equivalent stress block per AC! 318 Sec 102 considering only the tension steel and the prestressing strands (if applicable) and the limits of AC! 318 Sec 21.5.2.2 and 21;5.2.5:— - T B A f + - for rectangular a red , . 0.85 f b . . secti ons a —1 18[A5f+A3f1 — [ 0.851', b j Af1 + A5f'7 AsFfY . •S •• . . . -" — 0.85.1' b forT- or L- a= 0.96 in = shaped sections a8= 1.29 in a:) f(d )J Prestress moment strength cannot exceed 1/4 the moment strength of the beam IM110< 1/44M, OK OK perACl318 Sec 21525 $MOT= 5119 kft Comparing moment strength of top and bottom reint per AC! 318 Sec 21 522 •MOB = 4223 k ft 10 5MflT<Mfl OK .• . W 2 S . . • .. . I M0> M0?- OK 'OK Check the minimum required amount of flexural steel in the beam according to AC! 318 Sec 105 and 21 52 1 Calculate the depth of the entire section d based off of the force centroid of the section not to be less than 0.8'h for prestressed members according to ACl 318, Sec. 11.3.1 and 11:4.3: . . . . . d1 43.57 in . . . - . . . •. . .d8= 43.3 in A0maxT= 2614 in2 ______ Pmax 0:025 therefore A0 ,, = pm bd . - . A0rnax= 25.98 ml As<Asmax? OK OK 3JT A = -2b " d n,Ir,T= 3.697 in2_________ — &M. — b,d ' f, As, min B= 3.674 In A0 > N.G.N.G. !fA,,,,,,0 notmet, check the exception of AC! 318,-Sec. 10.5.3. • . 2.279 in2dT= • S • 1 33A0 d8= 1.915 ml Apply excep? OK OK 1 IA0,0 OK OK OK 3 From the nominal strength of the beam the probable moment strength Mpr, can be developed by multiplying the steel stress f by 1.25, and setting 0 equal to I according to AC! 318 Sec 5 21 4 1 1 25A5 f a = S . . "f 0.85f'0 b : . S . • S S ... - • . • ,• • - • : .........• = 1 .1.9 in .. rT ..'• • S S S - 1 25Af —1 2SASF f aprs= 1 62 in PS aT 085f ,b M, =1 25A fy(1d _..J_i 25Ai f(d_J+1 -J] - . • S S • • . - . - Mper 709 k-ft - S. • - -: • S - - : • •-- - :-- M0, 584.3 kIt 'I 01( @M,>M0? 0K Hope Amundson 21300600 Calculations by M Nekuda MF 41 . V 1301 Third Aeeuuo V Suite 300 SHEET VV VV Sue Diego. CA ________ 92101 OF : - V V V V V V 1619.232.4673 V V PROJECT Southwesteiri College - . - V V HOPE AMUND5ON 3E'::::. V PROJECT NO. 214017.10 V V V ENGINEER MN . DATE Jun-15 . S Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK 4.-Using the probable moment in the beam and the applied gravity'load, calculate the ultimate shear • - per ACl318, Sec. 21.5.4.1: WguL V=5853k v _M P T+MP B • v -. V L + 2 V. V V V = 98.67 k I V0> V? 5. Calculate the shear strength from the area of shear steel, Av, from AC! 318, Sec. .11.2 and 11:4: V V r-bs V 50bs .• A,, = O.75.j f not less than A = V Avmin 0.085. ml - V _________ Av>Avm6,? OK - f V. V f . - Øv=Øv-+Øv5 V. V V -V V V .: •• . 'V •ØV, = ø22,fJbd =0 perAC1318, Sec. 21.5.4.2 - . OV,= 0 k V : 0 V = ØA ~ 8.j7bd $V8= 1961 k s where $V= 196.1 k I 0Vn>Ve(Vu)' l< 6 Maximum shear tie spacing cannot exceed the following according to AC! 318 Sec 21.5.3.2 1 d/4 d14= 1089 in 2 6 times the diameter of smallest longitudinal reinforcement 6 dia10 = 45 in V V 3.6inches V - ' - - •: - , V - 6 in MaxShearSpacing: 4.5 In Under S,,,,,,,? 7. For a beam that is 36" or deeper, the skin reinforcement must be placed with a maximum spacing of s, shown below, within the top (and bottom) half of the beam in the plane of the flexural reinforcement, per AC! 318, Sec. 10.6.7. V s.=15 (40000' ) - (40000 i 40000) —2.5'<J . V - - max s= 10.00 in V - •V V min A9 ' 0.1 Iii2/ft 1min ASk met?I - Part 2-Joint •- VV V . ,' . - V , V. Develop the ultimate joint shear per AC! 318, Sec 21.7 using the probable moments in the beams: A3 = mpC'bea. where L = mar. column height, above or below A= 864 in V • - • • V ' . V , ' V V • • V,,,1= 0.002 k V , =A (1.25f,) - v Vuint= 363 k 2 Calculate joint area shear strength according to ACI 318 Sec 21.7 4 1 0V = 0 15 A , -sf7 for joints confined on three faces or two opposite faces 'DV = 7789 k OV n. = '0 12 A , for others 4)V n= 623.2 k 4iV5>V. O< 5' Hope Amundson 213006 00 Calculations by M Nekuda MF 42 -: - I301.ThirdAvenuo. SOW 300 SHEET OF - • -. San Diego.CA 92101 - •-- T,619.232.4673 PROJECT : Southwestern College . S HOPE AMUNDSOI.1 E6th PROJECT NO. 214017.10 0 -' ENGINEER MN DATE Jun-15 . • ' . Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK Part 3 Column i.-Calculate the maximum moment in'the column according to ACl 318 Sec 21.6.2.2: )Mn =-1Mb EMn 1246 kft 5. 2 Distribute the load by stiffness of the column _ Ebib I Mp = Mp b .L M = M,, ban El El 'pr bm= 1293 k ft El Elb abv 1Mpr C0l 0.011 kft Use PCACol to determine column . blw IM,,col= 1293'k-ft flexural reinforcement X Develop the ultimate column shear according to AC! 318 Sec 21.6.5. 1 v (M N +M,,R ) Lb MN Em = 1293 kft where 1AFA44J kft MNEAR= •jMpr.col, the probable moment belowthe joint MFR= The probable moment at the far endfrom the joint . . .-- blw We = 0313.7 k I j,Ve>Vui? Use ye 4 Check the shear strength of the column and compare it to the ultimate shear force 0v =0v ±Ov ØV = ØA f __ ØV = 02(1 + 2000Ag = 0 3385 Ic NOTE The shear contribution of the concrete V is considered zero when required accordingtoACl318 Sec 21652 4iV= 3385 k I@Vn>IV0(Vu)i OK 5 Check the area of special transverse reinforcement required by AC! 318 Sec 21.6.4. f'.A..- . . . .-• Ath = 0 3(sb —)[(----) —1] . . . .. . : 0f A. .-: •--• S • ck '•0 0 Athprptob= 0611 in. AShmet? OK %A, =0 09(sb .7—) A(hprptoh= 0.971 'fli Athmet OK 6 Check column maximum shear spacing according to AC! 318 Sec 11 45 and 21.6.4.1- The spacing shall not exceed the smallest of 1 1/4 minimum member dimension dim/4 = 61 in 2 6 times the diameter of longitudinal reinforcement 6 dia = 4.5 in : 3•-s • . •• : .. : S0 .5.851 in ...........:- .• 0 S0 (14—h 0 • • . . • S .,St • t 3 where 4" < s0 <6 4 d/2 or 0 75h (for prestressed) or 24 d/2 etc = 16.62 in 5 When V 2~ 4..j7bd cut Item #4 in half. Reduction = 831 in 0 • . . . 0 • •• • • S. • •S •• • lUnderS naaa4 OK • Hope-Amundson 21300 24 V IA.in : •: Codé:.ACI318.1 : Units English Run axis Biaxial Run option:.Investigation Sle ess Not considered 07 7h,08 Column type Structural I I -2000 I 3000 Bars ASTM A615 M -(18 1. 0) (k-ft) // Date 07/08/16 Time 160705 (Pmin) -1000 (Pmin) spColumn v4 81 15 day trial license Locking Code 4-1 F514 User Mary Anne Microsoft File i:\04 projects\201 6\21 6003 00 legoland p5 (d b)\1 central folders\03 calcs\spcolumn\mf columns\fra \gla_12int_cl 3_c27 cti Project 21600300 r. Column L2_C13_C27 Engineer MN Pc = 5 ksi Iy. = 60 ksi Ag = 864 inA2 16 bars Ed= 4031 ksi Es = 29000 ksi As = 17 08 inA2 rho = 1.98% fc 25 ksi Xo = 0,00 in Ix = 93312 W4 e_ 0,003. in/in Yo = 0.00 in ly = 41472 in'4 Betal = 0.8 Mm clear spacing = 4 94 in Clear cover = 2 12 in Confinement: Tied phi(a) =0.8, phi(b) = 0.9, phi(c) = 0.65 Ln oay triai ice e. OCK ':-iiq. user: r M r st U UO b L: \04 proje land ps.(d-b)\1 c P gi \ \gla_12int_c13_c27.cti O / OSAM eneral Information:. . File Name: i:\04projects\2016\216003.00 legoland PS (d-b)\l bentral,folder ... \gla_12int_c13_c27.cti Project: 216003.00 Co : L2-C13-C27 Engineer: MN C ACI 318-11 Units: English . S Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial S Column Type: Structural 1aterial Properties: fc = 5 ksi fy' = 60 ksi . S Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 . Section:' - Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 - ly = 41472 in4 I' rx = 10.3923 in ' ry = 6.9282 in Xo= 0 i ' Yo= Din .einforcement: Bar Set: ASTM A615 Size Ojam (in) Area (in2) Size Diam (in) Area (in2) Size Diem (in) Area (in2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 - 0.63 - 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 - 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41. 1.56 # 14 1.69 2.25 #18 2.26 . 4.00 . Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. . S phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular = 17.08 in2 at rho = 1.:98% . T*teel'area: As clear spacing = 4.94 in . S Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) - Y (in) 1.27 -9.2 15.2 1.00 -3.1 15.3 1;00 3.1 15.3 1.27 9.2 . 15.2 1.27 -9.2 -15.2 1.00 -3.1 -15.3 1.00 3.1 -15.3 '' 1.27 9.2 -15.2 1.00 -9.3 9.1 1.00 -9.3 3.0 1.00 -9.3 -3.0 . 1.0O' -9.3 ' -9.1 . 1.00 93 9.1 1.00 93 3.0 1.00 9.3 -3.0 1.00 9.3 -9.1 ?actored Loads and Moments with Corresponding Capacities: S Pu Mux - Muy PhiMnx - PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. , kip k-ft k-ft k-ft k-ft in in 1 228.53 0.71 -171.31 3.81 -919.74 5.369 5.27 21.37 0.00918 0.900 2 224.59 - -0.36 -171.31 -1.93 -917.28 5.354 5.23 21.34 0.00926 0.900 3 220.66 -1.43 -171.31 -7.63 -913.81 5.334 5.26 21.42 0.00926 0.900 4 266.89 0.13 -294.03 - 0.42 -943.57 3.209 5.44 21.32 0.00877 0.900 5 263.52 -0.41 -294.03 -1.31 -941.49 3.202 5.43 . 21.33 0.00879 0.900 6 260.14 -0.95 -294.03 -3.03 -939.28 3.195 5.43 21.36 0.00882 0.900 7 260.49 71.08 -266.10 242.05 -906.14 . 3.405 7.92 24.85 0.00676 0.900 8 256.67 113.97 -266.10 377.68 -881.81 3.314 9.33 26.90 0.00566 0.900 9 252.84 297.84 -266.10 762.56 -681.29 2.560 13.73 33.88 0.00441 0.850 10 272.27 -70.30 -266.10' -241.17' -912.86 3.431 - 7.97 24.83 0.00669 0.900 11 .268.45 -114.80 -266.10 -382.39 -886.37 3.331 9.44 26.94 0.00558 0.900 12 264.62 -300.27 -266.10 - -766.99 -679.71 2.554 13.87 33.95 0.00435 0.845 13 . 260.11 75.23 -266.10 255.58 -904.03 3.397 8.05 25.04 0.00665 0.900 14 25629 120.13 -266.10 . 394.63 -874.15 3.285 9.54 27.20 0.00559 0.900 15 252.46 314.31 - -266.10 785.91 -665.36 2.500 13.97 34.35 0.00438 0.847 16 '272.65 -74.45- -266.10 -254.92 -911.14 3.424 8.11 25.03 0.00657 0.900 17 268.83 -120.96 -266.10. -399.42 -878.69 3.302 9.65 27.23 0.00550, 0.900 18 265.00 -316.75 -266.10 -790.34 -663.96 2.495 14.11 34.42 0.00432 0.842 - 19 - 248.04 233.17 -266.10 658.56 - -751.57. 2.824 1-2.60 31.80 0.00457 0.864 2 - 244.22 411.39 -266.10 9,04.07 - -584.78 2.198 14.80 36.52 0.00440 0.849 ' 240.39-' 1054.86- -266.10 1260.55 -317.99 1.195 13.98 39.14 0.00542 0.900 - 284.72 -232.39 - -266.10 -658.96 - -754.55 2.836 12.90 31.83 0.00441 0.849 - - 23 280.90 -412.21 -266.10 -907.98 -586.14 2.203 15.13 36.52 0.00424 0.835 &-j'iq. user: L aay trlaj. J..icense. L:\04 project? PS (d-b)\1 . .\g1a_12int_c13_c27.cti 0 Nq M 24 277.07 -1057.29 -266.10 -1285.73 -323.59 1.216 14.35 39.19 0.00521 0.900 25 247.74 236.06 -266.10 663.63 -748.09 2.811 12.65 31.90 0.00457 0.863 26 243.92 415.13 -266.10 908.06 -582.07 2.187 14.83 36.59 0.00440 0.849 27 240.09 1065.24 -266.10 1262.07 -315.27 1.185 13.94 39.12 0.00543 0.900 285.02 -235.28 -266.10 -664.10 -751.09 2.823 12.96 31.94 0.00440 0.849 i 281.20 -415.96 -266.10 -912.03 -583.45 2.193 15.16 36.59 0.00424 0.835 277.37 -1067.68 -266.10 -1287.65 -320.92 * 1.206 . 14.32 39.17 0.00522 0.900 31 114.91 71.07 -26.04 1088.77 -398.92 15.320 13.79 39.25 0.00555 0.900 32 112.83 114.19 -26.04 1180.32 -269.16 10.336 12.33 38.81 0.00647 0.900. 33 110.75 298.30 -26.04 1250.15 -109.13 4.191 9.44 36.15 '0.00855 0.900 34 126.68 '-70.32 -26.04 -1094.14 -405.17 15.559 13.92 39.24 0.00546 0.900 35 124.60 -114.57 -26.04 -1190.53 -270.59 10.391 12.45 38.82 0.00638 0.900 36 122.52 -299.81 -26.04 -1261.28 -109.55 4.207 9.54 36.15 0.00843 0.900 37 114.53 75.22 -26.04 1102.96 -381.83 14.663 13.65 39.30 0.00564 0.900 38 112.45 120.35 -26.04 1187.69 -256.98 9.869 12.17 38.71 0.00657 0.900 39 110.36 314.78 -26.04 1251.09 -103.50 3.974 9.32 36.00 0.00869 0.900 40 127.06 -74.47 -26.04 -1109.31 -387.89 14.896 13.79 39.29 0.00555 0.900 41 124.98 -120.73 -26.04 -1198.59 -258.52 9.928' 12.29 38.73 0.00647 0.900' 42 122.90 -316.28 -26.04 -1262.97 -103.98 3.993 9.42 36.00 0.00856 0.900 43 102.45 233.15 -26.04 1232.52 -137.66 5.286 9.95 36.77 0.00813 0.900 44 100.37 411.61 -26.04 1247.13 -78.90 3.030 8.71 35.37' 0.00938 0.900 45 98.29 1055.32 -26.04 1256.02 -30.99 1.190 7.65 34.12 '0.01058 0.900 46 139.14 -232.41 -26.04 ' -1265.88 -141.83 5.447 10.32 36.83 0.00776 0.900 47 137.06 , -411.99 -26.04 , -1282.08 -81.03 3.112 9.03 35.40 0.00893 0.900 48 134.97 -1056.83 -26.04 -1292.12 -31.84 1.223 7.96 34.13 0.01003 0.900 49 102.15 236.04 -26.04 1232.90 ' -136.01 5.223 9.92 36.74 0.00815 0.900 50 100.07 415.36 -26.04 1247.01 -78.18 3.002 8.69 35.35 0.00940 0.900 51 97.99 1065.71 -26.04 1255.79 -30.68 ' 1.178 7.64 34.11 0.01059 0.900, 52 139.44 -235.30 -26.04 -1266.82 -140.20 5.384 10.29 36.80 0.00777 0.900 53 137.36 -415.74 -26.04' -1282.54 -80.33 3.085 9.02 35.38 0.00894 0.900 54 135.28 -1067.22 -26.04 -1292.49 -31.54 1.211 7.96 34.12 0.01004 0.900 55 228.94 -2.43 -171.31 -13.03 -918.79 5.363 5.37 21.50 0.00909 0.900 56 225.00 -0.89 -171.31 -4.76 -917.18 . 5.354 5.26' '21.38 0.00923 0.900 57 221.06 0.66 ' -171.31 . 3.52 -914.63 5.339 5.22 21.36 0.00929 0.900 58 267.43 -2.55 -294.03 -8.18 -942.79 3.206 5.52 21.43 0.00870 0.900 59 264:05 , -0.75 ' -294.03 -2.40 -941.64 3.203 ' 5.44 21.35 0.00878 0.900 60 260.68 1.04 ' -294.03 3.32 -939.56 ' 3.195 5.44 21.36 0.00881 0.900 61 . 260.13 68.58 -266.10 233.78 -907.09 3.409 7.83 24.73 0.00683 0.900 62 256.30 113.90 -266.10 377.41 -881.73 3.314 9.33 26.90 0.00567 0.900 63 252.48 301.31 -266.10 767.55 -677.85 2.547 13.78 33.98 0.00441 0.849 6 273.65 . , -73.89 -266.10 -253.23 -911.94 3.427 8.10 25.01 0.00658 0.900 o 269.83 -115.62 -266.10 -384.93 -885.92 3.329 9.48 26.98 0.00556 0.900 266.00 -299.43 -266.10 -765.88 -680.63 '2.558 13.87 33.93 0.00435 0.844 67 . 259.73 ' 72.71 -266.10 247.28 -904.98 3.401 7.97 24.92 0.00672 0.900 68 255.91 119.98 -266.10 394.15 -874.17 3.285 9.53 27.19 0.00560 0.900 69 252.08 317.60 -266.10 790.42 -662.25 2.489 14.02 34.44 0.00438 0.847 70 274.05 -78.02 -266.10 -266.88 -910.24 3.421 8.25 25.21 0.00646 0.900 71 270.23 -121.70 , -266.10 -401.70 -878.33 3.301 9.69 27.27 0.00549 0.900 72 266.40 -315.72 -266.10 -789.02 ' -665.01 2.499 14.11 34.39 0.00432 0.842 73 248.51 228.80 -266.10 650.80 -756.90 2.844 12.52 31.64 0.00458 0.864 74 244.68 406.54 -266.10 898.85 -588.34 . 2.211 14:77 36.43 0.00440 0.849 75 240.86 1046.88 -266.10 1259.52 -320.15 1.203 14.01 39.16 0.00540 0.900 76 285.28 -234.11 -266.10 -662.04 -752.51 2.828 12.94 31.90 0.00440 0.849 77 , 281.45 -408.26 -266.10 -903.73 -589.04 2.214 15.11 36.45 0.00424 0.835 78 277.63 -1045.00 -266.10 -1283.99 -326.96 1.229 14.40 39.21 0.00518 0.900 79 ' 248.20. 231.68 -266.10 655.93 -753.38 2.831' 12.57 31.74 0.00458 0.864 80 244.38 410.25 -266.10 902.85 -585.62 2.201 14.80 36.50 0.00440 0.849 81 240.55 1057.19 -266.10 1261.05 -317.41 1.193 13.98 ' 39.14 0.00542 0.900 82 285.58 -236.99 -266.10 -667.14 -749.08 2.815 12.99, 32.00 0.00439 0.848 83 281.76 -411.97 -266.10 -907.77 -586.35 2.203 15.14 36.52 0.00424 0.835' 84 277.93 -1055.31 -266.10 -1285.94 -324.25 1.219 14.36 39.19 0.00520. 0.9.00 85 114.25 69.95 -26.04 . 1084.19 -403.61 15.499 13.82 39.23 0.00552 0.900- 86 112.16 114.29 -26.04 1179.90 -268:83 10.324 12.32 , 38.81 0.00648 0.900 87 110.08 300.72 -26.04 1249.72 -108.22 4.156 '9.42 36.12 0.00858 0.900 88 127.77 -72.52 -26.04, -1102.96 -396.04 15.209 13.86 39.26 0.00551 0.900 89 125.69 -115.23 ' -26.04 -1192.29 -269.44 10.347 12.44 38.81 0.00638 0.900 90 123.61 -300.02 -26.04 -1262.32 ' -109.56 4.207 9.54 36.15 0.00842 0.900 91 113.85 , 74.08 -26.04 1098.63 -386.18 14.830 13.68 39.29 0.00562 0.900 92 111.77 120.37 -26.04 1187.15 -256.82 9.863 12.16 38.71 0.00658 0.900 93 109.69 317.01 -26:04 1250.63 -102.73 3.945 9.29 35.98 0.00871 0.900 94 128.17 -76.65 -26.04 -1117.43 -379.62 14.578 13.74 39.31 0.00559 0.900 95 126.09 -121.31 ' L26.04 -1200.21 -257.63 9.894 12.29 38.72 0:00647 0.900 96 124.01 -316.31 -26.04 -1264.02 , -104.06 3.996 9.43 36.00 0.00854 0.900 97 102.62 230.17 -26.04 ' 1232.00 . -139.38 5.353 9.99 36.80 0.00810. 0.900 98 100.54 406.93 -26.04 1247.09 -79.80 3.065 8.73 35.39 0.00936 0.900 99 98.46 1046.29 -26.04 1256.13 * ' -31.26 1.201 7.65 34.13 0.01057 0.900 10 -232.74 -26.04 -1266.18 -141.67 5.440 10.31 36.82 0.00776 0.900 le 139.39 137.31 -407.87 -26.04 -1282.12 -81.86 3.143 9.05 35.42 0.00890 0.900 135.23 -1045.59 -26.04 -1292.28 -32.18 1.236 7.97 34.14 0.01002 0.900 103 102.32 233.05 -26.04 1232.38 -137.70 5.288 9.95 36.77 0.00813 0.900 \gla_l2int_c13_c27 cti 005M 104 100.-24 410 64 -26.04 1246',97 -79.07 3 037 8 71 35 37 0.00938.' 0 900 105 98.16'' 1056 60 -26'..04- 1255 90 -10.95 1.1H '7.6-4 34 12 0 01058 -0..900-- 106 139.10 -235 62 -'26.04 -1267 13 .-1,40.04. 5;378 10 28 36.79 0.00777- P..900.1 107 137 62 -411 58 -26 04 -1282.59' -81 15 3.116 9,04 35 40 0.00892 0 900 10 '115.54 p559p: -26.04 -1792 66 -1 1 4 7 96 4 1 0 01002 0 00 I 1 285.58 2720:24 -266.10 1397.64• -136.72 0.5]4. 11.44 36:70 0.00665 0.900 #... :97.99. 2720.24 . -26.04 1260.03. . -12.06 .0.463 • 4 7.23 33.63 0.01105 0.9004 : 111 1138.41 ,285.58 -266.10 1303.88. -304.78 . 1.145 14.17 39.04 0.00529 .0.900 112 97 99 1138 41 -26 04 1256 24 -28.74 1.104 7_59 .3-4.06 0.01064 0.900 4 Section capacity exceeded Revise design' End of output Allow to hinge right above upturned beam at SOG .- Modeled in. ETABS as .:.• .. ... ... . ... pinned, therefore OK : spColumn v4 81 15 day trial license Locking Code 4 1 F514 User Mary Anne, Microsoft File i \04 pro jects\201 6\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns \gla_12int_c13_c27_mpr cti Project 21600300 Mpr Column L2_C13_C27 Engineer MN I c = 5 ksi fy = 75 ksi Ag = 864 in 2, 16 bars Ec = 4031 ksi Es = 29000 ksi As = 17.08 in. 2' rho ,= 1 98% Ic 25 ksi Xo = 0 00 in Ix = 93312 flA4 e_ 0003 in/in Yo =000 in Iy=41472 InA4 Betal = 0.81 . Min clear spacing = 4.94 in Clear cover = 2.12 in Confinement: Other. : phi(a) = 1, phi(b) = 1 phi(c) = 1 '-.i'i'&. User: LD oay trial .Licene. i:\04 project RJ13 4land PS (d-b) \l \gla_l2int_c13_c27_mpr.cti enera1 Information: File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\1 central fo ... \gla_12int_c13_c27_mpr.cti Project: 216003.00 Co : 'L2_C13_C27 Engineer: MN C ' ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis:, Biaxial Column Type: Structural 4ateria1 Properties: ' f'c = S ksi fy = 75 ksi Ec = 4030.51 ksi Es '= 29000 ksi Ultimate strain = 0.003 in/in ' Betal = '0.8 3ection: Rectangular: Width = 24 in Depth = 36 in. Gross section area, Ag = '864 in2 Ix = 93312 in4 ' ly = 41472 in4 rx = 10.3923 in ' ry = 6.9282 in Xo= 0 i ' ' Yo= 0 i einforcement: ' Bar Set: ASTM A615 ' Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) # 3 . 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 '# 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 , 1.41 1.56 # 14 1.69 , 2.25 4 18 2.26 4.00' Confinement: Other; #5 ties with #10 bars, #5 with larger bars. phi(a) = 1, phi(b) = 1, phi(c) = 1 Pattern: Irregular in'2. at rho =1.98% T*steel area: As =17.08 M clear spacing=4.94 in . Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 1.00 -3.1 15.3 1.00 3.1 15.3 ' 1.27 9.2 15.2 1.27 -9.2 -15.2 1.00 -3.1' -15.3 1.00 3.1 -15.3 1.27 9.2 -15.2 ' 1.00 -9.3 9.1 1.00 , -9.3 3.0 1.00 -9.3. -3.0 1.00 -9.3 -9.1 1.00 9.3 9.1 1.00 9.3 3.0 1.00 9.3 -3.0 1.00 9.3 -9.1 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth. eps_t Phi No. kip k-ft k-ft k-ft k-ft in in 1 228.53 , 0.71 -171.31 ' 4.83 ' -1165.87 6.806 5.74 21.37 0.00818 1.000'. 2 224.59 -0.36 -171.31 -2.45 -1164.01 6.795 5.71 21.34 0.00823 1.000 ' 3 220.66 -1.43 -171.31 -9.69 -1160.55 6.775 5.75 21.43 0.00822 1.000 4 266.89 ' 0.13 -294.03 0.53 -1188.48 4.042 . 5.88 21.32 0.00787 1.000 5 ' 263.52 -0.41 -294.03 -1.65 -1186.37 ' 4.035 5.88 21.33 0.00789 1.000 6 260.14 -0.95 • -294.03 -3.83 -1184.08 4.027 5.88 21.36 0.00791 1.000 7 ' 260.49 • 71.08 -266.10 302.90 -1133.95 4.261 8.53 25.11. 0.00607 .1.000 8 256.67 113.97 -266.10 469.27 -1095.66 ' 4.117 9.97 ' 27.20 0.00522 1.000 9 252.84 297.84 -266.10 969.85 -866.49 3.256 13.93 3392 0.00431 1.000 10 272.27 -70.30 -266.10 -301.34 ' -1140.64 4.287 8.58 25.09 0.00601 1.000 11 • '268.45 -114.80 -266.10 -474.52 -1099.91 4.133 10.07 27.26 0.00515 1.000 12 264.62 -300.27 -266.10 -978.18 -866.86 3.258 14.03 33.99 0.00427 1.000 13 260.11 75.23 -266.10 319.72 -1130.91 4.250 8.68 25.32 0.00597 1.000 14 256.29 120.13 -266.10 490.91 -1087.42 4.087 10.14 27.48 ' 0.00516" 1.000 15 252.46 314.31 '-266.10 1000.94 -847.41 3.185 14.15 34.39 .0.00429 1.000 16 , 272.65 -74.45 -266.10 -318.38 -1137.97 4.276 8.73 25.30 0.00591 1.000 17 268.83 -120.96 -266.10 -496.35 -1091.92 4.103 10.25 27.54 0.00510 1.000 18 265.00 -316.75 -266.10 -1009.40 -847.99 3.187 14.25' 34.45 0.00425 1.000 19 248.04 233.17 -266.10 831.13 -948.51 3.564 12.91 31.89 0.00441 1.000, 2 ' 244.22 .411.39 -266.10 1150.91 -744.44 2.798 14.98 36.51 0.00431 1.000 240.39 1054.86 -266.10 1555.82 -392.47 1.475 14.61 39.24 0.00506 1.000 284.72 -232.39 -266.10 -839.44 -961.21 3.612 13.10 31.87 0.00430 1.000 '23 280.90 -412.21 -266.10 -1165.11 -752.13 2.827 15.20 36.52 0.00421 1.000 ' Ln aay triai. ice e. OCK ':-1i4. user: r ine N r Sr UI b i: \04 project 9Rf .1and PS (d-b) \1 . \gla_l2int_c13_c27_mpr.cti . 0M 24 277.07 -1057.29 -266.10 -1579.21 -397.46 1.494 14.90 39.26 '0.00491 1.000 25 247.74 236.06 -266.10 837.74 -944.35 3.549 12.96 31.99 0.00441 1.000 26 . 243.92 415.13 -266.10 1155.87 -740.92 2.784 15.00 36.58 0.00431 1.000 27 240.09 1065.24 -266.10 1558.02 -389.20 1.463 14.58 39.21 0.00508 1.000 2 285.02 -235.28 -266.10 -846.30 -957.15 3.597 13.15 31.97 0.00430 1.000 281.20 -415.96 -266.10 -1170.35 -748.70 2.814 15.23 36.59 0.00421 1.000 277.37 -1067.68 -266.10 -1581.84 -394.25 1.482 14.87 39.24 0.00492 1.000 31 114.91 ' 71.07 -26.04 1364.92 -500.10 19.205 14.54 39.21 0.00509 1.000 32 112.83 114.19 -26.04 1496.18 -341.19 13.103 13.28 38.93 0.00581 1.000 33 110.75 298.30 -26:04 1613.73 -140.87 5.410 10.57 36.42 0.00733 1.0,00 34 126.68 -70.32 -26.04 -1367.39 -506.36 19.445 14.64 39.20 0.00504 1.000 35 124.60 -114.57 ' -26.04 -1504.72 -342.00 13.134 13.37 38.94 0.00576 1.000 36 122.52 -299.81 -26.04 -1623.35 -141.00 5.415 10.67 36.43 0.00725 1.000 37 114.53 75.22 . -26.04 1384.27 -479.21 18.403 14.42 39.26 0.00517 1.000 38 112.45 120.35 -26.04 1506.71 -326.00 12.519 13.12 38.83 0.00590 1.000 39 110.36 314.78 -26.04 1616.08 ' -133.69 5.134 10.45 36.26 0.00743 1.000 40 127.06 -74.47 -26.04 -1387.68 -485.23 18.634 14.53 39.25 0.00511 1.000 41 124.98 -120.73 -26.04 -1515.80 -326.94 12.555 13.21 38.84 0.00584 1.000 42 122.90 -316.28 -26.04 -1626.33 -133.90 5.142 10.55 36.27 0.00734 1.000 43 102.45 233.15 -26.04 1587.48 -177.30 6.809 11.06 36.98 0.00707 1.000 44 . . 100.37 411.61 -26.04 1619.56 -102.46 3.935 9.84 35.56 0.00793 1.000 45 98.29 1055.32 -26.04 1641.14 -40.49 1.555 8.78 34.20 0.00879 1.000 46 139.14 -232.41 -26.04 -1615.23 -180.98 6.950 11.38 37.06 0.00680' 1.000 47 137.06 -411.99 -26.04 -1648.81 -104.21 4.002, 10.15 35.63 0.00762 1.000 48 134.97 -1056.83 -26.04 -1670.16 -41.15 1.580 9.04 34.22 0.00846 1.000 49 102.15 236.04 -26.04 1588.35 -175.23 6.729 11.02 36.95 0.00709 1.000 50 100.07 415.36 -26.04 1619.65 -101.54 3.899 9.83 35.54 0.00795 1.000 51 97.99 1065.71 -26.04 1641.05 -40.10 1.540 8.77 34.19 0.00880 1.000 52 139.44 -235.30 -26.04 -1616.59 -178.90 6.870 11.36 37.02 0.00682 1.000 .53 137.36 -415.74 -26.04 -1649.38 -103.31 ' 3.967 10.13 35.61 0.00763 1.000 54 135.28 -1067.22 -26.04 -1670.55. -40.76 1.565 9.04 34.22 0.00846 1.000 55 228.94 -2.43 -171.31 -16.51 -1164.16 6.796 5.85 21.52 0.00810 1.000 56 225.00 -0.89 -171.31 -6.05 -1163.64 6.793 5.74 21.39 0.00821 1.000 57 221.06 0.66 -171.31 4.48 -1161.64 6.781 5.71 21.37 0.00825 1.000' 58 267.43 -2.55 . -294.03 -10.30 -1187.13 4.037 5.97 21.44 0.00781 '1.000 59 264.05 -0.75 -294.03 -3.03 -1186.44 4.035 5.89 21.35 0.00788 1.000 60 260.68 1.04 -294.03 4.19 -1184.33 4.028 5.89 21.36 0.00790 1.000 61 260.13 68.58 -266.10 292.64 -1135.47 4.267 8.44 24.98 0.00614 1.000 62 256.30 113.90 -266.10 468.95 -1095.59 4.117 9.96 27.20 0.00522 1.000 63 252.48 301.31 -266.10 976.43 -862.33 3.241 13.97 34.02 0.00431 1.000 6 273.65 -73.89 -266.10 -316.24 '-1138.88 4.280 8.72 25.28 0.00592 1.000 269.83 -115.62 -266.10 -477.70 -1099.44 4.132 10.10 27.30 0.00514 1.000 266.00 ' -299.43 -266.10 -976.98 -868.23 3.263 14.02 33.97 0.00427 1.000 67 259.73 72.71 -266.10 309.43 -1132.43 4.256 8:59 25.19 0.00604 1.000 68 255.91 119.98 -266.10 490.31 -1087.45 4.087 10.14 27.47, 0.00517 1.000 69 252.08 317.60 -266.10 1006.89 -843.62 3.170 14.19 34.48 0.00429 1.000 70 274.05 ' -78.02 . ' -266.10 -333.14 -1136.23 4.270 ' 8.87 25.49 0.00581 1.000 71. 270.23 -121.70 -266.10 -499.22 -1091.57 4.102 10.28 27.57 0.00509 1.000 72 266.40 -315.72 -266.10 -1007.94 -849.53 3.193 14.25 34.42 0.00425 1.000 73 248.51 228.80 -266.10 821.03 -954.88 3.588 12.84 31.74 0.00442 1.000 74 244.68 406:54 -266.10 .1144.42 -749.08 2.815 14.95 36.42 0.00431 1.000 75 240.86 1046.88 -266.10 1554.24 ' -395.06 1.485 14.64 39:25 0.00505 1.000 76 285.28 -234.11 -266.10 -843.63 -958.91 3.604 13.13 31.93 0.00430 1.000 77 281.45 -408.26 -266.10 -1159.85 -755.98 2.841 ' 15.18 36.45 0.00420 1.000 78 277.63 -1045.00 -266.10 -1576.61 -401.47 1.509 14.94. ' 39.29 0.00489 1.000 79 248.20 . 231.68 -266.10 827.70 -950.67 3.573 12.89 ' 31.84 0.00441 1.000 80 244.38 410.25 -266.10 1149.41 -745.54 2.802 14.97 36.49 0.00431 1.000 81 240.55 1057.19 -266.10 1556.46 -391.77 1.472 . 14.61 39.23 0.00507 1.000 82 285.58 -236.99 -266.10 -850.43 -954.89 3.588 13.18 32.03 0.00429 1.000 83 , 281.76 -411.97 -266.10 -1165.09 -752.56 2.828 15.21 36.52 0.00420 1.000 84 277.93 -1055.31 -266.10 -1579.27 -398.22 1.497 14.91 ' 39.27 0.00491 1.000 85 114.25 ' 69.95 -26.04 1359.00 -505.91 19.428 14.57 39.19 0.00507 1.000' 86 112.16 114.29 -26.04 1495.91 -340.83 13.089 13.28 38.93 0.00582 1.000 87 110.08 300.72 -26.04 1613.60 -139.73 5.366 10.55 36.39 0.00735 1.000 88 127.77 -72.52 -26.04 -1378.84 -495.10 19.013 14.59 39.22 0.00507 1.000 89 125.69 -115.23 -26.04 -1506.65 -340.48 13.075 13.36 38.93 0.00576 1.000 90 123.61 -300.02 -26.04 -1624.25 -140.98 5.414 10.67 36.43 0.00724 1.000 91 113.85 74.08 -26.04 1378.69 -484.63 18.611. 14.45 39.24 0.00515 1.000 92 111.77 , 120.37 . -26.04 1506.28 -325.86 12.514 13.12 38.83 '0.00590 1.000 93 109.69 317.01 -26.04 1615.89 -132.73 5.097 10.43 36.23 0.00745 1.000 94 128.17 -76.65 -26.04 -1398.18 -475.00 18.241 14.48 39.27 0.00514 1.000 95 126.09' -121.31 -26.04 -1517.51 -325.74 12.509 13.21 38.83 0.00584 . 1.000 96 124.01 -316.31 -26.04 -1627.22 -133.96 5.144 10.56 36.28' 0.00733 1.000 97 102.62 230.17' -26.04 1586.45 -179.48 6.893 11.09 37.01 0.00705 1.000 98 100.54 406.93 -26.04 1619.26 -103.62 3.979 9.86 35.59 0.00791 1.000 99 . 98.46 1046.29 -26.04 1641.14 -40.84 1.569 8.79 . 34.21 0.00878 1.000 10 . 139.39 -232.74 -26.04 -1615.55 -180.76 6.941 11.38 37.05 0.00680 1.000 137.31 -407.87 -26.04 -1648.63 -105.26 4.042 10.17 35.65 0.00760 1.000 135.23 -1045.59 -26.04 -1670.21 -41.60 1.597 9.05 34.23 0.00845 1.000 103 102.32 233.05 -26.04 1587.34 -177.36 6.811 11.06 36.98 0.00708 1.000 i. oay triaL' ce e. OCK :'q-It?jq.'user: r ine N r'sr - : : : -. : UI U b' 0tbM L:\04 project (d-b)\1 10 100.24 •410.64 -26.04 1619.36 1069 .0.00793 1.000 105 . 98.16 1056.60 -26.04 1641.05 ' -'4 Mpr ' 0.00879 1.000 106 139 70 -235 62 -26 04 -1616 92 8 70 .. b.00682 1 000 - 107 . ' 137.62 , -411.58: . :',:26.04 -1649.21 -10.4.34.. P4.007 .10.15 35.63 0.00761 1.000 10 135.54 -1055.90 ' ' -26.04 1 1670.60 I -41.20 1.582' '9.05 34.23 - 0.00845 1.-000 .1 •285:58 . 2720.24 '; -266.10 . iijj. -169.55 0.637 12.32 ' 36.93 0.00602 1.000 # 1 97.99 27.20.24' " -26.04 '1650.18. -15.80 0.607 8.36' 33.66 0.00913' 1.000 # .i.uuu • 111 28b.bb -. 1-1j.41 112 ;'9.7,.99 1138.41. : -Zbb.IU -26.04 1bUZ.b4 1642.00 . -3/4.bi -37.56 1.4Ub.' 1.442 .14.14 i9.1, 8.73'' 34.14 LLUU49/ .0.00883 1.000 . H # Section capacity exceeded Revise design' *** End of output Allow to hinge right above upturned beam at SOG - Modeled in ETABS as pinned, therefore OK - - '' '- ' . . '• '..-' : '. '. ' :- ' - ' ' ...- : . ' Hope-Amundon1300 •• : Calculations bV M. NekUda. P (WO) . . . MF -51 : 3500 0 0 0 (Pmax) (Pmax) Y 0 77 0 o 0 0 0 24 x 36 in Code AC131811 Units English Run axis Biaxial Run option Investigation Sleess Not considered I 107-A,1-08- Column type Structural -1800 1800 Bars ASTM A615 M (1830) (k-ft) Date 07/08/16 Time 16:11:119 (Pmin) -1000 (Pmin) spColumn v4.81. 15 day trial license Locking Code 4_1 F514 User Mary Anne Microsoft File i \04 projects\201 6\21 6003.00 legoland ps (d b)\1 central folders\03 calcs\spcolumn\mf columns\fra \gla_l3int_cl 3_c27 cti Project 21600300 Column L3_C13_C27 Engineer MN Pc = 5 ksi fy = 60 ksi Ag = 864 inA2 16 bars Ec =.4031 ksi Es = 29000 ksi As = 17.08 in"2 rho ,= 1.98%, fc 25 ksi Xo = 0 00 in lx = 93312 nM e_ 0 003 in/in Yo = 0 00 in ly = 41472 mM Betal = 0.8 Min clear spacing = 4.94 in Clear cover = 2.12. in Confinement Tied phi(a) = 0 8 phi(b) = 0 9, phi(c) ='.0-.65' L oay trial 61cem.. OCK ':-ls 14. user: r m r sr L:\04 PS (d-b)\l . .\gla_13int_c13_c27.cti eneral Information: File Name: i:\04 pro3ects\'2016\216003.00 legoland ps (d-b)\1 central folder. ..\gla_13int_c13_c27'.cti Project:. 216003.00 . Co : L3_C13_C27 Engineer: MN . C O: ACI'318-ll Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural . 4ateria1 Properties: f'c =-5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24.in Gross section area, Ag = 864 in2 Ix = 93312. in4 rx,= 10.3923 in Xo= Din Reinforcement: fy = 60 ksi Es = 29000 ksi Depth = 36 in ly = 41472 in4 ry = 6.9282 in Yo = 0 in b M Bar Set: ASTM A615 Size Diem (in) Area (in2) # 3 0.38 0.11 # 6 0.75 0.44- # 9 . 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in2) # 4 ' 0.50 0.20 # 7 '0.88 0.60 4 10 1.27 1:27 4 1,8 2.26 4.00 Size Diam (in) Area (in2) 4 5 0.63 0.31 4 8 1.00 ' 0.79 4 11 141 1.56 Confinement: Tied; #4 ties with #10 bars, 44 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ' Pattern: Irregular ' To steel area: As = 17.08 in2 at rho = 1.98% M clear spacing = 4-.94 in , Area in-2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 , 15.2 1.00 -3.1 ' 15.3 1.00 3.1 ' 15.3 1.27 9.2 15.2 1.27 . -9:2 -15.2 1.00 -3.1 -15.3 1.00 3.1 -15.3 . 1.27 9.2 -15.2 1.00 -9.3 , 9.1 1.00' , -9.3 3.0 1.00 ' -9.3 -3.0 1.00 -9.3 '-9.1 1.00 9.3 9.1 1.00 9.3 3.0 1.00 9.3 -3.0 1.00 9.3 ' ' -9.1 Factored Loads and Moment's with Corresponding Capacities: Pu .. Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft ' k-ft , k-ft in in I 115.13 ' -3.66 ' -304.47 -10.08 -838.82 2.755 4.66 21.46 0.01090 0.900 2 110.56 1.74 -304.47 4.78. -836.11 . 2.746 4:58 21.38 0.01104 0.900 3 106.00 7:13 -304.47 . 19.46 -831.13 2.730 ' , 4.71 21.59 0.01094 0.900 4 ' 134.17 , -4.48 -552.89 , -6.91 -852.94 1.543 .4.74 21.41 0.01062 0.900 5 130.25 2.68 -552.89 4.12 -850.44 ' 1.538 4.69 21.37 0.01071 0.900 6 ' 126.34 9.84 -552.89 15.06 -846.35 1.531 4.78 21.53 0.01065 0.9,00 7 131.86 ' 42.37 -494.55 72.28 -8,43.69 1.706 ' 5.39 22.35 0.00990 0.900 8 . 127.42 93.16 -494.55 156.50 -830.79 1.680 6.23 23.57 0.00899, ''0.900 9 122.98 236.09 -494.55 381.90 ' -799.99 1.618 8.51 26.86 0.00648 0.900 10 136.18 ' -51.16 -494.55 -87.41 -845.01 1.709 5.57 22.57 0.00967 0.900 11 131.74 -88.29 -494.55 -149.02 -834.71 1.688 16.18 23.46 '0.00903 0.900 12 127.31 -217.58 -494.55 -355.37 -807.75 1.633 8.26 26.44' 0.00669 0.900 13 ' , 131.72 45.54 ' -494.55 77.62 -842.97 1.705 5.45 22.43 0.00985 0.900 14 127.28 98.78 -494.55 165.71 -829.63 1.67,8 6.32 23.70 0.00889 0.900 15 122.84 ' . 250.51 -494.55 402.14 ' -793.89 1.605 8.74 27.21 0.00638 0.900 16 136.32 -54.32 -494.55 -92.76 -844.49 1.708 5.63 22.65 0.00961 0.900 17 131.88 , -93.92 -494.55 -158.33 -833.73 1.686 6.27 23.60 0.00892 0.900 18 127.45 -231.99 -494.55 -377.34 -804.40 1.627 . 8.49 26.78 0.00647 0.900 19 ' 129.02 96.53 , -494.55 162.25 -831.26 1:681 6.30 23.65 ' 0.00891 0.900 2 124.58 ' 274.08 -494.55 435.21 -785.29 1.588 9.11 27.78 0.00622 0.900 120.14' 651.10 -494.55. . 819.61 -622.55 1.259 13.29 35.29 0.00496 0.897 139.02 -105.32 -494.55 -178:13 -836.46 ' 1.691 6.52 23.88 0.00860 0.900 23 134.58 -269.21 -494.55 -431.73 -793.10 ' 1.604 9.13 27.71 0.00617 0.900 M].CrSOIt q-.L'i'&. user: L aay trial .Licen.se. L:\04 projectP R 1and PS (d-b)\1 le . .\gla_l3int_c13_c27.cti 0M 24 130.15 -632.58 -494.55 -808.11 -631.78 1.277 13.30 35.07 0.00491. 0.892 25 128.88 99.42 -494.55 166.98 -830.61 1.680 6.35 23.72 0.00885 0.900 26 124.45 278.37 -494.55 441.00 -783.48 1.584 9.17 27.88 0.00619 0.900 27 120.01 662.58 -494.55 827.34 -617.53 1.249 13.34 35.42 0.00497 0.897 2 139.15 -108.21 -494.55 -182.92 -835.99 1.690 6.57 23.95 0.00855 0.900 134.71 -273.51 -494.55 -437.69 -791.41 1.600 9.19 . 27.81 0.00615 0.900 130.28 -644.06 -494.55 -816.10 -626.66 1.267 13.35 35.21 0.00491 0.892 31 58.69 44.83 -29.86 847.98 -564.81 18.915 . 13.16 36.31 0.00528 0.900 32 56.28 91.64 -29.86 1074.67 -350.17 11.727 12.96 39.38 0.00612 0.900 33 53.86 230.61 -29.86 1179.50 -152.72 5.115 9.84 37.06 0.00836 0.900 34 63.02 -48.69 -29.86 . -885.56 -543.09 18.188 13.42 36.97 0.00.527 0.900 35 60.60 -89.80 -29.86 -1073.29 -356.89 11.952 13.05 39.36 0.00605 0.900 36. 58.19 -223.06 -29.86 -1181.54 -158.17 5.297 997 37.15 0.00825 0.900 37 58.55 48.00 -29.86 877.02 -545.58 18.271 13.34 36.86' 0.00529 0.900 38 56.14 97.27 -29.86 1086.49 -333.53 11.170 12.77 39.34 0.00625 0.900 39 53.72 245.02 -29.86 1182.83 -144.15 4.827 9.69 36.90 0.00848 0.900 40 63.16 -51.86 -29.86 -912.53 -525.42 17.596 13.59 .37.47 0.00527 0.900 41 60.74 -95.43 -29.86 -1086.71 -340.03 11.388 . 12.90 39.39 0.00617 0.900 42' 58.33 -237.48 -29.86 -1185.35 7149.04 4.991 9.81 36.99 0.00837 0:900 43 55.85 99.00 -29.86. 1089.32 " -328.56 11.003 12.69 39.30 0.00630 0.900 44 53.44 272.56 -29.86 1188.21 -130.17 4.359 9.44 36.65 0.00868 0.900 45 51.02 645.61 . -29.86 1203.68 -55.67 1.864 7.83 34.79 0.01060 0.900 46 65.86 -102.86 -29.86 -1103.85 -320.45 10.732 12.65 39.22 0.00633 0.900 47 63.44 -270.73 -29.86 -1197.18 -132.04 4.422 9.55 36.68 0.00856 0.900 48 61.03 -638.07 -29.86 -1213.39 -56.78 1.902 7.93 34.81 0.01044 0.900 49 55.72 101.88 -29.86 1094.11 -320.67' 10.739 12.58 39.23 0.00638 0.900 50 53.31 276.86 -29.86 1188.87 -128.22 4.294 9.41 36.62 0.00871 0.900 51 50.89 657.09 -29.86 . 1203.75 -54.70 1.832 7.81 34.76 0.01063 0.900 52 65.99 -105.75 -29.86 -1108.64 -313.04 10.484 12.54 39.16 0.00640 0.900 53 63.57 -275.02 -29.86 -1198.10 -130.08 4.356 9.51 36.64 0.00859 0.900 54 61.16 -649.55 -29.86 -1213.73 -55.80 1.869 7.91 34.79 0.01046 0.900 55 115.41 -2.39. -304.47 -6.59 -839.43 2.757 .4.63 21.41 0.01094 0.900 56 110.84 3.21 -304.47 8.81 -835.86 2.745 4.63 21.44 0.01099 0.900 57 106.27 8.80 -304.47 24.01 -830.81 2.729 4.75 21.66 0.01088 0.900 58 134.52 -3.25 -552.89 -5.02 -853.41 1.544 ' 4.72 21.38 0.01063 0.900 59 130.61 3.84 -552.89 5.91 -850.49 1.538 4.71 21.40 0.01069 0.900 60' 126.69 10.94 -552.89 16.75 -846.41 1.531 4.80 21.55 0.01063 0.900 61. . 131.86 ' 44.31 -494.55 75.56 -843.31 1.705 5.43 22.40 0.00987 0.900 62 127.42 ' 95.42 -494.55 160.21 -830.36 1.679 6.27 . 23.63 0.00895 0.900 63 122.99 ' 240.00 -494.55 387.43 -798.35 1.614 8.58 26.95 0.00645 0.900 6 136.86 -50.46 -494.55 -86.28 -845.63 1.710 5.57 22.56 0.00967 0.900 132.43 -87.82 -494.55 -148.32 -835.28 1.689 6.18 23.45 0.00902 0.900 127.99 -218.66 -494.55 -357.25 -808.00 1.634 8.29 26.47 0.00666 0.900 67 131:70 47.55 -494.55 81.01 -842.57 1.704 5.48 22.48 0.00981 0.900' 68 127.26 101.07 -494.55 169.46 -829.18 1.677 6.36 23.76 0.00885 0.900 69 122.83 254.55 -494.55 407.76 -792.22 , 1.602 8.80 . 27.31 0.00636 0.900 70 137.03 ' -53.69 -494.55 -91.75 -845.11 1.709 5.62 22.64 0.00961 0.900 71 132.59 -93.48 -494.55 -15.7.70 -834.30 1.687 6.27 23.59 0.00891 0.900 72 128.15 -233.21 . -494.55 -379.28 -804.31 1.626 8.52 26.81 0.00645 0.900 73 128.69 100.38 -494.55 168.53 -830.30 1.679 6.36 23.75 0.00884 0.900 74 124.25 276.17 -494.55 437.95 -784.25 1.586 9.14 27.83 0.00621 0.900 75 119.82 656.54 -494.55 823.25 -620.13 1.254 13.31 35.35 0.00497 0.897 76, 140.03 -106.53 -494.55 -180.28 -836.92 1.692 6.55 23.91 0.00857 0.900 77 135.60 -268.57 -494.55 -431.16 -793.95 1.605 9.13 27.70 0.00617 0.900 78 131.16 -635.19 -494.55 -810.06 -630.71 1.275 13.32 35.10 0.00490 0.892 79 . 128.55 ' 103.29 -494.55 173.28 -829.65 1.678 6.41 23.81 0.00879 0.900 80 124.12 280.47 -494.55 443.74 -782.44 1.582 9.20 27.93 0.00618 0.900 81 119.68 668.05 -494.55 830.93 -615.13 1.244 13.36 35.48 0.00497 0.897 82 140.17 -109.44 -494.55 -185.10 -836.45 1.691 6.60 23.98 0.00851 0.900 83 135.73 -272.87 -494.55 -437.13 -792.26 1.602 9.19 27.80 0.00614 0.900 84 131.30 -646.71 -494.55 -818.06 -625.58 1.265 13.37 35.24 '0.00491 0.892 85 58.50 46.12 -29.86 859.97 -556.78 18.646 13.23 36.54 0.00528 0.900 86 56.08 93.31 -29.86 1078.55 -345.14 11.559 12.92 39.40 0.00615 0.900 ' 87 53.67 233.99 -29.86' 1180.17 -150.60 5.044 9.81 37.02 0.00839 0.900 88 63.50 -48.65 -29.86 -885.48 ' -543.48 18.201 13.42 36.96 0.00526 0.900 89 61.09 -89.92 -29.86 -1073.96 -356.63 11.944 13.05 39.36 0.00605 0.900 90 58.67 -224.68 -29.86 -1182.42 -157.14 5.263 ' 9.96 37.14 0.00826 0.900 91 58.34 49.36 -29.86 888.79 -537.67 18:006 13.42 37.09 0.00529 0.900 92 55.92 . 98.97 -29.86 1089.32 -328.66 11.007 12.70 39.30 0.00630 0.900 93 , 53.51 248.53 . -29.86 ' 1183.42' -142.18 4.762 9.66 ' 36.87 0.00851 0.900 94 63.66 -51.88 -29.86 -912.97 -525.47 17.598 13.59 37.48 0.00527 0.900 95 61.25 -95.58 -29.86 -1087.39 -339.71 11.377 12.90 39.39 0.00617 0.900 96 58.84 -239.22 -29.86 -1186.24 -148.07 ' 4.959 9.80 36.97 0.00838 0.900 97 . 55.33 102.19 -29.86 1094.31 -319.76 ' 10.709 12.56 39.22 0.00639 0.900 98 52.92 274.06 -29.86 ' 1188.00 -129.44 4.335 ' 9.43 36.64 0.00869 0.900 99 ' 50.50 650.52 -29.86 1203.26 -55.23 1.850 7.81 34.78 0.01062 0.900 66.67 , -104.72 -29.86 -1107.54 -315.81 10.576 12.58 39.18 0.00637 0.900 lie 64.26 -270.67 . -29.86 -1197.93 -132.15 4.426 9.56 36.68 0.00855 0.900 61.84 -641.21 -29.86 -1214.25 -56.55 1.894 7.93 34.81 0.01043 0.900 103' 55.19. 105.10 -29.86 1098.89 -312.21 10.456 12.45 39.16 0.00647' 0.900 L .aay trial 'ice e. OCK ':q-lLl'1. user: = r ie M r si - ' - . ' u u b 1t1M L:\04,proj6~: land (d-b)\1 c P X.\@ .;\gla_l3int_ô13_627.cti. : 104 52 78 278 37 -29 86 1188-65 -127 50 4.2710 9:39 36.60 0.00872 0.900 105 50..36. '662.03' . -29.86 1203.31. -54.27 1.818 7.79 3.4.75 0.01065 0.900 106 .66.81- -107-63 -29.86 -1112.24 -308.57 10 334 12,48 39.12 0 00644 0 900 107 64.40 '-274..98, -29.86* -1198.86 -130 18 4 360 9..52 36-.65 0.00858 0.900 10 . 61.-98- -652.73 . -29.86. ' -1214.59 -55.56 1.861 7.91' .34.78 ' 0.01046 '.0900. • ,1 .140:17 '- 1293.30 -494:55 -109476 ' -418.63' 0.846 ' 14.12 ' 39.20 '0.00533 0.900 •4 ' 1 . 50.36 1293.30. ' -29.86. 1208.71 . ' -27.91 0.935 . 7.21 . ' 34.05 0.01139: -0.900-#' 111 - 140.17' 981.39'' -494.55. 999.40 -503.63 .1.018 14.29 :38.19 0.00501 0.900 112 50.36' 981.39 ' -29:86. . ,. 1206.90 : . -36.72 ' 1.23 . 7.40 34.29 0.01114 0.900: # Section capacity exceeded Revise design' *** End of output *** Mpr top beam - Allow column to hinge just below top level per NEHRP Seismic Design Technical Brief No 1, Seismic Design of Reinforced Concrete Special Moment Frames A guide for Practicing Engineers, NIST GCR 8-917-1, Section 5-.4; therefore OK ( I. Bot. Slab (YIN)? . . N ', Reinf: A939 = 0- in . d39 0 in Reinf., A., P 1/2"D PT, Reinf.: ( 0 )Tendons A 5= a in , dps 0 in , clr cover Js Column (Refers to Figure 1 and 2) Hope Amundson 21300600 Calculations by M Nekuda MF 55 1301 Third AV8,,,,o S •, : - S8ite 300 -- .:' SHEET OF _________ '•l S , Sn Diego, CA 92101 - S 16192324673 PROJECT Southwestern College I-4DPE 1PI'ftjJI'JI)5'JJ PROJECT NO. 214017.10 ENGINEER MN . DATE Jun-15 S S S Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK S FRAME: A I GRID: A I LEVEL: . Li I JOINT LOCATION: EXTERIOR I: Based on the 2012 IBC Seàtion 1905 and ACI 318-11 Chapters 10, 11, and 21 checks the given flexural and shear reinforcement in the beam,. the shear reinforcement in the column and within the joint and calculates forces to be used for column flexural design InDut Data General Properties S •'' cabv = 5000- psi . . ' ' S 60 . ksi- ....c biw = 5000 psi . . . ' S f 1 60 ksi 40 He.= 0.9 " . - . : fp= 175 ksi thrint- 0.75 , ' . . . . $thrbeam= 0.75 ' si.rcoiumn. = 0.75 - -Beams (Refers to Figures 1,3, and 4 ' . b = ' 24 in. '. Beam Length, Li,= 180 in h 8 = 66 in ' . T',"L", or "R" section = R hWeb ' = 0 in . dr dist. to adjacent beam = 259 ft , : b1op = 2 . ft. ' , , . .bBoT = 2 ft. iclrcov= 1.5 in S.. Shearfleinf.: #' 4 . 4. in 'A8 = 0.2 in2 5' . d= 0.5 in , S , WI, 2 legs . ." " . 5, .•.• Top Long: Reinf.: Smallest # 6 A911 = 4.04 in fl dIT = 63.09 in 'Bot. Long. Reinf.: ' Smallest # 6 ASth = .4.04 in Li diB =61.59 in Skin Reinf ( 3 ) # 3 k = 0.66 in d2T = 355 in Column Shear —, = 0.66 in2 d2a = 3933 in Reinf A Top Slab (YIN)' N Reinf:: A931 = 0 in d31 = 0 in Column Lorin i I b,'l In ' . • . - : , ' - #bms@.joint= 1 : • . • V - • - • - • S S ' S 55 - S COI8bV — ., in - - - ' • • . . - dr coy = :1.5 in ' - h' ' - • S ' ' S '' •hcol b1h,= 36 -in • - , S 'd = .33.24 in + 5 5 -'- S • , Shear Reinf.- # 5 @ 4 -in, w/ 5 vert. legs A9 0.31 in2 Vert. Shear legs - '4—* Hor. Shear legs - ' ' - S S ' - . 4 hor. legs - dbary = 0.625 in - . S , • S 5 ' •' ' dr ht abv L = 75 in k= 8.5 in Figure 2 Section B B Typical Frame Column clr ht blw Lb = ##### in max dr col height L11, = ##### in Loads 2.25 - • : •• . - brn V d = 0 k bmV9= 121.8k. - S S 5 - col V='158.1'k - - S •• - • : • , , bm M9'1'= 900.7 k ft col P = 0 k / S • ':binM,,9=907.4 k-ti - - ' • - : : - , - , 5 5. 5 5 5 5 5 5 5 .• --5, 5 5 Hope Amundson 21300600 Calculations by M Nekuda MF 56 I36ThrdA4on,,o . 5uIe 300 Jf4 San Diego. CA 92101 SHEET OF- T 619.232.4673 . PROJECT Southwestern College PROJECT NO. 214017.10 FKPEaAIV%UISIIJSOIsl . S . . . . . .. ENGINEER MN. Structural Engineers . . . DATE Jun-15 • CONCRETE SMRF REINFORCEMENT CHECK . . •• . • Summary of' Checks . Preliminary Check S . 1. Per AC! 318, Sec. 21.5.1.2, beam length over depth ratio must notbe less than 4. .' Lid .c= Pall - Beam Per ACl318, Sec. 21.5.2.2, comparing moment strength of top and bottom rein!. 'OMflT= 1223 k-ft I 0.5M 1< Mn9? 'OK Per ACl 318, Sec. 10.2, moment strength is greater than demand. •M69 = 1207 k-ft 4iM,> Me?. OK OK Per ACl 318, Sec. 10.5 and 21.5.2.1, minimum and maximum requirements are met for long. reinf. A. IOfl6 OK? 10K OK Per AC! 318, Sec. 21.5.4.1, probable moment strength exceeds moment demand. I $M,> M6? 101< OK Per AC! 318, Sec. 11.4.5.1 and 21.5.4.1, shear strength developed is greater than the shear demand. V6> V? -5. Per AC! 318, Sec. 11.2, 11. 5, and 21.5.4.2, shear strength is less than the OV,= 266.5 k I •Vn> V. ( Va)? I OK calculated shear strength. . .6. Per ACI 318, Sec. 21.5.3.2, shear spacing is less than the 'code required maximum. Under S ,naa? OK • 7. Per AC! 318, Sec. 10.6.7, skin reinforcement is required in beams 36' . max S6 = 10.00 in min A k met? OK . deep or deeper with a mimimum area of rein forcment. Part 2-Joint , . 1. Per ACl 318, Sec. 21.7.4.1, shear strength of the joint is greater than the demand from the beams. V? OK ' Part 3-Column 1. Per ACl 318, Sec. 21.6.2.2, use the distributed M0, of the column, developed from M, of the beam instead of (6/5) Mflb, to design the flexural reinforcement. " Use PCACoI to determine abv 1Mg, col = .1689 • 'k-ft column flexural ' ' • . • biw 1Mar col = 0.001 k-ft reinforcement • 2. Per AC! 318, Sec. 21.6.5.1, probable design shear force is greater than the shear from • I "> v6,601? Use Vu column analysis. , ' • • • • •' • ' ' • ' ' ' Per AC! 318, Sec. 21.6.5.2, shear strength of the column is larger than the shear force' , • I On >V6 (Vu)? I OK • -. determined from the probable moment. ' : ' S , , • . .• 5 5 ' • • • S • Per AC! 318, Sec. 21.6:4, minimum area of transverse reinforcement in the column ii met. • , A6 met? OK • , ' ' ' •• • • • S • S ASh met? OK , • 5. Per AC! 318, Sec. 21.6.4.3, minimum spacing of shear reinforcement is met. Over Siv, max? I OI< Ii SUMMARY N G ii Hope-Amundson 213006 00 Calculations by M Nekuda MF 57 1301 ThirdAvonso - .. Suite 300 SHEET San.Die~qo.CA 92101 OF : - . . . . ...:- 1619.232.4673 . . PRECT. Southwestern.College : HOPE UNDON PROJECT NO. 214017.10 ; . . . . . ENGINEER MN . DATE Jun-15 . Structural Engineers . . . . . . . . . . . CONCRETE SMRF REINFORCEMENT CHECK Output Data Part1-Beam . -. .. .. . -. ... ... .. -: : I The nominal beam strength is determined using an equivalent stress block per AC! 318 Sec 102 considering only, the tension steel and the prestressing strands (if applicable) and the limits of AC! 318 Sec 21.5.2.2 and 21.5.2.5.- -- - T B A fy + A 8 for rectangular a = - - Ct 0.85 f b sections As +Af] • a -=1.18i t . : -- . . . . 0• L . 0.85 f b A5f + - AsFf, . . : - 0 8Sf b for Tr or L a = 2.76 in shaped sections a8= 2.76 in i OA~ =4-A )_A f f(d_J+A f f 2 )+APs fPs dss I 2 ,(d Prestress moment strength cannot exceed 1/4 the moment strength of the beam IM95< 1/4itiM, 01< OK o per ACl318 Sec 21525 4IMCT = 1223 kft Comparing moment strength of top and bottom rein! per AC! 318 Sec 21.5.2.2. = 1207 k ft 10 5M51<M 9 OK OK OK 2 Check the flexural the beam to AC! 318 Sec 105 21 52 1 minimum required amount of steel in according and Calculate the depth of the entire section d based off of the force centroid of the section not to be less than 0.8 *h for prestressed members according to AC! 318 Sec 11.3.1 and 11.4.3:. . .• . . . . . . . . . . S . . . ... 59.22 in • - I d8= 5846 in - ..•.• As,h. T= 35.53 : . . . p = 0.025 therefore A,_ = p.... bd A9 max = 35.08 ml As -A.._? OK OK 3f7 A = b d 200 A9 mIx 1 5.025 in2__________ - A - b,.d a. fy As mix B 4961 m l 41 A8> N.G.N.Gi lfA5 , not met, check the exception of AC! 318 Sec 1053 133A dT=.4.649 in2_________ - - .1.33k reqdB= 4.698 1 nI Apply excep 01< OK A., OK? OK OK 3 From the nominal strength of the beam the probable moment strength Mpr, can be developed by multiplying the steel stress L, by 1.25, and setting 0 equal to I according to AC! 318 Sec 21541 Jj 1 25A5f a = 0.85f' b - . . . . . . . . . . - C • • . . . .• rT 3.46 fl - - l2SAsfY +Apsfps —l2SAsFfY aprB 346 in O85fb = 1 o[i 25A f4d _.}_i .25A, d— _)+i 25A1 f(d _!2_JkJ~ASfp5dpS M= 1689 kft PrT M,= 1667 kft I 4iM>M' OK OK Hope Amundson 21300600 Calculations by M Nekuda MF 58 Suite.300 SHEET J 1301ThirdAonrn OF 'Son Diego, CA 92101 T'69232A673 PROJECT Southwestern College .- ElOPE A.MUNDSON : : PROJECT NO 214017.10 . ENGINEER MN DATE Jun 15 Structural Engineers S CONCRETE SMRF REINFORCEMENT CHECK 4 Using the probable moment in the beam and the applied gravity load calculate the ultimate shear per ACI 318 Sec 21-.5.4.1: M P T±MP B Wga L Vu 1218k ± ± V v - add V.-= 240 .6, k L 2 5 Calculate the shear strength from the area of shear steel Av from AC! 318 Sec 112 and 11.4: :r bs '..- 50bs •'''' . .5.'..5.- :k =O.75.jf,--- not Iessthan A =- •:'- - A,= 0.085 iiil A>A?- f; v øvn = øvc ± øvs 'Ø1'=Ø22J7bd=O perAC1318,Sec.21.5.4.2 : ØV.=: 0' k. ØV = ØA f ' ,8.j7b,d $V= 2665 k s where V= 266 5 k I '1n>"eWu)9 0< 6 Maximum shear tie spacing cannot exceed the following according to AC! 318 Sec 21.5.3..2 : 1 d/4 d/4= 148 in 2 6 times the diameter of smallest longitudinal reinforcement 6 dia109 = 4.5 in 3 6inches 6 in Max Shear Spacing 45 In l Under S O< 7 For a beam that is 36 or deeper the skin reinforcement must be placed with a maximum spacing of s shown below, within the top (and bottom) half of the beam in the plane of the flexural reinforcement per AC! 318 Sec 106 7 (40000-)4000015 — 2.5c <121 Lf max s= 1000 in min A,= 01 1n21ft1min Ask met?I OK Part 2 Joint 1 Develop the ultimate joint shear per AC! 318 Sec 21.7 using the probable moments in the beams A = b 014 0, I = - - where .L = max-column height, *above or below A= 864 in2 Vi=2E04k V , ,=A (1 251)—V 0, V int= 3525 k 2 Calculate Joint area shear strength according to AC! 318 Sec 21.74.'l: 0 V = 0 15 A j for joints confined on three faces or two opposite faces OV = 6873 k 0 V = 012 A for , others.ØV,= 549.8 k 4V>V, OK S bi Hope Amundson 21300600 Calculations by M Nekuda MF 59 Suito 3oO J 13O Third A n . SHEET OF San Diego, CA 92101 16192324673 PROJECT Southwestern College I-I PE-AIAUNDSOt1 PROJECT NO. 214017.10 -. ENGINEER . MN -DATE Jun-15 Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK Part 3 Column . 1. Calculate the maximum moment in the column according to AC! 318, Sec. 21.6.2.2: nb =LM £M9 = 1631 kft 1 2 Distribute the load by stiffness of the column Lu 1' M,, = M, b L M M,, bu El,, Elb EM9, bm= 1689 k ft El Elb abv .tM91COl= 1689' k1t Use PCACol to determinecolumn biw JIVIj col= 0.001 k-ft flexural 'reinforcement. 3 Develop the ultimate column shear according to AC! 318 Sec 21.6.5. 1 v (MrnR ±M FAR') ' ' • Lb ' : : M R= 0.001 k-ft where: MFAA 0 k-ft ' MNEAR= JMpr col the probable moment below the joint MFAR= The probable moment at the far end from the joint biw jV= 2E-10 k J JVe>Vu,,,19 Use Vu 4 Check the shear strength of the column and compare it to the ultimate shear. force 0 V.= IN + ØV cbV = ØA f = 02[1 ± 2000A9 = 338.5 k NOTE: The shear contribution of the concrete, V, is considered zero when required - according to ACI 318, Sec. 21.6.5.2. .' : " •V= '423.1 k I n>.Ve(Vu)'I OK : 5 Check the area of special transverse reinforcement required by AC! 318 Sec 21.6.4. f' A' A,,, '=0.3(sb 4.)[(....L)_1] "f A,, 2 .' '- ' Y ' .• AShprptob = 0611 In1 AShmet OK =0 09(sb -7—) AuhPFPt0h= 0971 ni A,,9 met? OK 6 Check column maximum shear spacing according to AC! 318 Sec 11 45 and 21.6.4.3. The spacing shall not exceed the smallest of 1:14 minimum member dimension dim/4 = 6 in 2. 6 times the diameter of longitudinal reinforcement. -. - 6dia = 5.25 in 3:s - . - - ' ' ' s= 5.833 in • - s0 1.=4+ (14—h -- t 3 - where 4< s0<6" ' ' ' - • - - 4. d12 or 0.75h (for prestressed) or 24" - •. , - d12, etc = 16.62 in , - - •• 5 When 4-,Jibd cut Item #4 in half Reduction = 831 in IUnder Svm=i OK .t Hope Amundson 21300600 Calculations by M Nekuda MF 60 1301 ThirdAvbnaa. Suite 300 . . . SHEET. OF . . . . . . . •.' . . - Sun 0ie9o,CA 92101 T619.232.4673 PROJECT ..Southwestern College . F 619.2354675 . . . . . - . . . . HaT PROJECT No. 21401710- S . . . . . ENGINEER MN . . . DATE Jun-15 . . . • : . . Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK .1 ,FRA ME:.- Al , I GRID: A- :1 LEVEL: . L2 :- I:JOINT LOCATION: EXTERIOR Based on the 2012 IBC. Section 1905 and ACI 318-11, Chapters 10; 11, and 21, checks the given flexural and shear reinforcement in the beam, ' the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. . . . . . Input Data' .......General Properties- ' •'' . : • . '. . .. . . , . ' : .cebv= ' 5000 psi ; .. ' , . = , 60 ksi tcbiw= " 5000 psi , . •. f,,=. .60. ksi = 0.9 , . . . . f= 175 -ksi $ shtnt = 0.85 ' . ' . siir beam =. 075 ehr column 075 Beams . (Refers to Figures 1,3, and 4) b,,,, 24 in : ' ' , Beam Length, L1,= 180 :in hbm= 49 in. ' 'T',"L',or1'R" section = ' L ' ' ' hb= 5 , in , , Clrdist.to adjacent beam=' 250' -ft bTop = 3.25 ft. ' :; 'bBOT = '2 ft. clrcbv= 1.5 in Shear Reinf:: # 4 ,c 4 , in A,= 0.2 in d8 = 0.5 in w/ 2.. legs Top Long., Reinf -Smallest# . 6 :11= 4.13 'in2 El, d1IT 45J in Bat: Long. Reint.: , Smallest #. 6 is = 3.78 in U d16 = 45.87 in Skin Reinf:' C 2 )# 3. A8 = 0.44 in2 d.= 30 in Column Shear A 8 = 0.44 in d20 = 30 in Reinf.,.A8 - -d- •-- ' Top Slab (Y/N)? ' - V - Reinf: AS3T= 0 in2 d31= - :o in Column Lon ' - , - ' - - 1 111 Bot. Slab (V/N)? - N •Reinf: AS B = '0 62 - d3B = 46.5 in Reinf., Aco W 1/2 'j PT Reinf ( 0 ) Tendons Aps 0 in dps = 465 *in..'dr Column - (Refersto Figure 1 and 2)" - S -- - bm,IF = .24- in • ' . ' # bms @ Joint . '1 . . • I. ,. S , ' -• . 14 coiebV -- ' o in . - . clrcov= '1.5 in h coi h., 61.= 36 ,in . . , dcoi blw = 33.24 in + ' • . ' . . ' Shear Reinf. # 5 @ 4 ri w/ 5 vert. legs , = 0.31 i2 Vert. Shear legs - •4-•--* Hor.-Shear. legs 4 hor legs db8ry = 0.625 in dr ht abv L0 = 87 in h.= 8446 in Figure 2 Section B B Typical Frame Column clrhtblw. Lb= 75 in max ctrcolheight,L9,= 87 in Loads 1.66 /ft , ' ' . ,. . ' bm Vadd ' 0 .k - •: ' . S ' bmV= 1143k col V= 1581 k bm M1 = 843.9 k-ft - • . ' . . , ' -' col P, = 0 k Hope Amundson 21300600 Calculations by M Nekuda MF 61 • ... . Jf4 I301ThirdAvrn,o Suite 300 SHEET OF___________ San Diego, CA 92101 -- .-... .. . . 1619.232.4673 . PROJECT Southwestern College . }IOPE AI,UJNDSr*1 PROJECT NO. 214017.10 : •'.• : : . .. . . •. ENGINEER MN . . '.DATE Structural Engineers . . . . . . . ... Jun-15 : . CONCRETE SMRF REINFORCEMENT CHECK Summary of Checks Preliminary Check ... .. . : . . . •• . . . . . 1. Per ACl318, Sec. 21.5.1.2, beam length over depth ratio must not be léssthan 4. . .....L/d <=4? . OK Patti Beam 1 Per AC! 318 Sec 21.5.2.2, comparing moment strength of top and bottom reinf $MflT = 881 k ft 0 5MflT c MflB? OK Per AC! 318, Sec 10.2, moment strength is greater than demand. '825 k-ft : $M> M? OK OK 2 PerACl318 Sec 105and21 521 minimum and maximum requirements are met for long reinf. Ai,OK? 101< OK 3 Per AC! 318 Sec 21 54 1 probable moment strength exceeds moment demand I $M> M? 101< OK * 4 Per AC! 318 Sec. .11.4.5.1 and 21.5.4. 1 shear strength developed is greater than the shear demand V0> V? ye Per AC! 318 Sec 11 2 11 5 and 21 542 shear strength is less than the On 199 k I $V> V. ( Vu)? I 01< calculated shear strength 6.. Per AC! 318, Sec. 21.5.3.2, shear spacing is less than the code required maximum..- • . Under S ? OK. . .7. Per ACI 318, Sec. 10.6.7, skin reinforcement is required in beams 36" maxSSk= 10.00 In . min ASkmet? I •0K deep or deeper,with a mimimum area of rein forcment Part 2 Joint 1. Per AC! 318, Sec. 21.7.4.1, shear strength of the joint is greater than the demand.from the beami V> V? . OK Part 3 Column 1. Per AC! 318, Sec. 21:6.2.2, use the distributed M, of the column, developed from M, of the beam instead of (615)M to design the flexural reinforcement Use PCACoI to determine abv lMpr col = 562.1 k-ft column flexural . . biw jM, col 652 k ft reinforcement 2 Per AC! 318 Sec 21.6.5. 1 probable design shear force is greater than the shear from J,V0> V ? Use Ve column analysis 3 Per ACI 318 Sec 21 652 shear strength of the column is larger than the shear force $V >V0 (Va)? I OK determined from the probable moment 4 Per ACI 318 Sec 21.6.4, minimum area of transverse reinforcement in the column is met Ath met? OK ASh met? OK 5 Per AC! 318 Sec 21.6.4.3, minimum spacing of shear reinforcement is met Over S ? OK Ii SUMMARY II OK Hope -Amundson 21300600 Calculations by .m. Nekuda MF 62 : 4301 Thi,dAvsn,s S lIe 300 SHEET OF - - SCDiCQ,CA 92401 - . 1 649.2324673 PROJECT Southwestern College . 619:235A675 . HOPE 'AAAUND5C)N t@hspe-end::n:corn PROJECT NO. 214017.10 ENGINEER MN DATE Jun-15 Structiii-61. Engineers . -- . . . - •: : CONCRETE SMRF REINFORCEMENT CHECK Output Data Part 1 Beam 1 The nominal beam strength is determined using an equivalent stress block per AC! 318 Sec 102j considering only the tension steel and the prestressing strands (if applicable) and the limits of AC! 318 Sec 21.5.2.2 and 21.5.2.5:- TB. - A f7 + fp for rectangular a = - - 4 CCI 0.85 f b sections •L =1 181Asfy~Apsfpsl 0.85f'b j •A5f2+A5f5—A5f7 a.r9,,, - 0.85f b for T- orL-. aT= 2.69 in shaped sections a9= 1.53 in =[± 17(d a) -Is _)] Prestress moment strength cannot exceed 1/4 the moment strength of the beam I@M4< 1/44M OK OK perAC! 318 Sec 21525 $M91= 881 k ft Companng moment strength of top and bottom rein f per AC! 318 Sec 21 522 = 825 1 k ft 10 5MCT<MCS" 0 -: •• : : : : •. S S •-- : M> M5? . OK- OK 2 Check the minimum required amount of flexural steel in the beam according to AC! 318 Sec 105 and 21 52 1 Calculate the depth of the entire section d based off of the force centroid of the section not to be less than 0.8h for prestressed members according to AC! 318, Sec. 11.3.1 and 11.4.3: S - 5 5 5 5- 5 : • S -- S d-1-=44.l9in S - • - • - • - : - • - S - - S • • - • •• • d=. 4422 in - • 5 ° -- - - .5 As,max T= 26.5.1 in2_________ Pmax= 0025 therefore A = prro.xbd A max 2653 nI As<Asmax' OK OK 3JT A = d A9 .1. T= 375 in2_________ - b,Cd fy As min 3.752 inf A9> Asmin' OK OK If A ,,,, not met check the exception of AC! 318 Sec 1053 1.33A ,dT = 5.821 in 2__________ l33A,de 5.456 nI Applyexcep' NO NO -• - -. - - . S - • - - - - - • . • . - - • • • - • -. OK? OK OK 3 From the nominal strength of the beam the probable moment strengthi Mpr, can be developed by multiplying the steel stress f9 by 1.25, and setting 0 equal to 1 according to ACI 318 Sec 21.5.4. 1 a - - - 0.85f' b • S - • - - - S - . S - - • • - - S S - - S - - • : • aprT=- 3.36 in . - - - S : • • - - • - 1 25A5 f —1 2SASF f a91 = 1.91 in 'ai Ps f 5 -' . S -S - -, O.851'C b -. - - • - - •: •. • - S • - • S • - 5 - - - -. :- - M =1.0[± L 254 fd _.-J_i 2sAifyd_J+1 25Affy(d_!!J+Apsfp4(dPs -_)i MPFT= 1214 kft MDr 1141 kft 4iMpr >Mu" 01< JOK Hope Amundson 21300600 Calculations by M Nekuda MF 63 . ... : 1301 ThirdAvonuo - : . - Suite . . SHEET -. Sun Diego. CA 92101 1 OF___________ - . .1 619.232.4673: PROJECT Southwestern College - ElOPE AIAUNI)SOfJ ' PROJECT NO. 214017.10 . S ENGINEER. MN. . . . DATE Jun-15 Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK 4 Using the probable moment in the beam and the applied gravity load calculate the ultimate shear per AC 1318, Sec. 21.5.4.1: M,,.±M,,8 wgavL v V= 1143k ± ± - add V0 = 1695 k I L 2 V0>V1 ' ye I 5 Calculate the shear strength from the area of shear steel Av from AC! 318 Sec 11.2 and 11 4 . = 0.75,f not less than -A = 50 b S . A= .0-085 nj A>A,? OK S . n f. .• y. 5 5 5 . • ØV ØV +,0V1 5 S 5 Ø1=Ø2,/jbd=O per ACl318, Sec. 21.5.4.2 4iV= 0 k.. . : .. 0.V, = ~ 8.ffb.,d •V6= 199 k S where tiV= 199 k iWn>\'eWu)9 OK 6 Maximum shear tie spacing cannot exceed the following according to AC! 318 Sec 21.5.3.2 . 1 d/4 d/4= 11.05 in 2 6 times the diameter of smallest longitudinal reinforcement 6 dia1000 = 4.5 in 3 6 inches 6 in Max Shear Spacing 45 In lUnder S,I 7 For a beam that is 36 or deeper, the skin reinforcement must be placed with a maximum spacing of s shown below, within the top (and bottom) half of the beam in the plane of the flexural reinforcement per AC! 318 Sec 10.6.7. (t0000t (40000 - s=151 • i-2.5c <121 Lf) max s= 1000 in min Aak = 0.1 in2/ft minA56 met?l OK Part 2 Joint I Develop the ultimate joint shear per AC! 318 Sec 21.7 using the probable moments in the beams A = b 0, h 0, 6 - V - L where L = max column height above or below A= 864 in2 - - S - S • - - S • • • - V,= 167.5 k V ,:=A3(1 25f)-V . S - - • S - i v t= 1753k 2 Calculate joint area shear strength according to AC! 318 Sec 21 74 1 0 V = 0 15 A , .7 for joints confined on three faces or two opposite faces :; • . - :: : - -• • • 0V5= -778.9 k - - -, - • - • - - -: 0 V = 0 12 A , for others .. 0V0= q23.2 k V>V OK Hope Amundson 213006 00 Calculations by M Nekuda V. MF 64 I3O1Th dA a SuitoOO H .- J$ SHEET OF --,. .................. '. San Diego. CA 92101 -. 6.T619.2324673 :. PROJECT. . Southwestern College nioiiopo.an,andson.con PROJECT NO. IIOPE'AIAUNI)5OP1 214017.10. S . . ENGINEER . MN DATE Jun-15 StructuraL Engineers CONCRETE SMRF REINFORCEMENT CHECK Part 3 Column 1 Calculate the maximum moment in the column according to AC! 318 Sec 21.6.2.2. EMn =EM b EM= 1175 kft 2 Distribute the load by stiffness of the column L0 1 M, = M, boa 1- M,, = M ban El Elb EM bm= 1214 k El Elb abv tMpr col 562.1 k t L. Use PCACoI to determine column biw . jM0, cok 552 k-ft flexural reinforce eht: . . . . .. 3 Develop the ultimate column shear according to AC! 318 Sec 21.6.5. 1 = (M NR +MFAR' ) Lb MNEAR = 652 kft where:,MFAJI = 1480 k ft MNR= Mpr col the probable moment below the joint WAR= The probable moment at the far end from the joint blw W0 = 341.1 k I V0>V, Use Ve 4 Check the shear strength of the column and compare it to the ultimate shear to =ØV ±ØV S çbV ØV = ØÁ f .f!_ q5V = 02[1 ± 2000A8 }4Tb0d = ::: 467 S . NOTE The shear contribution of the concrete V is considered zero when required accordingtoACl318 Sec 21652 = 4637 k 10V0>1V0(V0)91 OK S. Check the area of special transverse reinforcement required by AC! 318 Sec.,21.6.4. f -A .-. 0 .. 0• Ath =0:3(sbC --)[(---)-1] . . .. F ASh prp to b = 0 611 'Ash met? OK As,, = 0 09(sb 7—) S •0 . 0 , ASh prp to h = 0.971 ml Ash met' OK 555 S• 6 Check column maximum shear spacing according to AC! 318 Sec 11 45 and 21 643 The spacing shall not exceed the smallest of A. m 1/4 minimum ember dimension dim/4 = 6 in -2.6 times the m diaeter of long itudinal.reinforcernent. - - S - •6d1a = 5.25 in - ..... . . Is, s0= 5.851 in - .-s0 .=4+l . :a (14—h. . S 5 5. :5 :- . - .: .- t 3 where 4" < s<6 4 d/2 or. 0.75h (for prestressed) or 24 d/2 etc = 1662 in 5 When V 4..17bd cut Item #4 in half Reduction = 831 in lUnder S meal OK Hope -Amundson 21300600 Calculations by M Nekuda MF 65 1301 ThirdAenuo - Suite 300 SHEET OF - . . . SnDiego,CA 92101 - , •-,- 1619.232.4673 PROJECT Southwestern College- -. IIOPE ai PJAUNI)5OtI PROJECT NO. 214017.10 : .. •. . . . . .. . ENGINEER MN . DATE Jun-15 StructuraLEngineers CONCRETE SMRF REINFORCEMENT CHECK I FRAME:. . .A I GRID:' .A I LEVEL: L3-(Roof)' l'JOINTLOCATION 'EXTERIOR I Based on the 2012 IBC Section 1905 and ACl 318-11', Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the joint and calculates forces to be used for column flexural design Input Data Geñerál ProDerties' : •' . S ' : . . shy = 5000 psi .. . = 60 ksi' fcbiw = 5000 psi' .. : f9-9 = . 60 ksi = 0.9 . . .- . -. fps= 1.75, ksi. shrftt = 0.85 : $ Shy beam 0.75 $shrcolumn = 0.75 •. Beams (Refers to Figures 1,3; and 4) b = 24 in . .. Beam Leñgth,-L 1, =.' 180- in 'hbm=. 49 in : "T',"L",'or"R' section = L hSb = 5 in CIr dust to adjacent beam = 250 ft 1 '':bTOP =. 2 ft- : .............: , . boi = 3.25 'ft. -clrcov=' 15 in .........., Shear Reinf. •# '4 @' in. A= 0.2 in',.* d5 = 0.5 in 2,: legs Top Long. Reinf.: Sma!lest# 6 AS1T = 2.2 in' El AT = 46.28 in Bot. Long. Reinf.: , Smallest# 6 AS1B = 2.2 in Li - diB =46.28 in Skin Reinf ( 2 ) # 3 A- = 0.44 in d = 30 In Column Shear AS2B = 0.44 in2 d2B = 30 in Reinf p, Top Slab (Y/N)? . N' Bot Slab (Y/N)7 V Reinf: AS3T= .0 in2 Reinff A = 0 in2 : d31= .0 in d3 = 465 in Column 'Long. Rein-f., A N I"i • .1 i/270 PT Reinf ( 0 ).Tendons Aps = 0 in. dps = 46 5 in dr cover Column (Refers to Figure 1 and 2) ' ' . ' . - , . . - 2 ' ' ' , , . - I. .) • 'beai - 24 in ' ' - , # bms @ joint = -1 'hcoiebv = 36 in '- , . clrcov= 1.5 - in ':.' ' : h 1 hCoibbe = 36 in dCoibbe = 3324 in 2 1' Veil Shear legs +—* Hor. Shear legs Shear Reinf. .# 5 ' @ 4 in w/ 5 veil, legs AS = 0.31 in 4 hor legs dbar V = 0.625 in clr.ht.abv. L. = .##### in - - - - - - - h5 = 8.446 in I - -FigUre 2' Section B-B, Typical Frame Column dr ht blw 1b = 87 in max Or col height L, = ##### in - - Loads. I Wgrav = 1 66 k/ft bm VBdd = 0 k bm V =.58.53 k - ' - - - . , , - - col V = 46.41 k bm M 1 = -381.2 -k-ft - : , - col P. 6.44 k bm M = 361.9 k ft Hope Amundson 213006 00 Calculations by M Nekuda MF 66 • S Jf4 1301 Third Ave,ao •.• Suite 300 - SHEET __OF___________ • San Diegx.CA 92101 -. T&I9.232A673 PROJECT SoUthwestern College •: hOPE A1VUNDSON PROJECT-NO. 214017.10 - .S . ENGINEER MN Structural Engi neers - DATE 'Jun-15 CONCRETE SMRF REINFORCEMENT CHECK Summary of Checks Preliminary Check 1. Per Aqi 318, Sec. 21:5.1.2, beam length over depth ratio must not be less than 4. I Lid < 4? 01< Part 1 Beam • :i Per AC!318,-Sec. 21.5.2.2, comparing moment strength of top and bottom reinf. 4IMflT= .512 k-ft -. 0.5MflTC M 8?- OK: Per AC! 318 Sec 102 moment strength is greater than demand..4iM 9 = 508 k ft 4iM> M? 10K. OK 2 Per 'Ad 318 Sec 105 and 21.5.2. 1 minimum and maximum requirements are met for long reinf A I.n, OK? 10K OK 3 Per ACI 318 Sec 21.5.4. 1 probable moment strength exceeds moment demand I $M1 > M? 101< < I 4 Per ACI 318 Sec 11.4.5.1 and 21.5.4. 1 shear strength developed is greater than the shear demand V0> V? ye 5 Per AC! 318 Sec.,11 .2, 11 5 and 21.5.4.2, shear strength is less than the $V,, = 1'96.1 k I •V> V. (Va)? I OK -calculated shear strength. . . . . -. •: .................. , . : 6 Per AC! 318 Sec 21.5.3.2, shear spacing is less than the code required maximum Under S Max? I OK -7. Per AC! 318, Sec. 10.6.7, skin reinforcement is required.in beams 36 . . max S 1 = 10.00 in min Aak met?. OK deep or deeper with a mimimum area of rein forcment • . 2-Joint . . . . •• ••, . : . -. . . Part . . . . . . : 1 Per AC! 3,18, Sec 21 74 1 shear strength of the joint is greater than the demand from the beams.,On V? OK Part 3-Column . . .. . . . . : . • •-. . 1. Per AC! 318, Sec. 21.6.2.2, use the di.stributedMpr,of the column, developed from M, of the beam instead of (6/5) Mb to design the flexural reinforcement.Use PCACoI to determine abv tM, 'Col ,= 0.006 k ft column flexural blw 1M0 col = 709 k ft reinforcement 2 Per AC! 318 Sec 21.6.5. 1 probable design shear force is greater than the shear from I jV> V ? Use Ve -. column analysis. '. . . . .. . . S • - : 3 Per AC! 318 Sec 21.6.5.2, shear strength of the column is larger than the shear force I $V >V (V0)? I OK determined from the probable moment 4 Per AC! 318 Sec 21.-6.4,* minimum area of transverse reinforcement in the column is met ASh met? OK ASh met? OK 5 Per AC! 318 Sec 21.6.4.3, minimum spacing of shear reinforcement is met Over Sv max? I OK It SUMMARY OK II Hope Amundson 21300600 Calculations by M Nekuda MF 67 i301 Third A Sue 300 SHEET - S ' San Siege, CA 92101 Jf OF T,619.232.4673 PROJECT Southwestern College E"AAAUND5Of1 'FIOP 35.405 o PROJECT NO. 214017.10 , e pe,:amundsorixorn, ENGINEER MN . DATE Jun-15 Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK 'Output Data' ' ' 5; •. .' -.:--: ': , S.; Part 1 Beam :1: The nominal beam strength is determined using an equivalent stress block per, AC! 318, Sec. 10.2, 'considering only . the tension steel and the prestressing strands (if applicable) and the limits of ACI 318 Sec 21.5.2.2 and 21.5.2.5. T ' B' A f + A5 Ii's for rectangular = - - 0 85 f b sections a - 1181 A5 f + A 5 f 5 1 L 08Sf b J As fy+Ap,c f ps _Asp fy 0 85f b for T or L- a= 096 ri shaped sections a8 = 1.55. in OMi =4± f(d _)] Prestress moment strength cannot exceed 1/4 the moment strength of the beam IMm< 1/44iM OK OK perACl318 Sec 21525 4IMCT= 511.9 k ft Comparing moment strength of top and bottom reinf per AC! 318 Sec 21.5.2.2. = 5083 k ft 10 5MST<MflB' OK I il,M8>M8' OK OK 2 Check the minimum required amount of flexural steel in the beam according to AC! 318 Sec 105 and 21.5.2. 1 ' , ' ''5 '- ' ' . ' ,.5••,, ' ' ' ' ' ' ' ' ' ' Calculate the depth of the entire section d based off of the force centroid of the section not to be less than 08 h for prestressed members according to AC! 318 Sec 11.3.1 and 11,:4.3: dT= 4.357 in d8= 4357 in As, T= 2614 j2_________ Pmax = 'O .b25 therefore A = p bd A8 mex B 26.14 ml A5 < Asmax' OK OK 3[r A = ?P .b d A8 minT 3697 in2__________ A - 1 b,Cd " fy As mis B 1.697 ml A5> Asme," N.G.NG hA5 ,,,,,, not met check the exception of ACl 318 Sec 1053 1.33A., d i = 2.615 In 2, - - 1 33As d B 25 ml Appiy excep? OK OK — OK I As Ion OK"( 3. From the nominal strength of the beam, the probable moment strength, Mpr, can be developed by multiplying the steel stress f, by 1 25 and setting l equal to I according to AC! 318 Sec 21.5.4. 1 125A5 f+Af 5 a 0.85f! b - , S - S - S ,• - "- S aprT= 119 in 1 25A5 f7 +A 5 f 5 —1 25ASFI a 8= 1.94 in a. = O85f C b $ M,,, =1 o[±i 25A fd M='709 k-ft -' - • 2 , • ' M8 = 7028 kft I 4)Mpr>Mu" 01< JOK Hope -Amundson 21300600 Calculations by M Nekuda MF 68 Suile 300 SHEET It' 1301ThirdA OF__________ San Deg CA 92101 T 619 2324673 PROJECT Southwestern College }1E p,JI Jf..J)5rf4,j htohopo dde:ncrne . " F 619.235.4675 PROJECT NO. 214017.10 . . ENGINEER MN DATE Jun-15 StructuraL Engineers CONCRETE SMRF REINFORCEMENT CHECK 14 Using the probable moment in the beam and the applied gravity load calculate the ultimate shear perACl318 Sec 21541 v M P T+Mpr, WgaL v V=5853k + + dd - L 2 Ve 1066 k I Ve> VU? I ye I 5 Calculate the shear strength from the area of shear steel Av from AC! 318 Sec 11.2 and 11 4 • b 50bs : Au =Qif -5— not less than A = . •.:A= 0.085 nI A>A?MI in f v øvn=øvc+øvs ØV =Ø22Jfbd= O per QV= 0 k V 1961 k 0 V = ØA s where 4iV = 196.1 k I 37 0Vn>Ve(Vu) I OK I 6 Maximum shear tie spacing cannot exceed the following according to AC! 318 Sec 21.5.3.2: 1 d/4 d/4= 1089 in 2 6 times the diameter of smallest longitudinal reinforcement 6 dia109 = 4.5 in 3.6 in ches 6 in 0 : : • MaxShearSpàcing: 4.5 in Under S,? OK 7 For a beam that is 36 or deeper, the skin reinforcement must be placed with a maximum spacing of s shown below, within the top (and bottom) half of the beam in the plane of the flexural reinforcement per AC! 318 Sec 10.6 .7 0 s=15i (40000 i-2.5c <121 (40000 0 0 0 • 0 f)• f •. •0o . • 0 0 0 max s- 1000 in :. ••• • •minA= 0 C•1 .in2 /ft I.min.Amet?I . OK Part 2 Joint I Develop the ultimate joint shear per AC! 318 Sec 21.7 using the probable moments in the beams A3 = b01hcol >M P b,n V = L where L = max.,column height above or below Aj,=I 864 in2 V 1=9E04k V ,i=A(125f)—V, v 1= 198 k 2 Calculate joint area shear strength according to AC! 318 Sec 21,74.1: 0 V = 0 15 A , for joints confined on three faces or two opposite faces ØV=7789k 0 V = 012 A , -J7 for others ØV,= 6232 k 4iV>V OK I . I I 0 0 0 0 - • Hope Amundson 21300600 Calculations by M Nekuda MF 7 69 - - 1301 ThirdAvono 11300 . - Sn0ieg.CA 92101 - SHEET OF__________ - 1619.232.&673 PROJECT Southwestern College • FIOPE-AAUNDON 235.6675 h ndorcon, PROJECT NO. . • ENGINEER 214017.10 Structural Engineers MN DATE Jun-15 CONCRETE SMRF REINFORCEMENT CHECK Part 3 Column I Calculate the maximum moment in the column according to AC! 318 Sec 21.6.2.2: EMnc = - Mb EMn,= 6825 k ft 2 Distribute the load by stiffness of the column E, I, 1' M = M,, b. .1- M = M,, b El El EM, bm= 709 k ft El El _•_•9 + _ + abv TMPT c01 0.006 k t Use PCACoI to determine column bIW J.M0r col= 709 k ft flexural reinforcement 3 Develop the ultimate column shear according to AC! 318 Sec 21 65 1 V (MNR +MFAR) Lb MN=709 kft where MF=I562 ii k ft MNR= IMpr cal the probable moment below the joint MFR Theprobable moment at the far end from the joint blw 1V0=. 175.3 k 1Vø>Vu i? Use 4 Check the shear strength of the column and compare it to the ultimate shear force ØV =ØV +ØV = ØA f .L ØV = 02(1± 2000A8 = 0 ::: NOTE The shear contribution of the concrete V is considered zero when required according to ACI 318 Sec 21'.6.5.2. V= 3385 k In>We(\'u)i OK 5 Check the area of special transverse reinforcement required byACI 318 Sec 21.6.4. Ath = 0 3(sb ____)[(._A_) —11 f •A • • • .. A 0 09 AShprptob= 0611 i AShmet OK i = (SO, A prp to h = 0971 ni ASh met' OK 6 Check column maximum shear, spacing according to AC! 318 Sec 11 45 and 21.6.4,.3.: • •• • -': • . • - - - . • The spacing shall not exceed the smallest of 1 1/4 minimum member dimension dim/4 = 6 in 2 6 times the diameter of longitudinal reinforcement 6 dia = 45 in Iso so= 5851 in • •. :- s (14 - h • •• ••• •. •• .. • : L 3 where4 < s0 <6 : • • : 4. 6/2 or 0.75h (for prestressed) or 24 • • • d/2, etc = .16.62 in- • • . • ,. • 5 When V 4,.17bd cut Item #4 in half Reduction = 831 in lUnder S mas'I OK 24,x 36 in Code AC131811 Units:*English Run axis Biaxial 4108 Run option Investigation SIeess Not considered 100 I I I I 18100 -1 Column type Structural M (182°) (k-ft) Bars ASTMA615 Date 07/08/16 Time 162241 (Pmin) (Pmin) 71000 spColumn 44 81 15 day trial license Locking Code 4-1F.514. User Mary Anne Microsoft File i \04 projects\201 6\21'6003.00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\fra \gla_12ext_c2_c59 cti Project 21600300 Column L2_C2_059 Engineer MN fc = 5 ksi fy = 60 ksi Ag = 864 in"2 14 bars Ec = 4031 ksi Es = 29000 ksi As = 12 98 inA2 rho = 1.50% fc 25 ksi Xo = 0.00 in Ix = 93312 A4 e_ 0.003, in/in Yo = 0:00 in Iy, = 41472 inA4 Betal = 0.8 Min clear spacing = 5.07 in Clear cover = 2,12 in Confinement Tied phi(a) = 0.8.1' phi(b) = 0 9, phi(c) = 0-.65: M].CrS L oay trial .Llcen.se. bocK '-11q. user: i: \04 project?P R 0'iland ps (d-b).\l c t!Lcs ... \gla_12ext_c2_c59 . cti U/J 410 0r-2- M 3enera1 Information: File Name: i:\04 projects\2016\216003.00 legoland PS (d-b)\1 central folders.. .\gla_12ext_c2_c59.cti Project: 216003.00 Co : L2-C2-059 Engineer: MN C ACI 318-11 Units: English' Run Option: Investigation. Slenderness: Not considered Run Axis: Biaxial Column Type: Structural .laterial Properties: fc =5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 3ection: Rectangular: Width = 24 in fy =60ksi Es = 29000 ksi Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ' ry = 6.9282 in Xo= Din . Yo= Din einforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in)Area (in2) # 3 0.38 ' 0.11' #' 4 0.50 0.20 # 5 .0.63 0.31 # 6 0.75 0.44 # 7 0.88, 0.60 # 8 '1.00 0.79 # 9 1.13 1.00 # 10 1.27 ' 1.27 # 11 1.41 1.56 # 14 . .1.69 ' ' 2.25 # 18 2.26 4.00 ' Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: 'Irregular To steel area: As = 12.98 in2 at rho = 1.50% clear spacing = 5.07 in Area in2 X (in) Y (in) Area in2.' X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 0.79 -3.0 15.4 0.79 3.0 15.4 1.27 9.2 15.2 ' 1.27 -9.2 . -15.2 0.79 -3.0 -15.4 0.79 3.0 -15.4 1.27 9.2 -15.2 0.79 -9.4 7.6 0.79 -9.4 0.0 0.79 -9.4 -7.6 0.79 9.4 7.6 0.79 9.4 ' 0.0 0.79 9.4 -7.6 Factored Loads and Moments with Corresponding Capacities: Pu , Mux Muy PhiMnx 'PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip , k-ft k-ft k-ft . k-ft in in 1 210.39 -6.38 -174.78 -27.01 -739.94 4.234 4.89 21.79 0.01062 0.900 2 ' 206.46 3.43 '-174.78 14.49 -738.47 4.225 4.73 21.60 0.01085 0.900 3 202.52 13.24 ' -174.78- ' 55.39 -731.23 ' 4.184 5.15 22.22 0.01039 0.900' 4 252.04 -6.07 -297.46 -15.73 -770.73 2.591 5.03 21.62 .0.01002 0.900 5 248.66 2.32 -297.46 6.00 -769.44 2.587 4.90 21.47 0.01019 0.900 6 '245.29 10.72 -297.46 27.56 -764.66 2.571 5.12 21.80 0.01000 0.900 7 203.25 57.72 -269.56 154.40 -721.09 2.675 6.23 23.73 0.00910 0.900 8 . 199.43 . 73.82 -269.56 195.52 -713.96 2.649 6.65 24.36 0.00862 0.900 9 195.60 216.88 -269.56 519.88 -646.15 2.397 ' 10.35 ' 29.94 0.00575. 0.900 10 295.14 . -70.87 -269.56 -204.45 -777.65 2.885 7.40 24.52 0.00738 0.900 11 291.32 -67.93 -269.56 -195.62 -776.24 2.880 7.27 24.38 0.00751 0.900 12 287.49 -191.95 -269.56 -500.47 -702.82 2.607 . 10.79 29.49 0.00528 0.900 13 ' 200.43 ' 61.59 -269.56 164.06 -718.05 2.664 6.32 23.88 0.00902 0.900 14 196.61 77.40 -269.56 204.17 ' -711.04 2.638 6.73 24.49 0.00854 0.900 15 192.78 227.91 -269.56 . 539.90 -638.57 2.369 10.58 30.33 0.00566 0.900 16 297.96 ' -74.75 -269.56 -215.77 -778.10 2.887 7.54' 24.69 '0.00724 0.900 17 294.14 -71.51 , -269.56 -206.07 -776.81 2.882 7.41 24.54 0.00738 0.900 18 290.31 -202.98 -269.56 -523.85 -695.68 2.581 11.11 29.92 0.00515 0.900 19 107.43 200.05 -269.56 449.32 -605.44 2.246 9.02 28.86 0.00671 0.900 20 . 103.61 277.17 -269.56 580.43 -564.49 2.094 10.70 31.81 0.00593 0.900 766.50 -269.56 '912.06 -320.75 1.190 12.35 39.32 0.00656 0.900 JS 99.78 390.96 -213.21. -269.56 -557.17 . -704.43 2.613 12.46 30.67 0.00442 0.851 387.14 -271.28 -269.56 -650.98 -646.85 2.400 13.58 32.55 0.00420 0.832 24 ' 383.31 -741.57 -269.56 -1062.63 -386.27 1.433 15.77 39.15 0.00445 0.853 gCK ce: q-iti'. user: cm anne MLrsort. i aay trial. icen..se.Uor L:\04 project? R 1and PS (d-b)\1 ce \KIQ cs - .\gla_l2ext_c2_c59.cti 25 105.32 202.85 -269.56 453.62 -602.80 2.236 9.07 28.96 0.00669 0.900 26 101.50 279.01 -269.56 582.00 -562.29 2.086 10.71 31.88 0.00594 0.900 27 97.67 772.98 -269.56 911.96 -318.02 1.180 12.30 3.9.33 0.00661 0.900 28 393.07 -216.00 -269.56 -562.51 -702.00 2.604 12.55 30.77 '0.00439 0.848 2 389.25 -273.12 -269.56 -653.75 -645.23 2.394 13.63 32.61 0.00418 0.830 385.42 -748.05 . -269.56 -1066.33 -384.25 1.425 15.77 39.16 0.00445 0.854 65.26 60.92 -29.41 813.66 -392.81 13.356 12.63 38.38 0.00611 '0.900 32 63.18 72.68 -29.41 856.37 -346.53 11.783 12.42 39.18 0.00647 0.900 33 61.10 211.41 -29.41 962.30 -133.87 4.552 8.49 36.91 0.01016 0.900 34 157.15 -67.67 -29.41 -907.36 -394.35 13.409 13.52 38.83 0.00561 0.900 35 155.07 -69.06 -29.41 -911.42 -388.14 13.198 13.50 38.95 .0.00566 0.900 .36 152.99 -197.42 -29.41 -1051.13 -156.59 5.324 9.82 37.38 0.00853 0.900 37 62.44 64.80 -29.41 828.57 . -376.05 12.787 12.60 38.74 0.00622 0.900 38 60.36 76.26 -29.41 863.18 . -332.89 11.319 12.22 39.24 0.00665 0.900 39 58.28 222.44 -29.41 961.22 -127.09 4.321 8.31 36.77 0.01036 0.900 40 159.97 ' -71.54 -29.41 -924.14 -379.91 12.918 13.53 39.12 0.00567 0.900 41 157.89 -72.64 -29.41 -926.13 -374.97 12.750 13.46 39.14 0.00573 0.900 42 155.81 -208.45 -29.41 -1056.62 -149.08 5.069 9.67 37.22 0.00864 0.900 43 -30.56 203.26 -29.41 860.00 -124.43 4.231 7.53 36.79 0.01178 0.900 44 -32.64 276.04 ' -29.41 864.87 -92.14 3.133 6.78 36.01 0.01325 0.900 45 -34.72 761.03 -29.41 869.77 -33.61 1.143 5.33 34.34 0.01706 0.900 46 252.97 -210.00 -29.41 -1147.26 -160.67 5.463 10.85 37.52 0.00745 0.900 47 250.89 -272.41 -29.41 -1159.55 -125.19 4.257 10.07 36.78 0.00800 0.900 48 248.81, -747.04 -29.41 -1178.21 -46.38 1.577 8.18 34.68 0.00994 0.900 49 -32.67 206.06 ' -29.41 858.14,. -122.48 4.165 7.47 36.75 0.01187 0.900 50 -34.75 277.87 ' -29.41 862.51 -91.29 3.104 6.74 35.99 0.01334 0.900 51 -36.83 767.51 -29.41 867.27 -33.23 1.130 5.30 34.33 0.01716 0.900 52 255.08 -212.80 . -29.41 -1149.98' -158.93 5.404 10.84 37.49 0.00745 0.900 53 253.00 -274.25 -29.41 -1161.85 -124.59 4.236 10.08 36.77 0.00799 0.900 54 250.92 -753.52 -29.41 -1180.34 -46.07 1.566 ' 8.20 34.68 0.00992 0.900 55 208.22 4.10 -174.78 ' 17.35 -739.43 4.231 4.77 21.64 0.01078 0.900. 56 ' 204.29 -6.33 -174.78 -26.64 -735.60 4.209 4.85 21.78 0.01073 0.900 57 200.35 ' -16.76 -174.78 -69.82 -728.12 4.166 5.29 22.44 0.01024 0.900 58 249.15 2.99 -297.46 7.74 -769.59 2.587 4.93 21.49 0.01016 0.900 59 245.77 -5.73 -297.46 -14.76 -766.43 ' 2.577 4.98 21.60 0.01014 0.900 60 242.40 -14.46 -297.46 -37.02 -761.57 2.560 5.20 21.94 0.00994 0.900 61 199.63 69.42 -269.56 184.22 -715.32 2.654 6.53 24.18 0.00877 0.900 62 195.80 64.44 -269.56 170.70 -714.06 2.649 6.36 23.98 0.00899 0.900 63 191.98 189.52 -269.56 463.78 -659.64 2.447 9.66 28.88 0.00607 0.900 64 293.26 -62.11 -269.56 -179.59 -779.44 2.892 7.11 24.13 0.00766 0.900 -77.13 . -269.56 -220.88 -771.96 2.864 7.54 24.77 0.00727 0.900 2io89.43 285.61 -222.19 -269.56 -561.64' -681.38 2.528 11.52 30.60 0.00501 0.900 196.79 73.30 -269.56 193.69 -712.29 2.642 6.62 24.33 0.00868 0.900 68 192.97 67.81 -269.56 178.90 -711.16 2.638 6.43 24.10 0.00893 0.900 69 189.14 200.12 -269.56 484.02 -651.97 2.419 9.89 29.28 0.00598 0.900 70 . 2,96.09 , -65.99 -269.56 -190.93 -779.91 2.893 7.26 24.31 0.00751 '0.900 71 292.27 -80.49 . -269.56 -230.70 -772.62 2.866 7.67 24.92 0.00714 0.900 72 288.44 -232.80 -269.56 -582.78 -674.80 2.503 11.81 30.99 0.00489 0.891 73 104.64 209.11 -269.56 464.90 -599.30, 2.223 9.21 29.21 0.00662 0.900 74 , 100.81 257.03 -269.56 547.71 -574.41 2.131 10.26 31.03 0.00609 0.900 75 96.99 '714.68 -269.56 896.45 -338.12 1.254 12.55 39.25 0.00639 0.900 76 388.25 -201.80 -269.56 ' -535.40 -715.18 2.653 12.13 30.26 0.00454 0.861 77 '384.43 -269.72 -269.56 -648.56 -648.18 2.405 13.53 32.50 0.00422 0.833, 78 380.60 ' -747.36 -269.56 -1065.22 -384.21 1.425 15.71 39.16 0.00448 0.856 79 102.52 211.90 -269.56 469.06 -596.70' 2.214 9.25 29.31 0.00661 0.900 80 98.70 258.78 -269.56 549.58 -572.47 2.124 10.28 31.08 0.00609 0.900 81 94.87 . 720.97 -269.56 896.53 -335.20 1.244 12.50 39.26 0.00644 0.900 82 390.36 -204.59 -269.56 -540.95 ' -712.74 2.644 12.23 30.37 0.00450 0.857 83 , 386.54 -271.47 -269.56 -651.22 -646.64 ' 2.399 13.58 32.56 0.00420 0.832 84. 382.71 -753.65 -269.56 -1068.93 -382.33 1.418 15.71 39.17 0.00449 0.856 85 63.25 67.94 -29.41 841.95 -364.46 12.393 12.61 39.01 0.00628 ' 0.900 86 61.17 67.44 -29.41 838.39 -365.61 12.432 12.59 38.97 0.00629 0.900 87 59.08 196.99 -29.41 957.28 -142.92 4.860 8.67 37.10 0.00997 0.900, 88 156.88 -63.60 , -29.41 -890.13 -411.61 13.996 13.54 38.49 0.00553 0.900 89 154.79 -74.13 -29.41 , -928.47 -368.36 12.525 13.36 39.16 0.00580 0.90,0 90 152.71 -214.72 -29.41 -1055.14 . -144.52 4.914 9.54 37.12 0.00877 0.900 91 60.41 71.82 -29.41 851.86 -348.83 11.861 12.44 39.16 0.00645 0.900 92 58.33 70.80 -29.41 847.30 -351.96 11.968 12.46 39.15 0.00643 0.900 93 56.25 207.60 -29.41 956.39 -135.49 4.607 8.48 36.94 0.01019 0.900 94 159.7,1 -67.48 -29.41 -908.36 -395.89 13.461 13.55 38.81 0.00559 0.900 95 157.63 -77.49 -29.41 -940.29 -356.87 12.134 13.25 39.21 0.00589 0.900 96 155.55 -225.32 -29.41 -1060.17 -138.38 4.705 9.43 36.99 0.00885 0.900 97 -31.75 . 207.62 -29.41 859.44 -121.74 4.139 7.46 36.73 0.01187' 0.900 98 , -33.83 260.03 -29.41 862.79 -97.58 3.318 6.90 36.17 0.01292 0.900 99 -35.91 722.16 -29.41 868.12' -35.35 1.202 5.36 . 34.39 0.01699 0.900 100 251.87 -203.28 , -29.41 -1144.25 -165.55, 5.629 10.95 37.62 0.00738 0.900 10 249.79 -266.72 -29.41 -1157.50 -127.63 4.340 10.11 36.83 0.00798 0.900 10 247.71 -739.88 -29.41 -1177.04 -46.79 1.591 8.18 34.69 0.00995 0.900 -33.86 210.41 -29.41 857.55 -119.86 4.076 7.41 36.70 0.01196 0.900 104 -35.94 261.78 . -29.41 860.45 -96.67 3.287 ' 6.86 36.14 0.01302' 0.900 L.oaytriaJ. •ce e. OCK q-irjiq: RJ3 41and L \04 project2 user: e' N r s t . :. . : :u,'u 1 b 02M PS (d-b)\1 L cs \g1a_12ext_c2_c59 cti 105 -38 02 .728.45 -29.41 865 63 -3.4.95 :1.188 5.33 34.38 0.01708 .0.900.. 106 . 253.98 206.08 -29.41. -1147.01 163.69 :5.566 10.931 . 37.58 -0.00739 .0.900 107 251.9.0 -268.47. . 1(R 74gR7 -74C, 17 -29.41 -29 41 -1159.79 -117q 17 -127.05 4R - -4 .4.320 SRfl 1 10.12 g 20 36.82 14 64 0.00796 6 QQqq rgnp 0.900 10 393.07 . 1688.70. -269.56 1257.54 -200.73 0.745 13.04 38.33 0.00584 0.900 4 11 -38.02 1688.70 : -29.41 868.07 .. -15.12 0.514 .4.85. 33.81 0.01838 0.900 # : 1 AW 393.07 652.04 -269:56 1012.21 418.45 1.552 16.01 38.72. 0.00426 0.837 112 _38.02 652.04.. .. -29.41- 865.13 -39.02. .1.327 5.43- 34.49 001682 0.900- 4 Section capacity exceeded Revise design' End :of output Allow to hinge right above upturned beam at SOG -.Modeled in ETABS as pinnbd, therefore OK spColumn v.4-.8l...1.5 day trial license Locking Code 4-1 F514 User Mary Anne, Microsoft File i.\04 projects\2016\21 6003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns \gla_12ext_c2_c59_mpr cti Project 21600300 Mpr Column L2_C2_C59 Engineer MN f C = 5 ksi fy = 75 ksi Ag = 864 in"2 14 bars Ec = 4031 ksi Es = 29000 ksi As =12.98 inA2r rho = 1.500/6',- fc 25 ksi Xo = 0 00 in lx = 93312 in"4 e_ 0 003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.8 Min clear spacing = 5.07 in Clear cover = 2.12 in Confinement:, Other phi(a) = 1, phi(b) = 1 phi(c) = 1 L oay trial ice e. ocK :q-1i'. user: mr ine m r sr U .I./ b i:\04 roject? PS (d-b)\l c P\ .\gla_l2ext_c2_c59_mpr.ct•i 0t3M eneral Infrmation: File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central fol.. \gla_12ext_c2_c59_mpr:cti Project: 216003.00 . . . Co : L2_C2_C59 . Engineer: MN C ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial . Column Type: Structural 4ateria1 Properties: f'c = 5 ksi . fy = 75 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 . Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag, = 864 in2 Ix = 93312 in4 , ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= Din ' . Yo= Din ., einforcement: . . . . . Bar Set: ASTM A615 . . Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area. (in2) # 3 0.38 0.11 # 4 0.50 :0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 . # 10 1.27 1.27 . # 11 1.41 1.56 # 14 1.69 ' 2.25 .'# 18 2.26 4.00 . ' ,• . Confinement: Other; #5 ties with #10 bars, #5 with larger bars. phi(a) = 1, phi(b) = 1, phi (b) = 1 . Pattern: Irregular To steel area: As = 12.98 in2 at rho = 1.50% , M clear spacing = 5.07 in . Area jn2 X (in) Y (in). Area in2 X (in) Y (in) Area in2 -. X (in) Y (in) 1.27 -9.2 15.2 , 0.79 -3.0 15.4 0.79 . 3.0 15.4 1.27 9.2 15.2 1.27 -9.2 -15.2 0.79. -3.0 -15.4 0.79 3.0 -15.4 1.27. 9.2 -15.2 0.79 -9.4 7.6 0.79 -9.4 0.0 0.79 -9.4 -7.6 0.79 9.4 7.6 0.79 9.4 0.0 0.79 9.4. -7.6 ?actored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft k-ft k-ft in in 1 210.39 -6.38 -174.78 -34.32 -940.30 5.380 5.40 21.83 0.00931 1.000 2 206.46 3.43 -174.78' 18.45 -940.29 . 5.380 5.24.. 21.62 0.00950. 1.000 3 202.52 13.24 -174.78 .70.49 -930.48, , 5.324 5.70 22.32 0.00908 1.000 4 252.04 -6.07 -297.46 -19.73 -967.02 3.251 5.47 21.64 0.00898 1.000 5 248.66 2.32 -297.46 7.54 -966.83' 3.250 5.34 21.48 0.00912 1.000 - 6 245.29 10.72 -297.46 34.63 -960.87 3.230 5.57 21.84 0.00893 1.000 7 '203.25 57.72 -269.56 195.49 -912.95 3.387 6.87 24.00 0.00795. 1.000 8 199.43 73.82 -269.56 247.36 -903.26 3.351 7.34 24.70 0.00752 1.000 9 l956D 216.88 -269.56 643.84 -800.23 2.969 11.09 30.45 0.00529 1.000 10 295.14 -70.87 -269.56 -251.76 -957.59 3552 7.86 24.74 0.00677 1.000 11 291.32 -67.93 - -269.56 -241.17 . -956.99 3.550 7.74 24.60 0.00688 1.000 12 287.49 -191.95 -269.56' -611.30 -858.46 3.185 • 11.18 29.73, 0.00504 1.000 13 200.43 61.59 -269.56 207.81 -909.53 3.374 '6.97 24.17 0.00787 1.000 14 196.61 77.40 -269.56 258.43 -900.03 . 3.339 7.42 - 24.85 0.00744 1.000 15 - 192.7,8 227.91 ' -269.56 668.65 -790.84 2.934 11.32 30.84 0.00520 1.000 16 297.96. -74.75 - -269.56 -265.42 -957.15 3.551 .8.01 24.92 0.00665 1.000 17 ' '294.14 -71.51 -269.56 - -253.80 '-956.72 3.549 • 7.88 24.76 0.00676 1.000 18 , 290.31 -202.98 -269.56 '-640.10 '-850.06 - 3.154 11.46 30.13 0.00494 1.000 19 - 107.43 200.05 -269.56 , 574.50 -774.11 .2.872 10.06 . 29.64 0.00592 1.000 20 103.61 277.17 -269.56. 731.33 -711.25 2.639 11.56 32.39 0.00542 1.000 2 99.78 - 766.50 -269.56' 1154.15 -405.89 1.506- 13.26 39.24 0.00589 1.000 390.96 -213.21 -269.56 -696.27 -880.29 , 3.266 12.38 30.62 0.00445 1.000 • 387.14 -271.28 -269.56 -822.32 -817.11 3.031 13.41 32.49 0.00427 1.000 24 , 383.31 -741.57. ' -269.56 -1317.43 -478.89' 1.777 - 15.69' 39.15 .0.00449 1.000 aay triaL. ce e. OCK ':-iti'. u ser: r M - r sr - L:\04 project PS (d-b)\1 té.g1a_12ext_c2_c59mpr.cti .\ _ 0.03"PM 25 105.32 202.85 -269.56 580.26 -771.09 2.861 10.11 29.73 0.00590 1.000 26 101.50 279.01 -269.56 733.52 -708.67 2.629 11.57 32.45 0.00542 1.000 27 97.67 772:98 -269.56 1154.94 -402.76 1.494 13.22 39.25 0.00591 1.000 28 393.07 -216.00 -269.56 -703.91 ' -878.46 3.259. 12.46 30.12 0.00442. 1.000 2 389.25 -273.12 -269.56 -826.52 -815.74 3.026 13.45 32.55 0.00426 1.000 385.42 -748.05 -269.56 -1321.57 -476.23 1.767 15.68 39.16 0.00449 1.000 65.26 60.92 -29.41 1025.87 -495.25 16.840 13.28 38.14 0.00561 1.000 32 63.18 . 72.68 -29.41 1087.18 -439.93 14.959 13.27 39.07 0.00583 1.000 33 61.10 211.41 -29.41 1257.95 -175.00 5.950 9.72 37.32 0.00861 1.000 34 157.15 -67.67 -29.41 -1123.09 -488.11 16.597 14.03 38.62 0.00526 1.000 35 155.07 -69.06 -29.41 -1129.89 -481.18 16.361 14.02 38.72 0.00529 1.000 36 152.99 -197.42 729.41 . -1337.54 -199.26 6.775 10.90 37.78 0.00746 1.000. 37 62.44 64.80 -29.41 1046.45 -474.94 16.149 13.26 38.47 0.00570 1.000 38 60.36 76.26 -29.41 1099.47 -424.01 14.417 13.15 39.16 0.00594 1.000 39 58.28 222.44 -29.41 1258.77 -166.43 . 5.659 9.54 37.17 0.00877 1.000 40 159.97 -71.54 -29.41 -1147.10 -471.57 16.034 14.07 38.88 0.00529 1.000 41 157.89 -72.64 -29.41 -1151.74 -466.31 15.856 14.06 38.95 0.00531 1.000 42 155.81 -208.45 -29.41 -1344.59 -189.71 6.450 10.76 . 37.62 0.00756 1.000 43 -30.56 203.26 -29.41 1167.63 -168.95 5.745 8.87 37.16 0.00969 1.000 44 -32.64 276.04 -29.41 1182.00 -125.93 4.282 .8.03 ' 36.34 0.01061 1.000 45 . -34.72 761.03 -29.41 1200.76 -46.40 1.578 6.51 34.47 0.01324 1.000 46 252.97 -210.00 -29.41 -1430.34 -200.32 ' 6.811 11.68 ' 37.74 0.00674 1.000 47 250.89 -272.41 -29.41 -1447.91 -156.32 5.315 . 10.91 36.99, 0.00722 .1.000 48 . 248.81 -747.04 . -29.41 . -1477.89 -58.18 1.978 8.95 34.82 0.00885 1.000 49 -32.67 206.06 -29.41 1166.42 -166.48 5.661 8.80 37.11 0.00976 1.000 50 -34.75 . 277.87 -29.41 1180.07 -124. .247 7.99 36.31 0.01067 1.000 51 -36.83 767.51 -29.41 1198.72 - M r .562 6.49 34.45 0.01330 1.000 52 255.08 -212.80 -29.41 -1433.25 -198. .735 11.66 37.70 0.00675 1.000 .53 . 253.00 -274.25 -29.41 - 5 -155.51 5.288 10.92 36.98 0.00721 1.000 54 250.92 -753.52 -29.41 1479.95 -57.76 1.964 8.95 34.81 0.00884 1.000 .55 208.22 4.10 . -174.78 22.07 -940.79 5.383 5.28 21.67 0.00944 1.000 56 204.29 -6.33 -174.78 -33.93 -936.78 5.360 5.37 21.83 0.00938 1.000 57 200.35 -16.76 -174.78 -88.85 -926.56 5.301 5.86 22.57 0.00893 1.000 58 - 249.15 .2.99 -297.46 9.72 -966.80 . . 3.250 5.36 21.50 0.00909 -1.000 59 245.77 -5.73 -297.46 ' -18.56 -963.51 .3.239 5.42 21.62 0.00906 1.000 60 242.4O -14.46 -297.46 -46.54 -957.42 . 3.219 5.67 22.00 0.00886 1.000 61 199.63 . 69.42 -269.56 233.17 -905.42. .3.359 7.29 24.51 0.00764 1.000 62 195.80 64.44 -269.56 216.48 -905.57 3.359 7.03 24.28 0.00783 1.000 63 191.98 189.52 -269.56 576.45 -819.90 3.042 10.42 29.44 0.00555 1.000 64 293.26 -62.11 -269.56 -221.44 -961.05 3.565 7.57 24.33 0.00701 1.000 6 289.43 -77.13 -269.56 -272.20 -951.29 3.529 8.03 25.01 0.00665 1.000 285.61 -222.19 -269.56 -685.80 -832.01 3.087 11.86 30.79 0.00481 1.000- 196.79 73.30 -269.56 ' 245.28 -902.02 3.346 7.30 24.67 0.00756 1.000 68 192.97 67.81 -269.56 227.01 -902.40 3.348 .7.11 24.42 .0.00775 1.000 69 189.14 200.12 -269.56 601.61 -810.36 3.006 10.66 29.83 0.00547 1.000 70 296.09 -65.99 -269.56 -235.16 -960.61 3.564 7.71 24.51 0.00689 1.000 71 292.27 -80.49 -269.56 -284.01 -951.14 3.529 8.15 1 25.17 0.00655 1.000 72 . 288.44 -232.80 -269.56 -712.04 -824.47 3.059 12.12 . 31.16 .0.00472 1.000 73 104.64 . 209.11 -269.56 594.51 -766.37 2.843 10.25 29.97 0.00584 1.000 74 100.81 257.03 -269.56 695.11 -728.99 2.704 11.23 31.70 0.00548 1.000 75 96.99 714.68 -269.56 .1132.40 -427.11 1.584 13.42 39.17 0.00576 1.000 76 388.25 -201.80 -269.56 -666.24 -889.95 3.301 12.11 30.23 0.00453 1.000 77 384.43 -269.72 -269.56 -818.47 -817.99.3.035 13.37 32.45 0.00428 1.000 78 380.60 -747.36 -269.56 -1318.79 -475.66 1.765 15.65 39.16 0.00451 1.000 79 102.52 211.90 -269.56 600.09 -763.38 2.832 10.30 30.07 0.00583 1.000 80 98.70 258.78 -269.56 697.34 . -726.39 2.695 11.24 .31.76 0.00548 1.000 81 94;87 720.97 -269.56 1133.37 -423.75 1.572 13.38 39.18 0.00579 1.000 - 82 390.36 -204.59 -269.56 -674.04 -888.09 3.295 12.18 30.33 0.00451. 1.000 83 386.54 . -271.47 -269.56 -822.50 -816.71 3.030 '13.41 32.50 0.00428 1.000 84 382.71 -753.65 -269.56 -1322.80 -473.13 1.755 15.65 39.17 .0.00451 1.000 85 63.25 67.94 -29.41 1063.76 -460.48 15.657 13.27 38.72 0.00575 1.000 86 61.17 67.44 . '-29.41 1059.79 -462.16 ' 15.715 13.25 38.68 0.00576 1.000 87 5908 196.99 -29.41 1250.92 -186.76 6.350 9.92 37.53- 0.00845 1.000 88 156.88 -63.60 -29.41 -1097.81 -507.65 17.261 - 14.01 38.32 0.00521 1.000 89 154.79 -74.13 -29.41 -1157.60 -459.26 15.616 14.04 39.05 0.00535 - 1.000 90 152.71 -214.72 -29.41 -1344.13 -184.10 6.260 10.64 37.52 0.00765 1.000 91 60.41 . 71.82 -29.41 1081.16 -442.73 115.054 13.25 39.01 0.00583 1.000 92 58.33 70.80 -29.41 1074.81 -446.47 15.181 13.23 38.94 0.00583 1.000 93 - 56.25 207.60 -29.41 - 1252.08 -177.38 6.031 - 9.72 37.36 0.00862 1.000 94 159.71 -67.48 -29.41 -1123.58 -489.70 .16.651 14.05 38.60 0.00524 1.000 95 157.63 -77.49 -29.41 -1173.96 -445.56 15.150 13.99 39.15 0.00540 1.000 96 - 155.55 7225.32 - -29.41 -1350.44 -176.27 5.993 10.53 37.38 0.00772 1.000 97 - - -31.75 207.62 -29.41 1167.78 - -165.42 5.625 8.79 37.10 0.00977 1.000' 98 '-33.83 - 260.03 -29.41. 1178.34 -133.27 4.532 8.16 36.49 0.01043 1.000 99 -35.91 722.16 -29.41 1198.90 -48.83 1.660 6.55 34.52 0.01319 1.000 100 - 251.87 -203.28 -29.41 -1426.65 -206.40 7.018 11.78 - 37.84 0.00669 1.000 10 249.79 -266.72 -29.41 -1445.55 -159.39 - 5.420 10.96 37.05 0.00719 1.000 - 247.71 -739.88 -29.41 -1476.73 - -58.70 1.996 8.95 34.84 0.00885 1.000 - 1 -33.86 210.41 -29.41 1166.55 -163.05 5.544 8.73 - 37.05 0.00984 1.000 104 -35.94 261.78 -29.41 1176.58 -132.18 - 4.495 8.12 36.47 0.01048 1.000 \gla_12ext_c2_c597mpr cti 001 M 105 j -38 02 728 45 -29...41 1196 87 -48:32 1 643 6'.53' 34 51 0 01324 1 000 106 253-.98 -206 08 -29 41 -1429 63 -204 02 6.937 ..11-.75 371.80.- 0 00670 1:.o00. 107 -251..90 -268 47 -29.-41' .-1447.81 -158.60 5.393 10 96 37.03. 0 00719 .000 .1 108 249.82 : -746.17 -29:.41 -1478.80 : :.-58.g.. 1.98Z :-896 .34.83- :0.00884 1.000-: • 10 . .393;07 :688.70 -269.56 1526:10 : -243.60.: 0:904 13.63.. 38.52 0.00548 1.000 # 11 -38 02 1688 70 -29.41 1264.10 -20 97 0.713 6 01 33 87 0 01414 1 000 # 1 Iqw -393.01 •b52.04 112 -38 02 .652,-.'04 -269.56 -29.'41 1269.10 1195.39 -524.90 -53.92 1.94/ i:833 15.2 6 63 -38.16 34 A4 :0.00435 0 01306 1.000 1 000 # Section capacity exceeded Revise design' *** End of output *** Allow to hinge right above upturned ::'beam at SOG - Modeled in ETABS as pinned,thereforeOK • .4 L0 oay trial ice •e. OCK 'qq :9-jr iq. user: r ire m sr i:\04 ps (d-b)\l Lcs. . .\gla_13ext_c2_c59.cti 3enera1 Information: ' 'File Name': i:\04 projects\2016\216003.00 legoland ps (d-b)\l central folders.. .\gla_]13ext_c2_c59.cti Project: 216003.00 Co : L2-C2-059 Engineer: MN C ACI 318-11 ' ' Units: 'English Run Option: Investigation ' : Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4aterial Properties: fc =5k5i ,' fy =60 ksi ' Ec = 4030.51 ksi Es = 29000 ksi 'Ultimate strain = 0.003 in/in Betal = 0.8 section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ' ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= Din ' ' Yo= Din einforcemeht: Bar Set: ASTM A615 Size Diam (in) Area (in2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in2) # 5 0.63 ' ' 0.31 # 8 1.00 0.79 # 11 1.41 , 1.56 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars phi(a) = 08, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular 12.98 in2 at rho = 1.50% T*steel area: As = M clear spacing = 5.07 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 , -9.2 15.2 0.79 '-3.0 15.4 1.27 ' 9.2 15.2 1.27 -9.2 -15.2 0.79 3.0 -15.4 ' 1.27 9.2 -15.2 0.79 -9.4 0.0 :0.79 -9.4 -7.6 0.79 9.4 0.0 0.79 9.4 -7.6 Factored Lbads and Moments with Corresponding Capacities: Area in2 X (in) Y (in) 0.79 3.0 15.4 0.79 -3.0 -15.4 0.79 -9.4 7.6 0.79 9.4, 7.6' ,Pu Mux Muy PhiMnx No. kip , k-ft k-ft k-ft 1 105.59 -6.93 -304.22 -15.13 2 101.03 11.99 -304.22 26.00 3 - 96.46 30.91 -304.22 66.29 4 - 126.37 -7.18 -552.50 -8.84 5 122.45 10.99 -552.50 ' 13.47 6 118.54 29.16 -552.50 35.46 7 109.71 11.04 -494.21 14.91 8 105.27 ' 80.84 -494.21, 107.13 9 100.83 174.17 -494.21 225.53 10 ' 140.27 -26.06 -494.21 -36.28 11 135.83 -56.65 -494.21 -78.00 12 , 131.40 -110.78 -494.21 -150.15 13 108.73 11.76 -472.51 16.59 14 104.29 85.02 -472.51 117.53 15 99.86 183.26 -472.51 247.10 16 141.25 -26.77 -494.21 -37.30 17 -- 136.81 -60.83, -494.21 -83.77 18 132.37 -119.87 -494.21 -162.34 19 82.53 42.92 -494.21 55.84 20 78.09 - 229.52 -494.21 286.72 2' 73.66 428.20 -494.21 493.85 167.45 -57.93 -494.21 -82:41 163.01 -205.33 -494.21 -282.11 24 - 158.57. -364.81 -494.21 -469.00 PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi k-ft ' in in -664.28 2.184 ' 4.13 , 21.61 0.01292 0.900 -659.79 2.169 4.22 21.77 0.01284 0.900 -652.41 2.145 4.63 22.39 0.01226 0.900, -680.43 1.232 4.18 21.5l .. 0.01256 0.900 -677.04 1.225 4:21 ' 21.58 0.01257 0.900 -671.92 1.216 4.42 21.92 0.01230 0.900 -667.38 1.350 4.15 21.60 0.01283 0.900- -654.92 1.325 5.12 23.01 0.01140 0.900 -639.95 1.295 - 6.36 24.81 0.00949 0.900 -687.97 1.392 4.56 21.93 0.01184 - 0.900 -680.43 :1.377 4.98 22.56 0.01129 .0.900 -669.84 ' 1.355 5.73 23.66 0.01025 0.900 -666.48 1.411 4.16 21.63 0.01282 0.900 -653.17 1.382 ' 5.22 23.17 0.01124 0.900 -637.11 1.348 ' 6.59 25.14 0.00914 0.900 -688.59 1.393 4.58 21.94 0.01180 0.900 -680.56 1.377 5.05 22.65 0.01118 0.900 -669.31 1.354 5.87 23.85 0.01005 0.900 -643.01 , 1.301 4.43 22.23 0.01273 0.900 -617.37 - 1.249 6.88 25.75 0.00872 0.900 -569.98 1.153 9.45 30.00 0.00661 0.900 -703.06 1.423 - 5.22 22.63 0.01065 0.900 -679.02 1.374 7.36 25.68 0.00786 0.900 -635.35 1286 9.54 29.09 0.00625 0.900 crsort LD aay triai License. -ii'. user: :\04 project9 RO'"i'd,1and ps (d-b)\1 . .\gla_l3ext_c2_c59.cti 0'tM 25 81.74 44.15. -494.21 57.38 -642.27 1.300 4.45 22.25 0.01272 0.900 26 77.30 232.59 -494.21 290.12 -616.46 1.247 6.91 25.80 0.00866 0.900 27 72.87 435.57 -494.21 500.36 -567.72 1.149 9.53 30.16 0.00657 0.900 28 168.24 -59.16 -494.21 -84.21 -703.44 1.423 5.25 22.66 0.01061 0.900 163.80 -208.40 -494.21 -286.38 -679.13 1.374 7.41 25.74 0.00779 0.900 40 159.36 -372.18 -494.21 -477.16 -633.61 1.282 9.65 29.25 0.00620 0.900 40.53 14.88 -33.83 260.50 -592.26 17.507 6.38 25.37 0.00965 0.900 32 38.12 75.08 -33.83 810.91 -365.38 10.801 12.34 38.83 0.00644 0.900 33 35.70 158.82 -33.83 915.06 -194.92 5.762 9.62 38.17 0.00898 0.900 34 71.10 -22.22 -33.83 -390.90, -595.14 17.592 8.07 27.67 0.00737 0.900 35 68.68 -62.41 -33.83 -783.26 -424.57 12.550 12.67 37.68 0.00592 0.900 36 66.27 -126.14 -33.83 -923.10 -247.57 7.318 10.91 38.89 0.00774 ° 0.900 37 39.56 15.60 -33.83 272.28 -590.45 17.454 6.50 25.55 .0.00943 0.900 38 37.14 79.26 -33.83 823.68 -351.57 10.392 12.30 39.12 0.00654 0.900 39 34.73 167.90 -33.83 917.03 -184.77 5.462 9.39 37.96 0.00925 0.900 40 72.07 -22.93 -33.83 -401.91 -592.96 17.528 8.22 27.92 0.00729 0.900 41 69.66 -66.59 -33.83 -802.51 -407.70 12.052 12.68 38.07 0.00601 0.900 42 67.24 -135.23 -33.83 . -932.30 -233.23 6.894 10.67 38.74 0.00793 0.900 43 13.36 46.76 -33.83 653.98 -473.14 13.986 11.45 34.95 0.00616 0.900 - 44 10.94 223.76 -33.83 904.34 -136.73 4.042 8.13 37.00 0.01080 0.900 45 8.53 412.84 -33.83 915.26 -75.00 2.217 6.69 35.49 0.01341. 0.900 46 98.27 -54.09 -33.83 -753.27 -471.12 . 13.926 12.61 36.39 0.00566 0.900 47 95.86 -211.09 -33.83 -992.63 -159.08 4.702 . 9.36 37.40 0.00912 0.900 48. 93.44 -380.17 -33.83 -1009.60 -89.84 2.656 7.73 35.75 . 0.01113 0.900 49 12.57 47.99 -33.83 662.24 -466.84 13.800 11.52 35.22 0.00617 0.900 50 10.15 226.83 -33.83 904.00 -134.83 . 3.985 8.08 36.96 0.01087 0.900 51 7.74 420.21 . -33.83 914.54 -73.63 2.176 6.65 35.45 0.01350 0.900 52 99.06 -55.32 -33.83 -761.76 -465.84 13.770 12.67 36.59 0.00566 0.900 53 96.65 -214.16 -33.83 -994.13 -157.04 4.642 9.32 37.36 0.00915 0.900 54 94.23 . -387.54: -33.83 -1010.75 -88.23 2.608 7.70 35.71 0.01118 0.900. 55 104.43 1.74 -304.22 3.80 -664.53 2.184 4.00 21.43 0.01313 0.900 56 99.86 -9.22 -304.22 -19.99 -659.51 2.168 4.15 21.68 0.01296 0.900 57 95.30 -20.18 -304.22 -43.37 -653.79 2.149 4.37 22.04 0.01267 0.900 58 124.85 0.64 -552.50 0.79 -680.11 1.231 4.09 21.39 0.01272 0.900 59 120.94 -7.27 -552.50. -8.90 -676.37 1.224 4.15 21.51 0.01268 0.900 60 117.02 -15.19 -552.50 -18.49 -672.49 1.217 4.23 21.66 0.01261 0.900 61 107.90 18.97 -494.21 25.52 -664.97 1.346 4.25 21.76 0.01269 0.900 62 .103.46 61.68 -494.21 81.88 -656.08 1.328 4.83 22.62 0.01185 0.900 63 99.03 128.07 -494.21 166.99 -644.41 1.304 5.72 23.92 0.01050 0.900 64 139.17 -16.65 -494.21 -23.20 -688.49 1.393 4.41 21.73 0.01206 0.900 6 134.74 -78.81 -494.21 -107.89 -676.58 1.369 5.30 23.02 0.01085 0.900 130.30 -164.64 -494.21 -220.51 -661.91 1.339 6.49 24.73 0.00917 0.900 106.90 19.90 -472.51 27.96 -663.98 1.405 4.27. 21.80 0.01268 0.900 68 102.47 . 65.87 -472.51 91.23 -654.42 1.385 4.93 22.77 0.01171 0.900 69 98.03 137.37 -472.51. 186.56 -641.72 1.358 5.93 24.22 0.01019 0.900 70 140.17 -17.58 -494.21 ° -24.51 -689.10 1.394 4.43 21.75 0.01202 0.900 71 135.73 -83.00 -494.21 -113.65 -676.72 1.369 5.37 23.11 0.01074 0.900 72 131.30 -173.94 -494.21 -232.78 . -661.39 . 1.338 6.63 24.92 0.00897 0.900 73 80.41 45.13 -494.21 58.55 -641.16 1.297 4.45 22.27 0.01273 0.900 74 75.97 . 207.62 -494.21 259.80 -618.41 1.251 6.58 25.34 0.00922 0.900 75 71.53 385.34 -494.21 451.84 -579.50 1.173 8.88 . 29.06 0.00693 0.900 76 166.67 -42.81 -494.21 -61.05 -704.72 1.426 4.99 22.31 0.01096 0.900 77 162.23 -224.74 -494.21 -307.33 -675.84 1.368 7.63 26.06 0.00751 0.900 78 157.79 -421.91 -494.21 -527.91 -618.37 1.251 10.27 30.26 0.00591 0.900 79 79.61 46.44 -494.21 60.18 -640.40 1.296 4.46 22.29 0.01272 0.900 80 75.17 210.68 -494.21 263.24 -617.50 1.249 6.61 25.39 0.00917 0.900 81 70.74 . 392.78 -494.21 458.69 -577.14 1.168 8.97 29.22 0.00688 0.900 82 167.46 -44.12 -494.21 -62.95 -705.10 1.427 5:01 22.33 0.01092 0.900 83 163.03 -227.81 -494.21 -311.59 ° -675.96 1.368 . 7.68 26.12 0.00744 0.900 84 158.59 -429.35 -494.21 -535.78 -6i6.71 1.248 10.37 30.42 0.00586 0.900 85 39.56 18.73 -33.83 ° 324.24 -585.63 17.311 7.06 26.35 0.00841 0.900 86 37.15 65.37 -33.83 773.32 -400.20 11.830 12.35 38.01 0.00623 0.900 87 34.73 135.69 -33.83 901.41 -224.74 6.643 10.22 .38.65 0.00837 0.900 88 . 70.84 -16.89 -33.83 -304.72 -610.34 18.041 7.03 26.03 0.00847 0.900 .89 68.42 . -75.12 -33.83 -835.15 -376.11 11.118 12.66 . 38.78 0.00619 0.900 90 66.01 -157.02 -33.83 -946.10 -203.84 6.025 10.11 38.36 0.00842 0.900 91 38.57 19.66 -33.83 339.11 -583.53 17.249 7.21 26.58 0.00813 0.900 92 36.15 69.56 -33.83 789.25 -383.85 11.346 12.33 38.39 0.00634, 0.900 93 33.74 144.99 -33.83 907.55 -211.75 6.259 9.97 38.51 0.00859 0.900 94 71.83 -17.82 -33.83 -321.05 -609.50 18.016 . 7.21 26.28 0.00816 0.900 95 69.42 -79.30 . -33.83 -850.54 -362.85 10.726 12.67 39.09 0.00626 0.900 96 67.00 -166.32 -33.83 -950.48 -193.33 5.715 9.87 38.13 0.00866 0.900 97 12.07 44.89 -33.83 635.62 -479.02 14.159 11.19 34.43 0.00624 0.900 98 9.66 211.31. -33.83 900.59 -144.18 4.262 8.28 37.15 0.01062 0.900 99 7.24 392.96 -33.83 913.20 -78.62 2.324 6.76 35.59 0.01324 0.900 100 98.33 -43.04 -33.83 -666.19 -523.64 15.478 11.80 34.18 0.00570 0.900 10 95.92 -221.05 -33.83 -994.94 -152.27° 4.501 9.20 37.25 0.00927 0.900 93.50 -414.29 -33.83 -1011.09 -82.56 2.441 7.56 35.56 0.01141 0.900 11.27 46.20 -33.83 647.42 -474.07 14.013 11.35 34.78 0.00620 0.900 104 8.86 214.37 -33.83 900.30 -142.08 4.200 8.23 37.11 .0.01069 0.900 q-iiiq. user: M).Gr5ort L oay triai .L.lCen.$e. LOCK L:\04 project9 ps (d-b)\1 pn le . .\gla_l3ext_c2_c59.cti c5M 105 6.44 400.40 -33.83 912.50 -77.10 2.279 6.72 35.55 0.01334 0.900 106 . . 99.13 -44.36 -33.83 -679.65 -518.32° 15.321. . 11.97 34.53. 0.00566 0.900 107 ° 96.71 . -224.12 -33.83 -996.38 -150.40. ° 4.446 9.16 37.21 0.00931 0.900 108 94.30 -421.73 -33.83 -1012.22 -81.20 2.400 . 754 35.52 0.01145 0.900 10° 168.24 . 708.99 -494.21 752.18 -524.31 1.061 12.94 ° 35.45. 0.00522 0.900 1 6.44 . 708.99. -33.83 . 917.52 -43.78 1.294 5.92 34.61 0.01517 0.900 11 ' 168.24 562.10 ' -494.21 654.38 -575.34 . 1.164 11.86 33.08 '0.00538 0.900 112 6.44 562.10 -33.83 915.81 -55.11 1.629 6.19 34.93 0.01454 0.900 End of 'output *** .,. .,, . . . ETABS 2015 15.2.2 Grid Line E - Moment Frame Geometry I 6/24/2016 32 180 in 180 in 180 in t 4 -b.. I-.- I +'+ 1+1 - ci - 4 , - 1+ + f + + - I + + - ' +4*4 *......................ft+4 ...........444+ 4.4*4 -. -....................I.......................... .............. . . . .... :a) *.4I..4..........................4.. 1; If - - -- - 14- 00 Co ___________ ±:- L' I -' .. - - Grade beam slopes with TOS - column heights varies at base level for each column . - • ETABS 2015 1522 IGrid Line - Moment Frame Geometry I 6/24/2016 I CL 4 18'-0 P4 18'-0" • 36 in 36 in 180 !11 _. 36in 36in fLJ I- r7I. CM (t. / L. S Ri • -•----- =.c?1 .= .._*•_-=. I. =''1 L4) ______ -• ___ -__--. ___ ,--. J. --•,'. .5 .-- 00 .•': . . z I _ J - I . q s Q40.C. •\ - CZ. t% V1'R ?.9 • C) • . . CO C • CO • CO, tLi ....j __•. . :. res -- -- - • Grade beam slopes with TOS - column heights • varies at base level for each column • • •- S • S. 5. • -n . . • --5. CO C.), ... .1 0 0 Co 9, 0 C. > 3 C 0 Cd, 0 I\) .• . •. .:B off Span= 1181 ft tstab 5 i Clear= '64,t 6eU = mm 1/12 x span = 18 In 6Xtb = ..30 in 1/2. Or 384 in B0ff = 18 in Moment of Ineitia 24 In bugbm = 24 = 0 = 93312 in4 col -= 36 lfl h 9 = 66 'bm 0 351bm = 96582 1 mn L - bm 0 351bm - 201247 in. Beam Centroud Beam Moment of Inertia (Ig) ID Area yu Area xyu ID I, Ay2 A 117600 2450 2881200 A 23529800 287654 23817454 Asleb 90;00 : 2.50 225.00 Aslab 187 50 37586 78 37774 28 1266.00. 27.00 29037.00 : • : . : • ...275948.82 Ybar 22.94 in • . • : : • •: : > 3 I • ••• • •• ••• • •••••• .•• ••. ••• ••. •••• .•.• .•• ••. -•. • .•• OD (71 Lkvel Q 032 TA': k TB I- 50.0' 100- 50- 1.0 '.50.0 -100 -50 2 In+ - i.o- -: D- ;q -1.0 0.8ot -' '-s' " : 80.9 7 07- -07 06- - -07 -06 05- -05 04- -04 03- -03 02- - 06 -02 01- -01 ( 0- - -05 -0 (b):: Nonsway Frames Sway Frames = ratio of E(EIU) of compression members to E(EI/t) of flexural members in a plane at one end of a compression member £ = span length of flexural member measured center to center of joints Fig RIO 10 1 I--Effective length factors k 10.10.1.1 The unsupported length of a compression change was made because of some concern that the member,,e, shall be taken as the clear distance multiplier of six might not be conservative enough ror the between floor slabs;.beams or other members 2008 Code a more conservative multiplier of 12 was capable of providing lateral support in the direction chosen The stiffness of the lateral bracing is considered being considered Where column capitals or haunches based on the principal directions of the framing system are present , shall be measured to the lower extremity Bracing elements in typical building structures consist of of the capital or haunch in the plane considered .shear ails or, lateral braces Torsional eccentricity of the structural system can increase second order effects and 10.10.1.2 - It shall be permitted to take the radius should be considered of gyration r equal to 0.30 times the overall dimension in the direction stability is being considered For rect angular compression members and 0.25 -times. the diameter For circular compression members For other shapes,.it shall be permitted to compute rfor the gross concrete section American Concrete institute Copyrighted Material—www concrete org S .. • • 7 ? ,rr ;L I I I I • I ' .r ____ ___ I I - ip cm v 77 S I I S . 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I$.&I II II 2$ i .11 II.. iir 2.D I q %P . •• . • it C1. •\6 JIL I . :11 - -. . - -. — . . . . 0 . . 11 • VJ-EREOWJRSP=R . o .•;! .r .ELE'-/ATON 0 fl ..Il.I)I .' u d 'I. - $ 2't g . g ' (MATCHCNFHOO .11•- - •: • .t1••• 3••. LQNGtT RJNF ER ELEV F4 I I i lei 2 -0 i r • . I —la i.—--. • ii .- -• . ,. s .' . . . .- . -. .•. j .. .• ALT 3.;=\P -T cROSTIES p ii u: : l 'N — S-1Ov\\) \ • COLUMN INF TDO OV 5TTO 11. H H H • R1NF i'CHERE US) • . .. . . . .• . --FF &E . • . . _, . FRARCI- 1. ) oxPT 55 (J6 (2I) F t cnWn tQ 14/U'ö'- 0 2i ierJcixi tOO,o u,tv . -od/wi o -.tw aV+1 Hope Amundson 21300600 Calculations by M Nekuda MF 90 Momt Fru d p —Lk Lf to —20 cot it c • . ~'-- -t-S) • \ . • • • ) i0.kfil/ , 5 (Yt/3 I • • • •- czi.'5 . i- !4 R/fA. QN • : • TRL)C.T.AL lzu ••. _______ ill I-I : • I S • • • • •.:W ii: ; •'i LuNsNr - 4. i Itt ii ii i.i ii • • . S. ii i • • F'ER LEVATON • • • • •I i: • S ii I• • jJ • • •1-"- 1. EEA-1.. -. --- -- 2 'S III 4 •s• . S • __ I r •" . S • • ha I • S • • : S • S. 4 L - S —- I"i p L..--C)N,-1): . 'A1H !,1Ac,l\& 01- H F' 1.1 •• .,. / EF FLAN ii. All I •, / ., .. I •N SA Fr - . . ' • iEliii:JJ .IrS H S i! : .o 1lJjy IIkv S • ..QN' I F N rr _ftJ_L_ • ____ S .-LT !L\, .T • H u u.l . 2 24 S •---.5-:r.- - ,. ., .5 5 . S 5 . . - -.:-, r u . S . S . .• S.. . . • S. S : _5. 55 _ . ___.S . • • •S S H IGrid Line E - Moment Frame Geometry, ETABS 2015 15.2.2 I 0 6/24/2016 Ip 1 I, E •• E 36 in 36 in 36 in 36 in 180 In l4 i4 180 in i4 4 180 In I_Li _._LI. - L-L-I-— - . - - _ , __-- - _______ - - - - -- C CO 'T CO - - -. - - .-•-- - - -- - -n - - --,- - .-.- '-f -S 'X.w -- - - . -- Grade beam slopes with TOS .- column heights vary on each side of the column at the base level Hope Amundson 21300600 Calculations by M Nekuda MF 7 92 Moment Frame - Grid Lines A and E B Distributed Loads D oad Distributed Loads Density (pcf) Width (ft) Depth (ft) Length (ft) Load (k) 49x24" MF BM 150 2.00' 4.06. .'18.00. -.'22.05: • . 22.05 Dist Load (k/ft) = 1.23 Distributed Loads (kif) TypBeam 12+02S0s+IOL= 166 09-02S05 = 091 Up Beam 1 2+0 2S0 +l OL = 2 25 0.9-0;2S DS = 1-.23 Column Point Loads - Exterior Joints Dead Load Point Loads Density (pcf) Width (ft) Depth (ft) Length (ft) Load (k) 15"x30" Beam 150 1.25 2.60 32.50 -'15.2 .3 49"x6" Crash Wall 150 .0 .50 4 08 900 2 76 5" Slab 150 18 00 0.42, 32.50,.- 36.56 5455 Superimposed Dead Load Point Loads Area Load (psf) Width (ft) Depth (ft) Length (ft) Load (k) 5psf 5 1800 3250 293 S. .... .. ... •.2.93 . Li oad Point Loads Area Load (psf) Width (ft) Depth (ft) Length (ft).-Load-'(k). 40psf 40 1800 3250 2340 2340 Point Loads (k) 1 2+0 2Ssl OL = 137 45 0 9-0 2SDS = 6 65 Column Point Loads - Interior Joints Dead Load Point Loads Density (pc f) Width (ft) Depth (ft) Length (ft) Load (k) 15"x30 Beam 150 125 250 3250 1523 5" Slab 150 1800 042 3250 3656 51 80 Superimposed Dead Load Point Loads Area Load (psf) Width (ft) Depth (ft) Length (ft) Load (k) 5psf 5 18.00.,3250 293 293 Live Load Point Loads Area Load (psf) Width (ft) Depth (ft) Length (ft) Load (k) 40 psf 40 18.00,32.50 23.40 2340 Point Loads (k) 1 2+0 2SD5+l DL = 1-31.98: 0 9-0 2SDS = 6.33 L.L21 ---3:4:, ii _102.56 . -104.66 _104.66 -56.29 55.65 -21.2 H 21.69 • I I - ---1 I -..--.- -r----j - - I - 1 i17.75 U 68.53 .82 H .F101.42 _. 6835I !L367 \_ H I__1TJ -- 62.22 -88.41 - 8872 -55.22 54.32 -23.59 22.38 S I '79.05 I Er 101.85 [ii 67.09 35.03 \ffl I I 8766 -98.33 .9868 -58.41 57.68 -25.75 22.08 :- II 103.54 'J 111.81I_____. 7049 p 33.82 oogooc z uospunwv-edoH ePn)IeN -ij Aq suo!In3Ie3 G6 epne AJ Aq suoieinoteo 00 900C LZ uospunw adoH 96 diAl ePnI8N Vl Aq suoinoIeo 00 900CL uospunwy edoH scot AV IbIn Vk . . . . . ETABS201515.2.2 . 7/1/2016 4) . . . 51 6. 17) . . _ 6.. Cli CD 'C 122.28 Ln CD to ----s------ C R Ln C1 LO to CO tn LO OD 00 CO CO t rip -176.94 N 7 0) CV) CD (0. CD 0 fC) .----•r-- —C4 --- r CD CV) U) -29.54 -60.61 -657 ). -29.77 21.88 57.95 59.84 )• . i r t 1- ° .[ tO, • 1'- LL_ !i[J IILL_L_L_L fJ 1LJiLk L_ 68:34.J . -118.03 . -118:24 .•_I . 68.69 63 117.74 . 121.09 . . 1• 111 ri--rri ' i I trr -19241 -__ '_L.. -11703 47.74 192.91 • 177.27 I 0 CD 3 C 0. C') 0 N) C.) 0 0 0) 0 0 2016-07-01_LEGOLAND.EDB Elevation View - E Shear Force 2-2 Diagram (ENVCONC) [kip] 4322r47336{073ri9787i_1 \7 .7H F .1_n \ •I I .646.73 703.i -739:8j 379. -411.38 128.'1 -162.77! ii ---_.J 653.3 -691.92 -.392.33 r436.73 152;73 199.18_ F . N.\\ I ' /1\ 5O1.8 645.5 -688.88 399. 0)--. • -430.72 1619 -190.2 'rn ¶L596l3 L...._I672.2g ---L.387.11 r42666 - I:7' I \ \.J // •/ / . • ç) 17 77'56 r-_M 21 86 - dV BPn)ION Aq suo!eInoIeo 009006 UOSpUflWV-8dOH CU51nt' 1R9ti6ñ'% Mbiét CoIumiW MiWñt fICàlum, k', : ' k-ft k-ft I ' 70.346 , 138.333 , , 159.083 ''2 • 0.354 ' 0.460 ' . 0.601 • _-0.013 __' '-0.011 -0.014 0.323 :. ' _.0.269 -0.422 '5. -0.318 _1 13141-7 -i65'0OOW Hope Amundson 213006 00 Calculations by M Nekuda MF 99 Project Name 21600300 Lego Lard PS Specific Title B305+8105_L2_GL6_100 File Name B305+B105_U_GL6,S00 Date of Generation Tuesday July 05 2016 5- MOMENTS SHEARS AND REACTIONS .2 Reactions and Column Noments (Excluding Live Load) 't1ÔintJ Lóid Cë e L±2i rColt'iiii Moment '-UpperClthmn :. k : k-ft k-ft I SW' 47.63 -206.87 -237.79 .2 " SW . . 99.42 15.65 ': :20.47. 3 SW ' . 97.18 -4.57 -5.98 14 SW . 101.19 -14.03 -21.98 :5. SW '. 48.33 -202:60E ii . 'SDL ' . 3.29 -14.30 ' - . -16.44 2 SDL'. 6.87 1.08. 1.41 3. SDL ' . 6.72 ' -0.32 ' -0.41 4 SDL , . : . . 6.99 -0.97 ' -1.52 5 SDL 3.34 I 'iX14_0O.1 1758 1 _. XL __: 0.00 . ' _0.00 •• 0.00 0.00 0.00 XL . '0.00 ' .0.00 ' 0.00 4 __' ' XL . 000___. 0.00 _' . 0.00. 5 XL _'' '0.00 .... 0.00 0.00' .4 Reactions and Column Mom ents (Live Load)___.'' joI nt:, IRèãti6ñfl Max n ' Rtiön. .-1 gM inëntt Myer -n olumn Ma- Mntf CoIumnMir M6 en it jüj T ColumnMa' Mómént 3p Column_Mm k ' _k-ft k-ft __- -k-ft_, ''k-ft :1 _. '22.95 .'. -1.00 " 9.02 -104.35 10.37. -119.94. .2_. . 4895: ' 2218 78.95 -71.74' .103.26 ' -93.83. '3 "47.02 , '21.06_' 77.90 -80.01 ,101.89 _. '-104.65' 4:. :'47.69'' '.22.61' 66.96 -73.42 104.90 . -115.03 5 1 23.27,-1__00 _I '102_07 -871 1f28r16 -10 g. 'SP Mo _ritt?éft M_iThCéhtèi- ':Sheir.Lëft Shear Ritit k-ft___. ••k-ft ' ,k-ft___• _:k _"• k 1. : _28108.': '-24058 371.08 • '.0.35 ' _•0.35' 2. _• 371.67 _____' -250.17__• 372.08. . ' • -0.01 • 0.01 3 ' :372.17 : -25017 371.83' .0.01'' ' .0.01 '4 • '371.58' • ''. -240.83 '' ' 283.00 ' ' 0.32 • -0.32 Reactions and Column Moments Hope Amundson 21300600 Calculations by M Nekuda MF 100 Project Name 21600300 Lego Land PS Specific Title B306+B106_t.2_GL5_100 File Name B306-~13106J.2_GL5_100 Date of Generation Tuesday July 05, 2016 5-MOMENTS SHEARS AND REACTIONS 5.2 Reactions and Column Moments (Excludunq Live Load) t._A~jl Iff9JC 1L i J flReacñ1m oie3 Lrower Columnl& Mom UpperColumn1 k' :k.ft :kft 1 1 SW 47.02 -147.49 -270.38 SW 100.09 19.58 25.61 :3 SW 9711 -4.86 -6.35 SW 101.32 ' .15.48 ':.2217 SW 48.22 i 2255Bt 2262 1 .SDL 3.25 -1O19 -18.69 _:2' SDL :, '692 1.35'. 1.77 SDL 6.71 -0.34 ''' -0.44 SQL 1.07 -1.53 :5 SOL 3.33 M564, 1' XL :: 0.00 . 0.00 0.00 "XL 0.00 : 0.00 -0.00 .3' XL .. 'OOO 0.00. 0.00: .4 '. XL 0.00' .' '' ,0.00. . .' 0.00 5 XL 0.00 , . 0.00 0.00 54 Reactions and Column Moments (Live Load) JãIñt Réiãtiö Réàc'jön Mm IMóiiiiñtt1 rolumiiMa er Low Mãiiti r rolMin' .M6iñiit oIümnMa, )Motheñt Column ilMii9 .k . ' k-ft , kft: k-ft ' k-ft -0.98 ' 6.43 . . -74.40 11.79 ' -136.38 .47.25. . 22.16.' ' 80.94 . .71.91:. 105.86 -94.06 47.03 21.02 _' ''77.97_' .-80.21 101.98 .104.91 I ' '4 : 4775 22.60'' 70.60., ' -77.73.1 ':1,.Dj.jj ' -111:33 5: .23.22 ' -1.00_I 1113.68* 1::9.73'1i399 ' -9.76 iSPint $Mö__tLft' MêiitCeiitii LM6ä?itRiliU !ShI1LéftZ ShëaicRiht k-ft . ' _k-ft ' k-ft__" : k ' ' ,_.k' 1.' '263.42', ' -245.58 ., : 378.67' - 0.07 _. -0.07 374.75 ' ' -250.75 '. ' '367.81 '. . , _012 ' '0.12. 355.67"'..-231.92'', ' 338.92_'' ' ., . '-1.14. 339.83 ' _-223.67 . '260:25 ' 0.88____' ' .'0.88. Reactions and Column Moments ?Jlñtci 4Rt Lower olumn Mñiët r CluThk 'k-ft k-ft.' - _1 ' _0067. 98583_. .180.750 2 -0.182 ' __-1.631 . -2.132' '3 1.251 -5;767., :_.7543 4 -2.014 ' 0.219 0.314' 5__' '0.878 _I .137.417i 1-37833 j Hope-Amundson 213006.00 Calculations by M. Nekuda . ME- 101 Project Name: 21.6003.00 Lego Land PS Specific Title:B305R+B105_L3_GL6_100 S File Name: B305R+B105_13_GL6_100 Date of Generation: Tuesday, July 05. 2016 . 5 MOMENTS SHEARS AND REACTIONS Aft.2 Reactions and Column Moments (Excluding Live Load) . ont f, IM-64&C (L_Rtiöi.") Lôwer.Cotumi° ment9 UpDerCOlumii'l? ° • .• k k-ft k-ft I . SW 46.25 -380.40 0.00 2 SW 101.04 • 47.02 0.00 3 . SW 96.91 -12.09 0.00 4 SW 101.25 -17.65 . 5 SW • 48.29 I SDL . 3.20 -26.29 0.00 2 - SOL • 6.98 . . 3.25 0.00 3 SOL ° • 6.70 -0.84 0.00 4 SOL 7.00 -1.22 - -1.,42_ 5 SDL ° 3.34 1460 164 I XL ° 0.00 0.00 0.00 • XL . _0.00 • 0.00 • 0.00 3 XL 0.00 0.00 0.00 XL .. 0.00 - 0.00 • 0.00 5 XL • 0.00. 0.00 • 0.00 5.4 Reactions and Column Moments 1L1v Loacfl Joint [~7RUS-cfid-ri`O Reon ac ~q On IviorTleni lumn Win rvioniern° ColumnWax iviuinentr Column,Min 1 . 22.67 -1.36 23.92 -199.21 0.00 ° 0.00 2 48.11 22.11 158.61 -136.94 0.00 ° 0.00 2089 144.78 -150.35 . 0.00 0.00 4 • ° 47.25 48.20 22.34 90.31 -98.44 ....J05.36 -114.85 5. : 23.12 -0.86 *1O5,18P 7.83 1220iW .9.09 7 SELECTED POST-TENSIONING FORCES AND TENDON PROFILES Approximate weight of strand: 1441.3 LB 7.6 Post-Tensioning Balance Moments. Shears and Reactions Snan Moments and Shears iSiii M6iiiëñtLêftt1 Móiiéñt1Cëiitëi 1MöiiiëTntRighU ShãiLéft.' fSIi'ëirRight ___ k-ft . k-ft k-ft . k k 1 261.58 -278.83 427.25 0.71 . -0.71 2 416.83 -275.17 401.50 0.26 . 0.26 3 391,75 -254.17 370.92 -1.26 -1.26 4 . 371.00 -244.42 291.00 0.93 : 0.93. Reactiorisand Column Moments tW Column Momefit CoIünn k . k-ft k-ft 1 0.712. 278.500° 0.000 2 . -0.969 -10750 0.000° 3 1.517. -10.800 0.000° 4 ° -2.186 -0.134 0.156 5.. 0.926 4158P W164!i67 .Note: Moments are reported at face of support ° . . . email: SupportAdaptsoft.com website: http://www.Adaptsoft.com . . . . ° 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 1 i Nn Of mna It k-ft ...: ..':k-ft .1. SW .. _45.72 -356.61 0.00 . SW 101.64 53.54, 0.00 3. SW '96.84 -12.97 0.00 __4 SW_- 101.12 ___. -16.43' -19.13 5 SW 4843 23497J122713 .1 SDL' 3.16 _' .'-24.65 2 . 'SDL' 7.03 _. . 3.70 __. . 0.00 3 . SDL 6.69 -0.90 _:' 0.00 • ' SDL. . .699 . . '-1.14 . -1.32 5 SDL 335 16_24 INP15_70 1. XL 0.00 _. 0.00_, .0TO0 ''2 .'.XL. '.0.00'... ' -0.00 ' . 0.00 XL. 0.00 '" '0.00.' '0.00 q4* T XL 0.00 ___. 0.00 ' '0.00 5. 'XL' 'o.00 'o.00 0:00 5.4 Reactions _and_Column Mom ents (Live Load)'- JdIht1 ,iL' rReaEtioi -.'- . Rëiaion Mm flMñiiit1f 5NWe-rJ ColumnMai tjMöiiiènt Lj ow Z ColumnMir Möiiièntl _L1 Column _Max fMoñiitV1 ColumnMin k k__' ''k-ft . :.k-ft k-ft kft. 1 .22.40 - -1.33 22.43 -186.76 '0.00 __. '0.00 2 48.38 22.07' '162.06. -137.39' '' 0.00 ' 0.00'. :3 . . 47.28 . 2045 ..145.11 ' ' -151.09 ' 0.00 48.14 22.27'. i,,...89.35 -96.92 ' 104.00 .-112.82 ,5._' '23.21 _' : -0.89 • ii7,25.P -8,98' _4 t1334* JóFnt Ln ';Low4. L:JColumnjL..ColumnL Ue'J r k k-ft k-ft '1 1.084 261.333 0.000 2 4.260 -17.108 0.000 .3 0.188 2.288 0.000 4 0.431 1.261 5 -0.442 S-167.917yrnjQ4.,250r Hope Amundson 21300600 Calculations by M Nekuda MF 102 Project Name 21600300 Lego Land PS Specific Title 8306R+B106_13_GL5_70 File Name B308R+B106_L3_GL5_100 Date of Generation Wednesday July 06, 2016 5- MOMENTS SHEARS AND REACTIONS 2 Reactions and Column Moments (Excluding Live Load) STi' M6mi-entTrdftQ Mo ritCëitèi tMàéiitl Rig fit 4 rM,2 Sli rII!ëft Go 13ShëRiht!1 k-ft ' • k-ft • k-ft. . • k •. • • k. .1 '. 244.83 . ' -284.33 • . 433.17 - - -1.08. -1.08: :2: . 41583 - ' • -272.75 - 406.25' 0.18. - 0.18 3 • 408.50 ' • -275.58 . 409.17 - ; . ' -0.01 • . ' -0.01 407.00 • -26315 • ' 312.25 - -044 ' . • . • • -0.44 Reactions-and Column Moments • ' . '- - ' .- . . . • " • . ,, . ' , : 'Jöliit i!ôidCãë t1. Rèitión . óitF fL6werCoi? Mt pberCj,olumn k-ft ''k-ft SW ''.49.25 -434.87 '0.00. • ''SW. 50.75 IM492WIM, 0.00 .1 SDL ' 3.40 0.00 'SDL 3.51 :U1111111113137AM 0.00 .1 ' 'XL: . 0.00 0,00 ' .0.00 XL 0.00 _' 0.00 _' . 0.00 Hope Amundson 21300600 Calculations by M Nekuda MF 103 t I .Project Name: 216003.00 Lego Land PS' Specific Title: 8106R_L4_GL6_100'; ' ' ;. .. • : . ..' ' File Name BI06R_L4_GL6_100 Date of Generation Tuesday July 05, 2016- 6 MOMENTS SHEARS AND REACTIONS Aki..2 Reactions and Column Moments (Excluding Live Load) 5 4 Reactions and Column Moments (Live Load) Joiiit Rãtiön .Rtjon M Min: 11 e 11fower, . M&fitIIMW6m--ent Lower 14MAC6~ffiental.,Móiiëiit. n Min 1. ' '22.69 ' ' 0.00 . ' 0.0DLI 200.39. ' 0.00''.0.00 2:. 1 .23.39_: 0.00 22249$I .0.00 1 0.00.. .0.00 - 7.! SELECTEDPOST-TENSIONING FORCES _AND TENDONPROFILES Approximate weightof strand. ______399_3LB 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments. andShears Reactions and. Column Moments Spah1 M_meñt1L'ëft Sh_Lëft ShiiRititt1 k-ft _Mo_ñtCñtë k-ft ' _IMO1iié1URiIiL k-ft. • . ' k • .k 296.33 ' -300.25 ' 329.92 ' ' -0.54 . ' : • -0,54 ' • ot Rãtiä ffiiê Mãëñt. - L'i I L 4Upper idmn JCoIumn_ • ''k'' k-ft.' k-ft 1 0.543 314.833 ' ' 0.000 :j 2__'. : 0.543I D349583 ' .0.000. 5 .5 5. • '''.• . ?Joint Lôad'Case React n'. Momentr. L6oi Momentj flTlu1 k... k-ft ' k-ft SW .48.99 ,: 39904 ' 0.00 . SW ' ' '51.01 .--'-' 463.76 - . . ' - SOL .3.39 ' ' -27.58' ' . '0.00. -SDL 3.53 .__•. .•0.00 :. :0.00 _.- 0.00' :. XL'; '0.00 0.00 '':: ' _'.0.00 54 Reactions and Column Moments (Live Load) tJôlñt Reã,tiöiii _ tiRëEti0i7 column_Maj,lumn_Mm Mathënt tIt1Mnentr ' t ml J154 olurnn_Ma) M6hiit' Upper 1 CoIumnMmn k k __. k-ft _k-ft k-ft . k.ft' 1 22.57 •. '0.00 0.00 I -183.88 0.00 ' 2 __• .23.51 ' .0.00 JIM21,3101M, _.0.00'''0.00. ' 0.00' , tSá Sh_arSLrëR ShearRight k-ft__' _... kM _ñt1t!ift1_MétlCëtëM_tRiht1 -ft_.:' ••k-ft _• _' __k ',. "1,': 270.58:_' _.k _:'-320.08. 316.00 _'. _'..'k.•' _'."-0.73,"'• _'.:-0.73 rJbint I9Rèãio D-Ndñieñtfl Lower Upper'- olu?iñY CRAn Móñêht5'- k k-ft k-ft 1 0.732 288.917 0.000 2 ___-0.732 ____335:750rj 0.000 Hope Amundson 21300600 Calculations by M Nekuda ME 105 Project Name 21600300 Lego Land PS Specific Title B305+8105_L2_G17_100 File Name B305+B105_L2_GL7_100 Date of Generation Tuesday July 05, 2016 5- MOMENTS SHEARS AND REACTIONS Reactions and Column Moments (ExcludingLive Load).. . U-bifits I!öä Case Rio fl .14 Moment iLower Column Mo LJpper Column' k k-ft k-ft 1. SW 47.63 -206.87 .237.79 .2 SW 99.42 15.65 : 20.47 SW 97.18 4.57 .5.98: _4 SW 101.21 _-13.51_.....L_ L __.22.98: .15 SW 48.31:___i 193.01 26296 I SDL 3.29 _. .-14.30 -16.44 12 . SDL 6.87 1.08 __. 1.41 SDL 6.72 .-0.32 -0.41 4 .SDL 7.00 -0.93 -1.59 15 SDL. .3.34 ___H 13.34 8VW 1 XL 0.00 -0.00 0.00 2 XL . 0.00 _: 0.00 0.00 XL . 0.00 0.00 0.00 A XL 0.00 0.00 .. :0.00 ifi XL .0.00 . 0.00 .0.00 5.4 Reactions _and Column Moments _(Live Load) L1!r4rReactuon 4_; Min Jôiht RENO otiiMa Lower 'oIumn Mirt Mñ 'iome ar Möñit CoiiiMii Ic .k . k-ft k-ft k-ft .k-ft -1.00 9;02 -104.35. 10.37 -119.94; 2 46.95_. 22.18.. .78.95 -71.73. . _103.25 -93.82: 47.01 21.07 77.86 -79.96 101.83 -104.59 47.70 1__________ 22.61 L63.89 -70.12 108.62 . -119.21+- :5 . .23.25 . .0.99 97.18 t -8.24 -11.22 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES ArnroxImate weight of strand 1310.2 LB 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments and Shears. : . .. . . . tSã 1M6iiëiit1Lëft M Cë?itëI uM6int1RiqhD SheilLteft ShRitit?2 k-ft •• 1 . 281.08. -240.58 . 371.08. 0.35 . 0.35 .2 . 371.67 . . . -250.17 . 372.08 . -0.01. :. -0.01 3_. .372.17 _. -250.17_. 371.92; 000 _. : _0.00 4 371.83 -241.00 282.33 .-0.30___• -030 Rections and Column Moments Jôifit +4 J ö T'I LLt 4Rèãti pp Móiènt t ¶L? Lfim1 Móiieñt iiij k. k-ft.. k-ft 1 -0.346 .138333 159.083 2_. 0.354__.. 0.461 0.602 3 .. -0.011 -0.019 4.025 0.308 .-0.175 -0.298 5 . . -0.303 1.. -12&167 70T583 Note Moments are reported at face of support * . . . .• . email:.Support©Adaptsoft.corn website: http://www.Adaptsoft.com . . . 1733 Wóodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650)306-2400 Fax (650) 364-2401. .1 . .,. .. *1 Wilt ea ion OM6m-en CE V4 nV rpp Co Co um Coluffifill :1 0.151. ' 110.833 • 162.500. .2 -0.302' . '-10350.' -15.992 3 •' .0.297 ' • 0.027 • '0.042' -0.275' 10.005 ' '16.208 5.' 0.129 -i1.1167. 163000 Hope Amundson 21300600 Calculations by M Nekuda MF 106 Protect Name 21600300 Lego Land PS Specific Title B403_L2GL4_100 - Fue Name B403_L2_GL4_100 Date of Generation Tuesday July05 2016 5- MOMENTS SHEARS AND REACTIONS i 2 Reactions and Column Moments (Exclud,nq Live Load) oint LdCã L. p1Reactr&Tr LowenColumn' 'nf9 ..UpperColumff k k-ft k-ft 1 SW 46.73 -164.47' -241.19 SW 100.38 . 20.25 . . " . 31.31 3' . SW :97.08' ' ,4.39 : -6.79' SW 102.08 :• -1950 ': -31.55 . SW . 47.48, . i70.21 1 ' SDL . '3.23 ' : -11.37 ' . '-16.67 2.. . 'SDL . 6.94 ' '' 1.40. . '2.16 3 ' SDL 6.71 . ' -0.30 : 1-0:47 4. SDL ' 7.06 . ' "1.35'..-' 2.18 • SDL _. 3.28 _" 1176 L1725 XL_' "000 _. 0.00 __" 0.00 2 . . 'XL .0.00 0.00 .:'0.00 _3 _' XL 1 '0.00 _. 0.00. .' _0.00 4 ' _XL ' ___0.00..'.. '0.00 .0.00 .5 ' _XL '' 0.00 1 0.00' . ' 0.00 .5.4 Reactions and Column Moments (Live Load)'' '' ' , ' '' '" ' '• ' ' S tSP1 Mfiñ'tiLrëft M ñitCëñtëi !Möiiiiit1Rilit ShiLrëftC tit ShRialru k-ft k-ft k-ft. •' ' k 'k'': 1 1 • 257.42 • -249.00 '' 377.75 " '-0.15 • . ' -0.15' 2' ' '351.50 . • ' -230.67 • 342.42' • . . 0.15 ' " ' .0.15 '3'. " 342.58' -230.75' ' 351.42 ' : -0.15 • :: -0.15- -4 377.58 •' -248.75 258.42 ' '.0.13 .' . 0.13 Reactions and Column Moments g'UoIht r, ëãtiö1 'T 4 3RerCtiaA~,MöiiéitU JUorwer Column Max I iMoThiit ColumnMin M6iiit Min M5iWéiit Column Max er CoIumnMin 'k. : k ' :k-ft k-ft ,' ,k-ft. '. k-ft 1 22.39 -0.86 6.41' ' -82.20 9.40 . r 47.27 '22.16 ': -120.54 2 ' 77.27. ' -67.94 . 119.45 '-105.02 3 46.83: 21.11. '73.23 ' -75.25 ' ' 113.20. .-116.33 . _47.99 . 22.58 68.54 : '-77.52'. 1iL0 '-125.55. ,,5. ' 22174 ' '' -0.86 84.96 1 ' -6.52 .;-1 W12059-MM[I -9.57 : Hope-Amundson 213006.00 Calculations by M. Nekuda ProjectName: 216003.00 Lego Land PS Specific Title 13305R+13105_L3_GL7_100 file Name: B305R+B105_L3_GL7_100 Date of Generation: Tuesday. -July. 052016 5- MOMENTS; SHEARS.AND REACTIONS .2 Reactions and Column .Moments (Excluding Live Load) Jointi L'ó [C se ReiciioAF 4 M&ñeiitc ower.,oumn iMoment wpper umn k-ft k-ft I . SW. 46.64 -398.11 0.00 2. SW 100.59 42.20 . 0.00 3 SW. 96.99 -11.67 0.00 '4 .SW . 101.09 -16.78 -19.66 15 '• SW •. 48.43 1002371569M *W,225001= I SDL - .3.22 -27.52 000 '2 . SDL 6.95 2.92 0.00 3 . SDL 6.70 -0.81 0.00 4 .. SDL 6.99 -1.16.. . -1.36 5 SDL 3.35 16%2 1555 1 . . XL 0.00 0.00 0.00 2 . XL 0.00 •. 0.00 - 0.00 3 . XL. . 0.00 0.00 0.00 4 XL 0.00 0.00 0.00 5 XL . 0,00 0.00 0.00 5.4 Reactions and Column Moments (Live Load) 7. SELECTED POST-TENSIONING FORCES AND TENDON PROFILES • . . . . Approximate weight Of strand: . 1441.3 LB. . . . . . . ... 7.6 Post-Tensioning Balance Moments, Shears and Reactions . . . . . Span Moments and Shears SäuiV MrñitlLfU? MothentCentér M6fieiiVRiqtitl ShéLeftE t(ShiRiñIit k-ft . k-ft . k-ft k •. . k 274.25 . -275:00 422.33 -0.42 . -0.42 1 2 •. 415.25 . -275.58 402.08 . 0.22 . . 0.22 3 392.08 . .-254.25. . 370.50 -1.25 . -1.25 4 . . 369.17. -243.25 295.25 0.83 . 0.83 Reactions and Column Moments. Jo-in- 0.1 Rea ion flIotrIlomentJ 'j op Moe Oci ç Column olumnL; k I k-ft k-ft 1 0.424 I 291.417 0.000 2 -0.643 I -7.213 0.000 3 1.468 I -11.167 0.000 4 -2.078 I -0.835 -0.978 5 0.829 Afl925ffL v.150.8334 Note Moments are reported at face of support email: SupportAdaptsoft.com website: http://www.Adaptsoft.com . . • . • .• . 1733 WoOdside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 . 1 • 0••• ,r-j RéWctlon"qtl6h, Do éfl PMót 'iMax Upper 4 umnMa" Möt Lower "oIumnMIn Möin Column Ma Column Mm k k . k-ft . k-ft k-ft . . k-fl I 22.88 -1.38 25.02 -208;47 0.00 0.00 2 . .47.90 22.14 156.03 -136.59 0.00 0.00 3 47.22 20.92 144.32 149.70 0.00 0.00 4 . -48.13 . 22.27 : I____________________ 91.15 . -98.88 108.78 - -115.83 5 23.16•. . -0.84 i18O -8.53 1 11i76$t .8.08 Hope Amundson 21300600 Calculations by M Nekuda MF 108 Project Name: 216003.00 Lego Land PS Specific Title: 9403R_L3_(GL4)_100 . File Name: B403R.L3_GL 4100 Date of Generation: Tuesday, July 05.2016 5- MOMENTS, SHEARS AND REACTIONS : . . .. 2 Reactions and Column Moments (Excluding Live Load) S ?Jäiñt? LrôadCase R&abtiöñ'r1 L erCij1 reñt kUpper Ci1 • . k . k-ft k-ft -. 1 -. SW. . 46.20. -379.44 0.00 2 SW . 101.05 51.85 0.00 3 . SW 97.01 -13.07 0.00 4 SW 100.96 . -16.53.. .19.17.. 5 . SW . 48.54 21639k lI25101$ 1. SDL . 3.19 -26.23 -. 0.00 2 . SDL 6.98 . . 3.58 . 0.00 SDL 6.71 • -0.90 0.00 4 SDL 6.98 -1.14 -1.33.. 5 SDL : 335 1961 t15Fc XL. .0.00 0.00 - 0.00 72 ..XL 0.00 0.00 0.00 3 . XL -0.00 0.00 0.00 4 XL . 0.00 0.00 .0.00 5• XL 0.00 0.00 0.00 5.4Reactions and Column Moments (Live Load) . • . . . 7-SELECTED POST-TENSIONING FORCES AND TENDON PROFILES . Approximate weight of strand: 1441.3 LB . . . . . . . A Post-Tensioning Balance Moments, Shearsand Reactions Span Moments and Shears . .. . . . . S1ilI MM6ffiiffitTrdftI MóYñHCëiitir, Mo rtRIgtt DShéiteftD ShèRihtl k-ft. k-ft . k-ft k . k 1 . . 261.33 -278.67 . 427.92 -0.73 -0.73. 72 41667 -275.58 400.75 . 0.27 0.27 3 384.50 -253.00 380.50 .0.06 0.06 14 401.08 -263:83 318.00 . -0.63 -0.63 Reactions and Column Moments .. . . . .. . .. 0 Lii . Räätió. • 1W6m-v-' m &Jn PC, affiéiitr1 lumnb k .. . k-ft . k-ft 1 0.727 . 278.250 . 0.000 • : -0.992 11.592 0.000 0.200 -16.267 . 0.000 0.696 9.333 . -0.631 .155 58311 im Note Moments are reported at face of support email Support@Adaptsoft.com website http://www.Adaptsoft.com 1733 Woodside, Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 , .1 •° . . Jölñt RëItkn ReãtIdh ColumnWax 7 Miifiit. Column. .. Möiiüiit Möflint; rn lu~ "Mir .we 22.47 . -1.18 . 20.81 -195.66 0.00 000 .2 47.92 22.12 172.84 -148.95 0.00 . 0.00 3 47.01 21.11 156.72 . -162.74. 0.00 0.00 47.87 22.42 92.39 ., . -100.01 107.18 -116.01 5.: 23.14 -0.77 i . -7.12 : -8.26 'Jointh idCà'.cé Monient Lower CoIumn. v Moment Upper Column k-ft : k-ft. 1. .'49.37 . . 01 0.00 4 2 SW.. T5ö6 . . SDL 3.41. -30.42' 0.00 2 . SDL. . 350 ... .4 33224 : 0.00. 1 . XL .: 0.00 .. 000 0.00 12 XL H . 0.00 . 0.00 0.00 . . . . . ... = Hope Amundson 21300600 Calculations by M Nekuda MF 109 Project Name 216003 00 Lego Land PS Specific Title 8105R_L4_GL7_100 File Name BI05R_1.4_61.7_100 Date of Generation Tuesday July 2016 5 - MOMENTS, SHEARS AND REACTIONS ..2fieaétions.andColumn Moments (Excluding Live Loads . . . . . '. . .. •. 5.4 Reactions and Column Moments (Live Load) Jóiñt Rëv jn (oIü MJ9117Min óMntnjMöiitW" iPh.er4I Olun,Ma Maijijtrf DD ColuñiiiMin k. . A-ft k-ft . . . k-ft' . -. k-ft 1 .22.75 .0.00 -_ 0.00 .J -202.80 .0.00 0;00 2. .23.33 .0.00.-.iW22.V49J 0.00. .0.00 000 • Siñi iMo ñtL'èft Mo ntCOiitëi JMOOtlRiht ShLèftU-Sti6YrNdfitift • . . • k-ft • . k-ft . k4ft k :- k • -328.50 -- -0.46 '- -. -0.46. rceactuons-ana_oiumn moments - U51fit d! Rjà DMnt t VccColumn - .i Upper ieiit Lower 1umk2' k-- .k-ft: -. k-ft j :_-0459 -_ . _318.667 - .0000 :12- -0.456-j 48P00 1. 0.000- - JJöiñt L'äd(Cai Rë ctióh d5iZZ!$J Moent; iLower Column ëiumn k-ft. ic-ft.. fi . SW 49.59..-... -450.19 : .. 0.00 :2 . SW. 5041' 0.00 1 . _SDL '3.43:.... -.73112_.,.. . _0.00:. ~21.SOL__. 1: __.3.48 .:'4 3293 :0.00 0.00 0.00 .0.00. 2_. .XL . __0.00__.. . _0.00._.. :.0.00 4 . •. .•. .. . _•. .. . 5.4 Reactions and Column Moments (Live Load &'I! , A 7 flfloi iFJ CUfly ColumrnMin Móei tp Max L Pi[nmk~Mt4 olumnMar pper j erl Column k__-- k-ft k-ft k-ft ••k-ftP --.1 . k _____. .22.85 : _ 0.00 -207.45,• : 0.00 _..o.00; '2. -23.23 :_0.00':. 2i956$1 0.00 r •0.00 ___• -.0.00 tMóiiiñtlLêft M__ênt1Cèitëi MâiiiiitRitiU S___MSlie-a-613ififitil Si,anF - -'.k-ft - k-ft__... _.'k..'.. :307.17 -297.00 .- _-k-ft_.. _325.58 ___.•-0.30' __--k_________: __.:-0.30.. ,0i "t PRè iii'1i EMöiiiit1 DM&I1Iñt bIiim -:-k. k-ft.__• k-ft.-- :j ': -.0.297__. .326.000 0.000 2 _- : _-0297_..)l 5"OOO)VI 0.000 out -. 0.000 - - - ---- - -d" Distance L2, L3, L4 "d" Distance Upturned GB in 3.16 0 0.000 0.500 .. 46.50 46.50 63.50 62.00 out (4) 8 8 1:000 1.58 t 316 O 0000" ' - - . 0500 - 4650 4650 .63 6200 out 2 (4) B 8 1000 1 58 in (3) 6 3.69 6 0.750 3.135 . 1.171 45.83 45.83 62.83 61.33 out (3) B 8 1000 1.185 CIL - (3) 6 369 6 0 750 3.135. 1171 45 83 4583 62 83 6133. -out-.. 8 .. . 8 .. 1.000\- - . 1.185 .- - -•._:- . . -., .: 2.64 750 87 0.958 46.04 :46.04 63.04 61.54 in 264 0958 4604 4604 6304 .. '6154 8 out in 1.76 000 0.375 . 46.63 46.63 63.63 62.13 out (4~ 6 6 0.750 0.66 No of 1 76 . 0375 4663 46 63 t. 6363 - 62 13- out r (4) 6 6 0.750 0 66 Frame in (2) 6 4.04 6 0.750 8 2.09 0.908 1:000 1.58 - 46.09 46.09 63.09 61.59 8 out - in (2) 6 404 6 0.750 '209 0908 4609 4609k 6309 6159 .' out - (4).. 8 . ... - .- - - . ,. ,. . . - ,.. . (4) 6 . 8 -.. 1.000 . . 1.58 in 4.13 750 - 4.18 1.299 45.70 . 45.70 62.70 .61.20 out (3) 8 8 1.000 in (4) 6 418 1299 -0 750413 4570 4570 62 70. 6120- out (3) 8 8 1000 1185 - 3.08 6 0.750 . 805 1.125 45.88 45.88 62.88 61.38 0.66 308 g 1125 45 88 4588 62188 38 ..Out 176 0.375 4663 4663 6363 6213 out (4) 6 6 0.750 066 in - d37~ -- 46.63 ' 63.63..i-- I !62.13 , . 16:: . . . Hope Amundson 21300600 Calculations by M Nekuda MF 112 0 . J+' .i30i Third Avonoe Suite 300 . . : SHEET________ OF S ...SonOjee,CA 92101 .. - ___________ T619.232.467 PROJECT Southwestern College - F619-235 .4675 •.- I-1OPE-AJALJfs11)5ctsI PROJECT.NO. 214017.10 . . . . . . . . ENGINEER - MN ' DATE Jun-15 t Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK I FRAME: E I GRID: E15. I LEVEL-: Li 1 JOINT LOCATION: INTERIOR . I Based on the 2012 IBC Section 1905 and ACI 318 11 Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design Input Data General Pronertiés abv = 5000 psi . . fy = 60 ksi 5000 psi . . tyT 60 ksi e= 0.9 . . fps= 175 ksi 1b851181 0.85 . ,•• . $sirieam= 0.75 _5• . . . . . . . *shrcoiumn. Beams (Refers to Figures 1,3, and 4) . b = 24 in -. Beam Length,L 1, = 180 -in hb.=. 66 . in : - : . 'T,L", or "R" section = A hStab 0: in; •. Clrdist.to adjacent beam = 250 ft;. + bTOp = 2 ft. . . bBoT = 2- ft.: clrcov= 15 in Shear Reinf.:# 4 @ 4 in A,= 0.2 in2 d8 =O.5iri W/ 2 legs Top Long Reinf Smallest # 6 Ae r 316 in2 D dIT = 63.5. in : Bot. Long. Reinf.:- Smàllest# 6 A818 3.16 in Cl die= 62- in.....: . . . . . . Skin Reinf ( 3 ) # 3 Ar = 6.66,in2 d- = 355 in Column Shear - A82B = 066 in2 d28 = 3933 in Reinf A d 1 Top Slab-(Y/N)? N Bot Slab (Y/N)? N Reinf:AT=. 0 in2 Reinf: AB= 0 in d31= 0 :in d3B = 0 in Reinf.,A j1'x Column Long. ('N •) • W 1/2 PT Reinf ( 0 ) Tendons Aps= 0. in2 d 5 = 0 in dr coverJ4 b 1 Column ,(Refers toFigure'l and 2). .. . : I • bi = 24 in # bms @ joint = 2 . . . h1 abe = 36 in : ' . dr coy =' 1.5 in . . 1 . h, , , Cal blw 36 in btw = 33 24 in 2 t Veil Shear legs .4—+ Hor. Shear legs Shear Reint. # 5 - @ 4 - in W/ 6 veIl, legs in A 0.31 - . - - • - . • • S - .• 0 • • • 0 4 hor. legs - dbar,y = 0.625 in - .' - - • • - - -- ,clr.ht.abv. La = 79 in - - h8= -8.5 in - Figure 2- Section B-B, Typical Frame Column dr ht blw Lb = ##### in max dr col height L11, = ##### in Loads - . - • - : - - - - - • • •,' - : • • ' - 'S ; Wgrov= 2.25 k/ft bm Vodd= 0 k bm Vu 1194 k cal V= 1929 k bmM81= 646.7 k-ft - . • col P= 169.7 k. - -• . •. • - • . - - - - - 0 • bm M..8= 589.8 k-ft ' - : ,' - - • ..- - : - - • - • - '- - 't . • 0 • • • - - - - b • - Top Slab h&ab •4 - • - - - - - - - - . 0 _ ",- •: Slabwhere :'• •: d d3T dIT h6m occurs Cover • ,dps 'r - :: - - . - - -. : - -• - - - . - - b,, - - - - • . - - - - Figure 4 Plan Section A A Down turn Frame Beam - -. Bot. Slab (V/N)?.. : N. : einf: A.3,=: 0. in2 .d3B .0. AwL 1/2 0 PT Reint ( 0 ) Tendons Aps = 0 in2 d 5 = 0 In dr covLJ Column (Refers to Figure 1 and 2) - Jb i :. fcabv 5000 pSi fy 60 ksi tcblw= 5000 psi f 1. 60 ksi $ nX = 0-9, fps= 175 ksi $ shr 151 = 0.85 cii, beam 0.75 $ Sb, column = 0.75.' Beams (Refers to Figures 1 3 and 4) b= 24 in BeamLength Lcir = 180 in hbfl = 66 in T I or. R section = A h513 = 0 in Cir dist to adjacent beam = 250 ft brop 2 ft bBoT 2 ft clrcov= .1;5"In Shear Reinf # 4 @ 4 ..in A5 = 0 2 In2 d5..= 05 In wl 2 legs Top Long Reint Smallest # 6 AMT = 3.16 In2 d1 = 635 in . Bot: Long. Reint: Srnallest# 6 :A5IB:=. 3.16 in L!J d1B=62 . in Skin Reint ( 3 ) # 3 A = 0 66 In2 d = 355 In Column Shear A528 = 066 in 2 d28 = 3933 in'.Reinf d 1 Top Slab (V/N)' N Reinf A- = 0 in2 d3T = 0 In CnItmn I nnn Hope Amundson 21300600 Calculations by M Nekuda MF 114 / 0300. -'• . . SHEET •. OF_________ - . . Jf4 1301 Third Avn.o San Diego. CA 92101 . . . --. T619.232:4673 ...: PROJECT Southwestern College : . . - F 619.235.4670 I.Jc 3E 1VVJFJI)SOP1inf4hope:anivnds m eorn PROJECT NO 214017 10 ENGINEER MN . DATE Jun-15 . Structural Engineers . . -. . . . ., . .. .. CONCRETE SMRF REINFORCEMENT CHECK 'I 'FRAME.. .E -I' GRID: E/5 I LEVEL: L2 . I JOINT LOCATION: INTERIOR -. Based on the 2012 IBC Section 1905 and ACI 3181 1 Chapters 10, 11 and 21, checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design Input Data General Properties .• , . , . . ' .. . . . • .' f'c ab4 =• .5000: psi . . : f = '60 ksi c btw'= 5000 psi • '. . f= 60 ksi flax = 0.9 . . . . -' fps= 175' ksi shrfnt = 0.85 . . . . aim beam $ Sb, column = 0.75 Beams (Refers to Figures 1,3, and 4) : : b, , . 24 An . ' . , . Beam Length, Lvi, = .180 in hb,,= 49 in ' . , . T,"L", or "R" section = L haiab ='. 5 in . ' Cir dist. to adjacent beam ,= 250 ft . - b1p= '2 ft.- = . . . . . ' bBqT . 3.25 ft. clrcov= , 1.5 in Shear Reinf. -# -4 @ ' 4 in A5 = 0.2. in' . . d5 = . 0.5 in w/.2 .legs .,.. Top Long Reinf Smallest # 6 AS1T = 369 in: El dIT = 4583 in bOt. Long. Reinf.: , Smaiiest U: -8 Is = 3.89 in L_-dle =.45.83 in A528 = 0.44 in2 d2B = 30 in Reinf A5 d .d1 _- Top Slab (Y/N)?- N., Reinf: A531= 0 in2 ' d3T = 0 in (niijmnirnn - . . . AL . .. . . ,Bot..Slab (YIN)?; ' ' V Réinf: A528 = 0 in2 d3B 46.5 in. Reinf.,A501 1/2 (D PT Reinf. ( 0 ) Tendons A 5 = 0 in d 5 = 46.5 in Skin Reihf.: ( 2 ) # 3 A = 0.44 in2 ' . d2T = 30' in , ' Column Shear -., . - ' ' . ................... c dov! r.J, Column '. 'Refers to Figure 1 and 2 b 1=. 24 in ' ' . #bms@ joint = 2 - . . :_..... . in . dr coy =- 1.5 in - h 1 -h b .= 36 in : . . . . . Owl b1W = ,33.24 in. + ' - . . , Shear. Reint # 5 © 4 in wl 6 vert legs A8 = 031 2 Veil Shear legs 4—* Hor. Shear legs 4 hor legs dbS,,, = 0.625 in dr ht abv L 5 = 87 in h5 = 85 in Figure 2 Section B B Typical Frame Column cirhtblw. Lb= 798 in max cir col height L11,= 87 in Loads Wgmn•= '1.66 - . . : : bm VSd =: 0' k bmV= 1178 k cot V. 1929 k bm M1 = 739.8 k4 col Pu = 165.3 k bm-M, 703.1' k-ft Hope Amundson 213006.00- Calculations by M Nekuda MF 115 Jf4 1301 Third Avouo : . Suite 300 SHEET OF__________ - See Diego, C4; 92101. PROJECT Southwestern College FkPE "1AMUN1)5JP1 OCO PROJECT NO. 214017.10 . ENGINEER MN DATE Jun-15 Structural Engineers . CONCRETE SMRF REINFORCEMENT CHECK . I FRAME: E I GRID: - E/5 I LEVEL: L2' I JOINT LOCATION: INTERIOR . I Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11 and 21 checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint; and calculates forces to be used for column flexural design. . . . Input Data . . General Properties . . . . abe = 5000 psi f = 60 ksi cbtw 5000 psi ' tyT 60 ksi 0 fie.= 0.9 , " , ' fps=, 175 ksi shrint =- 0.85 ' $shrbeam = '0.75 ' ' ' ' shrcolumfl = 0.75 Beams (Refers to Figures 1,3, and 4) b = ' 24 in ' Beam Length, L1, = 180 in hbm = .49 in 'T','L", or "R" section = L hstb = 5 in , . dr dist. to adjacent beam = 250' ft b'p = 2 ft. ' b81 = 3.25 ft. ,clrcov= '1.5 in Shear Reinf. : # 4 @ 4 'in ,A = 0.2 in2 = 0.5 in w/ 2, legs Top Long. Reinf.: , Smallest # 6 A.1T = 3.69 in U dIT = 45.83 in Bot. Long. Reinf.:. Smallest # 6 A91B = 3.69 in U dIB = 45.83 in Skin Reinf.: ( 2 )'# 3 A = 0.44 in d. = 30 in Column Shear = 0.44 in 2% d28 = 30 in Reihf., A. , , dc,1 Top Slab (YIN)? N Reinf: AS T = 0 in d31 = ' 0 in Column Lana I ' \. ' I Z Bot. Slab (YIN)? ' , V Reinf: A13B 0 in 2., ' = 46.5 in Reinf., A, D PT Reinf.: ( 0 )Tendons. A 5 = 0 in2 dps = 46.5 in dr ColUmn . (Refers to Figure 1 and 2) b 01= 24 in , ' #bms@ joint = he abe = 36 in . ' , : ' ' dr coy = 1.5 in •h cc heal 36- in . ' ' = 33.24' in 4 . Shear Reinf. # 5 @ 4 ''in' wl. 6 vert. legs A. = 0.31 in2 , Vert. Shear legs 4— Hor. Shear legs 4 h'or. legs ,dbar,v = 0.625 in clr.ht.abv. La = 87 in ' . ' h 8.5 in Figure e - Section B-B, Typical Frame Column clr.ht.blw. Lb = - 83 in . max. dr col height, L5, = 87 in Loads- - ' . .- - ' ' - .' • ' - . Wg,ay = 1.66 k/ft , , - biii Vedd = 0 k bm V = 117.8 k . ' ' col Vu = 192.9 k bm MUT = 739.8 k-ft • ' , • - col Pu = 165.3 k -bm MUB = .703.1 k-ft b Slab where occurs 1"": ' PS d33 dlBhbm IF '. ,•. . •Clr Cover . • •V 4 IF hsiab - b ' ' Bot. Slab Figure 3 - Plan Section A-A, Upturned Frame Beam, b TopSlab hsla ' b i....... Hope Amundson 213006 00 Calculations by M Nekuda M 1.1.6 130116 dA S Suilo 300 •. SHEET OF : - •San Diego. CA921Ol- 16192324673 PROJECT Southwestern College - - S F 67 619.235.45 S HOPE AAAUNI)5Ot1 foh p0- n 6 PROJECT NO 214017 10 - •- ENGINEER MN DATE Jun-15. -- 'StructuraLEngineers CONCRETE SMRF REINFORCEMENT CHECK I FRAME E I GRID E 7 T LEVEL, L3 I JOINT LOCATION INTERIOR I Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the joint and calculates forces to be used for column flexural design Input Data General Pronerties :' : •.f'c =' :5000 Ps : . . . '' . 60 ksi-. ,tcbiw=' 5000 psi , : fyr= 60 ksi flex'= 09 . . : =: 175 ksi . . •shrint = 0.85....... •. . ': •si,m = 0.75 oh, coiumn = .75 .0 Beams' (Refers to FigUres 1,3; and 4) . . . b, 24 in ..............BeamLength,1,= .180- in hbm = 49 in 'T ',"V, or R section = L hlb*= 5 Jn Cir dist to adjacent beam = 250 ft bTop = 2 ft. . . . : .• . • . b801 3.25 t. H clrcov= 15 in Shear Reinf. # 4 @ 4 in A, = 02 in2 d0 = 05 in w/ 2 legs Top Long Reinf Smallest # 6 AMT = 2.64 in: d11 = 46.04 in bot. Long. Heint:. Smallest # -6' • ASIB = 2.64 in- U 01B = 46.04 in .• . • • • : . S • S • • • • • :5•• S Skin Reinf ( 2 ) # 3 A~2T = 044 in? d. = 30 in Column Shear - AS2B = 044 in2 d2B = 30 in Reinf A, dcci OP Slab (YIN)? N Reinf AS3T = 0 in2 A 3 = 0 in Column Long _.L. , Bot. Slab (Y/N)? • , Reinf: AS3B= • 0 in • •d3B= -46.5' in Reinf.,A 1 • F' 1/2 Z PT Reinf ( 0 ),Tendons. A = 0 in2 dps = 465 in dr covLJ. . - Column ' 'Refersto Figure 1and) • . • • - : . • • s.: •.: •. .jbi' S.. Hope Amundson 213006 00 Calculations by M Nekuda MF 117 ' . . I±' 1301lhirdAvon,rn Sio,300 : . . . ' SHEET.. OF . . San D.egu.CA 92101 T619.232:46?3 . PROJECT 'Southwestern College' FIOPE M. AJv'(UN!)SOt1 ::::: PROJECT.NO. 214017.10' .. : : •.: : ,. ENGINEER ' MN - ,DATE Jun-15 : .. ' ' ' StructuraL'Engineers : , ' ' ' ' . ' ' . ' •' CONCRETE SMRF REINFORCEMENT CHECK I 24f E GRID E I LEVEL 14 (Roof) I JOINT LOCATION INTERIOR I ' Based on the'2012 IBC Section 1905 and'ACI 318-11 Chapters 10, 11, and 21, checks the given flexural and'shear reinforcement in the beam,. the shear reinforcement in the column and within the joint and calculates forces to be used for column flexural design Input Data 'General Properties F, b4= 5000' psi . . , . . . , f, = 60 : ksi tcbiw = 5000 .psi ' ' ; S ' . , f = 60 ksi 0.9 ' , . • . . •.. f= 175 , ksi •shrjnt = 0.85 . . ' : . : , : •shram = 0.75 $ shr column = 0.75 Beams .Réfers to. Figures 11 3, and 4 b.=. ' 24 in , . Beam Length, La,, =. 180 in hbm =49 in : . . . . 'T',"L", or "R" section; L ' . . . ' = . 5. in.' Cirdist. to adjacent beam = 250 ft b,p=. 2 ft. ' ' 5 ' 3.25 ft.' clrcov=' , 1.5 in ShéarReinf.: '#4 @ ' 4 in A= 0:2 in'. ; d= 0.5 in wt .2 legs.. - ' • Top Long Reinf Smallest # 6 A011 = 1A in' D AT = 4663 in oi.. Long. -I--(eIflT.:' Smallestff. •b ' .fb in. U. OIB.=-4b.bj in Skin Reinf ( 2 ) # 3 A = 044 in d- = 30 in Column Shear A02B = 0 44 in2 d28 = 30 in Reinf A d 1 Top Slab (YIN)?:. : N Bot Slab (YIN)" Y Reinf:'A T 0 in2 Reinf AB = 0 in2 . 'd31= 0, in d3B = 465 in Column Long. Reinf A TN '1 • W 1/2 PT Reinf ( 0 ) Tendons Aps = 0 in2 d 5 = 465 in dr cover b 1 Column ' (Refers to' Figure 1 and 2 - '. S •, , • , . I.' • .' I. . -. ' . • = 24 in # bms @ joint = 2 = 36 in dr coy = 1.5 in h 1 hml'bhv = 36 in dcobW = 3324 in' f Veil Shear legs 4—* Hor Shear legs ShearReinf.,'# '5..@ '4 in WI. 6vert.legs A= 0.31.in 4 hor legs dbar = 0.625 in dr ht abv 1a ##### in h1= 85 in Figure 2 Section B B Typical Frame Column clrhtblw. Lb= 73 in max cir col. height Ltir = #####in Loads • ' ' • ' : . ' . • ' . S • -. . . ' . ...- ' ' • Wgrn = 1.66. k/ft bm Vadd = 0 k bmV0= 3888 k col V. 5984 k bm Mu1 = 199'.2 k ft col Pu 56.08 k bm 1i = 161.9 k ft Hope Amundson 21300 00 Calculations by M Neku (kip) MF 118 3500 o 0 0 (Pmax) (Pmax) • Y 0 4.-X. 0 o o 0 0 24 06 in Code ACl3l8ll Units:.-English- Ron axis Biaxial El 08 i-dpi 12 -H 10 Run option::Investigation / 72000 / 3000 Sle,ess Not considered M (1 0) (k-ft) Column type Structural ASTMA615 Date: 07/08/16, Time:*164931 (Pmin) ------------ (Pmin) -1500 spColumn v4.8.1. 15 day trial license Locking Code 4 1 F514 User Mary Anne, Microsoft File i \04 projects\201 6\21 6003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\f \gle_12int_cl 84_cl 85 cti Project 21600300 Column L2_C1 84_C1 85 Engineer MN fc=5 ksi. fy =60ksi Ag=864inA2 16#lobars Ec =40311 ksi Es = 29000 ksi As = 20 32 ,nA2 rho --2.85%, fc 25 ksi Xo = 0.00 in Ix .= 93312 inA4 e.,W.003 in/in Yo =,6.00 in ly = 41472 inA4 Betal = 0.8 Min clear spacing = 478 in Clear cover = 2.12 in Confinement Tied phi(a) = 6.8,- phi(b) = 0 9, phi(c) = 0.65 LZI Oay triai OCK ':q-iiq. user: rxe M r SL IU/b We We L:\04 project PS c m (d-b)\l' ..\gle12int_cl84_cl85.cti D4:49PM enera1 Information: File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central fold. ..\gle_12int_l84_cl85.c,ti Project: 216003.00 Co : L2_C184_C185 Engineer: MN -C ACI 318711 , Units: English Run Option: Investigation Slenderness: Not considered Run Axis': Biaxial Column Type: StrUctural 4aterial Properties: fc = 5 ksi fy = 60 ksi ' Ec = 4030.51 •ksi . Es = 29000 ksi 'Ultimate strain = 0.003 in/in Betal =0.8 . . Section: . Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 , ' ly = 41472 in4 rx = 10.3923 in . ry = 6.9282 in ' - Xo= Din . '. ' Yo= Din .einforcement: Bar Set: ASTM,,A615 Size Diam (in) Ara'(in2) Size Diam (in), Area (in2) Size Diam' (in) Area (in2) # 3 D'.38 ' 0.11 # 4 0.50 ' . 0.20 # 5 0.63 ' 0.31 . '# '6 . 0.75 0.44 # 7 0.88 ' 0.60 4 8 1.00 0.79 # 9 1.13 1.00 # 10 ' 1.27 '' 1.27 #11 1.41 1.56 # 14 1.69" 2.25 ,. 4 18 , 2.26 4.00 . Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. . phi(a) = 0.8,- phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular To steel area: As = 20.32 i'n'2 at rho = 2.35% Mn clear spacing =.4.78 in Area in2 X (in) Y (in) Area in2 X (in) ' Y (in) Area in2 X (in) Y (in) . 1.27 -9.2 15.2 1.27 -3.1 15.2 - 1.27 3.1 ' 15.2 1.27 9.2 15.2 1.27 -9.2 -15.2 1.27 -3.1 -15.2 1.27 3.1 -15.2 1.27 9.2 -15.2 1.27 . -9.2 . 9.1. 1.27 -9.2' 3.0 1.27 -9.2 -3.0 1.2.7 -9.2 -9.1 1.27 9.2 9.1 1.27 9.2, 3.0 1.27 9.2 '-3.,D ' 1.27 9.2 -9.1 ?actored Loads and Moments with Corresponding Capacities: - Pu Mux Muy - PhiMnx PhiMny PhiMn/Mu NA depth 'Dt depth - eps_t Phi No. ' kip k-ft ' k-ft , k-ft k-ft in in 1 , 351.15 1.78 . 200.22 9.8-1 - 1103.41 5.511 6.31 21.37 0.00720 0.900 2 - 347.01 0.68 - 200.22 3.74 1102.23. 5.505 6.22 21.29 0.00727 0.900 3 342'.86 . -0.42 200.22 -2.31 1100.11 5.495 6.19 - 21.28 0.00731 0.900 4 412.14 1.56 - 333.88 5.31 1137.03 3.405 6.58 '21.31 0.00674 0.900 5 408.59 ' 0.61 .333.88 2.08 1135.96 3.402 6.52 21.27 0.00678 0.900 6 - 405.03 -0.33 333.88 ' -1.12 1134.16 3.397 6.50 21.26 0.00681 0.900 7 407.71 47.50 , 303.48 ' 170.99 1092.45 3.600 8.29 '23.69 0.00583 0.900 8 .403.68 78.67 - 303.48 276.09 ' 1065.04 3.509 - 9.36 - 25.19 0.00526 0.900 9. ' 399.65 196.37' 303.48 582.59 - - 900.37 2.967 ' ' 12.96 30.06 0.00.401 0.815 10 ' 413.47 -44.01 303.48 '-159.11 1097.19 3.615 8.21 23.53 0.00585 0.900 11 409.44 - -77.31 303.48 -271.80 1066.93 3.516 9.37 25.15 0.00524 0.900 12 405.42 -197.15 303.48' -584.01 - 898.99 2.962 13.03 30.10 0.00398 0.813 13 407.36 - 51.82 303.48 185.87 1088.56 3.587 - 8.45 23.90 0.00575 - 0.900 14 - 403.33 . 85.15 303.48 297.33 - 1059.70 3.492 9.58 25.49 '0.00514 0.900 15 - 399.30- 213.65 303.48, 617.13 - 876.60 2.889 13.39 30.64., 0.00389 0.806 16 413.82 -48.32 - -303.48 - -174.08 1093.36 3.603 8.37 - 23.75 0.00576 0.900 - - 17 409.79 -83.79 303.48 -293.08 1061.50 3.498 9:60 25.45 0.00511 0.900 18 - 405.77- -214.43 303.48 -618.48 875.33 2.884 13.47 30.68 .0.00386 0.803 19 394.85 - 261.60 303.48 704.06 816.78 2.691 - 14.31 32.11 0.00374 0.792 2 390.83 367.85 303.48 , 860.03 709.54 2.338 15.76 34.78 0.00362 0.782- '386.80- 993.58' 303.48 1319.92 403.16 1.328 16.57 39.29 0.00412 0.825 426.32 -258.10. 303.48 -697.69 820.36 2.703 14.51 - 32.03 0.00363 0.783. 23 422.30. -366.50 - 303.48 -856.42 - 709.16 2.337 - 16.01 - 34.71 0.00351 0.772 -jj'jq• user: L nse aay triai ice. jOCK I.: \04 project 9R 1and PS (d-b) \1q pne,j . . \g1e_12irt_c184_c185.cti 24 418.27 -994.36. 303.48 -1319.52 402.72 1.327 16.89 39.29 0.00399 0.813 25 394.64 ' 264.48' 303.48 708.91 813.44 2.680 14.35 32.19 0.00373 0.792 26 390.62 371.90 303.48 865.17 706.00 2.326 15.81 34.86 0.00362 0.782 27 386.59 1004.55 303.48 1324.54 400.15 1.319 16.54 39.30 0.00413 0.826 2 426.53 '-260.98 303.48 -702.54 816.95 2.692 14.56 32.11 0.00362 0.782 422.51 -370.54 303.48 -861.51 705.59 2.325 16.06 34.79 0.00350 0.772 418.48 -1005.34 303.48 -1324.09 399.70 1.317 16.87 39.30 0.00400 0.814 31 182.73 46.70 29.56 979.28 .619.86 20.970 14.91 36.78 0.00440 0.849 32 180.53 78.35 29.56 . 1219.88 460.24 15570 15.13 39.19 0.00477 0.881 33 178.34 196.54 29.56 1434.24 215.71 7.297 12.45 37.89 0.00617 0.900 34 188.49 ' -44.81 29.56 -960.03 633.31 21.424 14.84 36.46 0.00437 0.847 35 186.30 -77.63 29.56 -1216.53 463.23 15.671 15.20 39.18 0.00474 0.878 '36 184.11 , -196.99 ' 29.56 -1437.76 215.75 7.299 12.50 37.89 0.00613 0.900 37 182.38 51.01 ' 29.56 1020.90 591.60 20.014' 15.16 37.46 0.00441 0.850 38 180.18 84.83 29.56 1252.49 436.44 14.765 14.96 39.25 0.00488 0.889 39 177.99 213.82 29.56 ' 1442.39 199.41 6.746 12.16 37.60 0.00632 0.900 40 188.84 -49.13 29.56 -1003.58 603.82 20.427 15.11 37.18 0.00438 0.847 41 186.65 -84.11 29.56 -1250.25 439.39 ' 14.864 15.04 39.24 0.00484 0.886 42 184.46 -214.27 29.56 , -1446.40 199.54 6.750 12.22 37.61 .0.00628 0.900 43 169.87 260.79 29.56 1454.05 164.81 5.576 11.49 36.98 0.00670 0.900 44 ' 167.68 367.53 29.56 1473.26 118.49 4.009 10.63 36.06 0.00722 0.900 45 165.49 993.75 29.56 1495.31 44.48 1.505 9.22 34.30 0.00828 0.900 46 201.34 -258.91 29.56 ' -1475.27 168.43 5.698 11.81 37.07 0.00645 0.900 47 199.15 -366.81 29.56 -1496.81 120.62 4.081 , 10.95 36.16 ' 0.00694 0.900 48 ' 196.96 -994.19 29.56 -1522.40 45.27 1.531 9.51 34.33 0.00793 0.900 49 . 169.66 263.67 29.56 1454.77 163.09 5.517 11.46 36.95 0.00671 0.900 50 167.47 371.58 29.56 1473.49 117.22 3.965 10.61 36.03 0.00724 0.900 51 165.28 1004.72 29.56 1495.27 43.99 1.488 9.21 34.29 0.00829 0.900 52 201.55 -261.79 29.56 -1476.33 166.70 5.639 , 11.78 37.04 0.00647 0.900' 53 199.36 . -370.86 ' 29.56 -1497.44 119.36 4.038 10.93 36.13 0.00695 0.900 54 197.17 -1005.17 29.56 -1522.76 44.78 1.515 9.50 34.32 0.00794 0.900 55 351.88 -0.12 200.22 -0.66 1105.38 5.521 6.22 21.25 0.00725 0.900 56 347.52 -0.49 200.22 -2.70 1102.61 5.507 6.22 21.28 0.00727 0.900 57 343.16 -0.86 20022 -4.72 1099.87 5.493 6.22 21.31' 0.00730 0.900 58 413.01 0.53 333.88 1.81 1138.41 3.410 6.55 21.26 0.00675 0.900 59 409.27 -0.70 333.88 -2.38 1136.12 3.403 6.54 21.28 0.00677 0.900 60 405.54 -1.94 333.88 -6.58 1133.06 3.394 6.56 .21.34 0.00678 0.900 61 408.29 48.25 303.48 173.61 1091.96 3.598 8.32 23.73 0.00581 0.900 62 404.05 71.05 303.48 250.83 1071.40 '.3.530 ' 9.10 24.83 0.00540 0.900 63 399.82 183.77 . 303.48 556.21 918.53 3.027 ' 12.63 29.62 0.00410 0.823 6 414.61 -47.69 303.48 -171.94 1094.16 3.605 8.36 23.72 0.00577 0.900 410.38 -72.36 303.48 -255.44 . 1071.31 3.530 9.21 24.91 0.00532 0.900 406.14 -186.95 303.48 -562.77 913.56 3.010 12.77 29.75 0.00404 0.818 67 408.16 52.84 303.48 189.42 1087.89 3.585 8.49 23.9'5 0.00572 0.900 68 403.92 77.18 ' 303.48 271.18 1066.30 3.514 9.31 25.12 0.00528 0.900 69 399.68 200.61 303.48 591.24 894.42 2.947 13.07 30.20 0.00398 0.813 70 414.74 -52.27 303.48 -187.74 1090.02 ' 3.592 8.52 23.95 0.00568 0.900 71 410.51 -78.49 303.48 ' -275.73 1066.09 3.513 9.4,2 25.21 0.00521 0.900 72 406.27 ' -203.79 . 303.48 ' -597.47 889.74 2.932 13.21 30.33 0.00393 0.809 73 397.96 273.28 303.48 723.48 803.43 2.647 14.52 32.44 0.00371 0.790 74 393.72 332.25 303.48 812.54 742.18 . 2.446 15.33 33.96 0.00365 0.785 75 389.49 ' 937.00 303.48 1294.79 '419.36 1.382 16.73 39.25 0.00404 0.819 76 424.94 -272.71 303.48 -721.92 803.38 2.647 14.74 32.44 0.00361 0.781 77 420.71 -333.56 303.48 -812.94 739.63 2.437 15.58 33.97 0.00355 0.776 78 416.47 -940.18 303.48 -1295.89 418.30 1.378 16.99 39.25 0.00394 0.809 79 397.83 276.32 303.48 728.43 800.02 2.636 ' 14.56 32.53 0.00371 0.790 80 393.59 ' 336.05 303.48 817.81 738.55 2.434 15.38 34.05 0.00365 0.785 81 389.35 ' 947.65 303.48 1299.63 416.20 1.371 16.70 39.26 0.00406 0.820 82 425.07 -275.76 303.48 -726.86 799.92 2.636 14.78 32.52 0.00361 0.781 83 420.84 -337.36' 303.48 -818.15 , 735.98 2.425 15.63 34.06 0.00354 0.776 84 416.60 -950.84 303.48 -1300.69 415.14 1.368 16.96 39.26 0.00395 0.810 85 , ' 182.83 47.91 29.56 991.38 611.67 20.693 14.98 36.98 0.0,0440 0.849 86 180.53 71.44 29.56 1180.75 488.56 16.528 15.32 39.10 0.00466 0.871 87 ' 178.22 184.90 29.56 14.27.68 228.24 7.721 12.67 38.11 0.00605 . 0.900 88 189.16 . -48.04 29.56 . -993.02 611.02 20.671 15.04 37.00' 0.00438 0.847 89 186.85 -71.96 29.56 -1184.00 , 486.37, 16.454 15.37 39.12 0.00464 0.869 90 184.55 -185.82 29.56 -1431.87 227.78 7.706 12.71 38.11 0.00602 0.900 91 182.70 52.49 29.56 1034.46 582.56 19.708 15.23 37.67 0.00442 0.851 92 180.39 77.57 29.56 1215.68 463.27 15.672 15.15 39.18 0.00476 0.880 93 178.09 201.74 . 29.56 1436.73 210.52 . 7.122 12.36 37.80 0.00622 0.900 94 189.29 -52.62 29.56 -1036.05 582.02 19.689 15.28 37.68 0.00440 0.848 95 , 186.98 -78.09 29.56 -1219.15 461.50 15.612 15.19 39.18 0.00474 0.878 .96 184.68 -202.66 29.56 -1441.06 210.19 7.111 12.41 37.80 0.00618 0.900 97 172.50 272.93 29.56 1459.52 158.08 5.348 11.39 36.86 0.00674 0.900 98 170.20 332.64' 29.56 1471.29 130.75 4.423 10.89 36.36 0.00703 0.900 99 167.89 938.13 29.56 1496.65 47.16 1.595 9.29 34.36 0.00821 0.900 -273.06 29.56 -1478.25 160.03 5.414 11.65 36.92 0.00654 0.900 lie 199.49 197.18 ' -333.16 29.56 -1490.92 132.28 4.475 11.15 36.44 0.00680 0.900 194.88 -939.05 29.56 -1519.64 47.84 1.618 9.54 34.40 0.00792 0.900 103 172.37 275.98 29.56 1460.28 156.41 5.291 11.36 36.83 0.00676 0.900 L ciay trial ce e ocK '-jjq user r !xe M r sr u b i':\04 'projct2 qq: ps (-b)\1 . .\gle_l2int_c184_c185.cti' : 1.04. 170A.6 336.45- 29.-56. 1471.66* 129.30 4 374 10.86 36.32-1 0 00705 0 900 105 1&7.76. 948.79. 29,56 1496.71 46..6 3 1 577 9.28 ".34.35 .0,00822. 0 900 106 199.62 -276.11 ' 29.56 .-1479:21 158.36 .5.357 11.62 36.90 0.00655 0.900 107 197 31 -336.97 29 56 -1491 m65 130.85 . 4.4127 11.13 36.4.1. 0 00682 0.900 10 '195.01 . '-'949.70 29.56 ' -1519.95 ' 47.31' 1.600 953 34.38 0.00792' -0.900' 426:53 2720.24 ' ' : 303.48: 1609.29. : 179.54 0.592 .14.01 37.45 0.00505 0.9004 : • I '1i 16528 2720.24 , '11T 29:56 1504.23 . '16.35 . 0.553 8.69 16.67 33.63' 0.00867" 0.900 ,4 0.822 . 426.53' 1155.62 112 165.28 1155.62 . . '303.48 29.56 '. .1380.64, .1497.12' 362.58 38.30 1.195 ' 1.296 ' 9.10 39.39 .34.15 0.00409, 0.00837 0.900 • 4 Section capacity exceeded Revise design' End of output *** Allow to hinge right above upturned beam at SOG - Modeled in ETABS as pinned, therefore OK L-) oay trla.L. ce e. OCK ':q-iL1q. user:. r Ie N r sr - U b :,\04 project 9Rf3 . 4land ps (d-b) \1 'P \'le_l2int_c184_c185_mpr .,cti eneral Information: File Name: i:\04 'projects\2016\216003.00 -legoland PS (d-b)\l central ...\gle_12int_c184_c185_mpr.cti Project: 216003.00 - Co : L2_C184_C185 Engineer: MN C : ACI 318-11 Units: English Run Option: Inve'stigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4aterial Properties: f'c 5-ksi fy = 75 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betel = 0.8 / Section: Rectangular: Width- 24 in Depth = 36: in Gross section area, Ag = 864 in2 - S Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo= 0 i .einforcement: Bar Set: ASTM A615 - Size Diarn (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) # 3 0.38 0.11 # 4 . 0.50 0.20 # 5 0.63 0.31 # 6 - 0.75 0.44 # 7 0.88 0.60 #. 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 ' # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Other; #5 ties with #10 bars, #5 with larger bars. phi(a) = 1, phi(b) = 1, phi(c) = 1 Pattern: Irregular To steel area: As 20.32 in'2 at rho = 2.35% M*n clear 'spacing = 4.78 in Area in2 :X (in) Y (in) Area in2 X (in) 'Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 1.27 -3.1 - 15.2 1.27 3.1 15.2 , 1.27 9.2 15.2 1.27 -9.2. -15.2 1.27 -3.1 -15.2 1.27 3.1 -15.2 1.27 9.2 -15.2 . 1.27 -9.2 ' 9.1 1.27 79.2 3.0 1.27 -9.2 -3.0 1.27 -9.2 -9.1 , 1.27 9.2 9.1 1.27 9.2 3.0 1.27 9.2 -3.0 1.27 - 9.2 -9.1 'actored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft ' k-ft k-ft k-ft- . in in 1 351.15 1.78 200.22 12.31 1384.71 6.916 6.84 21.38 0.00640 1.000 2 347.01 0.68 • . 200.22 . 4.70 1384.00 6.912 . 6.76 21.29 0.00646 1.000 3 342.86 '70.42 200.22 -2.90 1382.01 6.902 6.73 21.28 0.00649 1.000 4 412.14 1.56 333:88 6.62 1417.85 • 4.247. 7.10 21.31 0.00602 1.000 -- 5 408.59 .0.61 333.88 2.59 1416.81 4.243 7.04 21.27 0.00606 1.000 6 405.03 -0.33. - 333.88 - -1.40 1415.06 4.238 7.02 21.26 0.00609 1.000 7 407.71 47.50' 303.48 215.02' - 1373.76 4.527 8.78 23.73 0.00529 1.000 8. 403.6V 78.67 303.48 348.65 1344.97 • 4.432 9.86 .25.28 0.00482 • 1.000 9 399.65 196.37 303.48 766.38 1184.40 3.903 12.90 29.92 • 0.00398 1.000 10 413.47 - -44.01 303.48 -200.06 1379.52 4.546 8.69 23.56 0.00531 1.000 • 11 • 409.44 -77.31 303.48 -343.57 1348.69 4.444 9.85 25.23 0.00481 1.000 12 • 405.42 -197.15 303.48 -769.50 1184.52 3.903 12.95 29.95 0.00397 1.000 13 407.36 51.82 303.48 - - 233.90 1369.79 4.514 8.94 23.95 0.00523 1.000 14. • 403.33 85.15 303.48 375.80 1339.36 4.413 10.08 25.59 0.00472 1.000 15 399.30 213.65 303.48 817.44. 1161.14 3.826 13.26 • 30.47 0.00392 1.000 16 - 413.82 • -48.32 303.48 - -219.07 1375.88 4.534' 8.85 23.78 - 0.00524 1.000 17 '409.79 -83.79 303.48 -370.90 1343.38 • 4.427 10.08 25.54 0.00471 1.000 • 18 405.77 -214.43 303.48 -820.55 • 1161.31 3.827 13.31 30.51 0.00390 1.000 19 394.85 • 261.60 303.48 943.17 1094.16 3.605 14.10 131.94 0.00380 1.000 - 2 390.83 367.85 303.48 1158.40 955.69 3.149 15.49 34.70 0.00372 - 1.000 •. • 386.80 993.58 303.48 1714.24 523.60 1.725 16.59 39.30 0.00411 1.00.0 • - - • 426.32 -258.10 - .303.48 -939.67 - 1104.88 3.641 -14.20- 31.86 0.00373 1.000 23 422.30 - -366.50 303.48 - -1162.45 962.57 3.172 • 15.63 34.66 0.00365 1.000 L'uay trial ice e. OCK ':-itiq. user: r ine N r s r . U' b L:\04 project P R.41and PS (d-b)\1 24 ' ' 418.27 -994.36 303.48 -1724.50 526.32 1.734 ' 16.77 39.29 0.00403 1.000, 25 394.64 264.48 303.48 949.81 1089.87 3.591 14.14 32.02 0.00380 1.000 26 39062 371.90 303.48 1165.51 951.09 3.134 15.54 34.79 0.00372 1.000 27 386.59 1004.55 303.48 1718.94 519.30 . 1.711 16.58 39.30 0.00412 1.000 -260.98 303.48 -946.49 1100.62 3.627 14.24 31.94 0.00373 1.000 if 426.53 422.51 -370.54 303.48 -1169.72 958.03 3.157 15.68 34.75 0.00365 1.000 418.48 -1005.34 303.48 -1729.39 522.05 1.720 16.76 '39.30 0.00404 1.000 31 . 182.73 46.70 29.56 . 1260.30 797.74 26.987 15.21 36.76 0.00425 1.000 32 180.53 78.35 29.56 1538.96 . 580.62 19.642 15.62 39.18 0.00453 1.000 33 178.34 196.54 29.56 1804.97 271.47 9.184 13.45 38.15 0.00552 1.000 34 188.49 -44.81 . 29.56 -1236.74, 815.85 27.600 15.12 36.45 0.00423 1.000 35 186.30 -77.63 29.56 -1537.14 585.31 19.801 15.67 39.17 0.00450 1.000 36 ' 184.11 -196.99 29.56 -1808.37 271.36 9.180 13.49 38.16 0.00550 1.000 37 182.38 51.01 29.56 1313.41 761.11 25.748 15.46 37.42 0.00426 1.000 38 180.18 84.83 29.56 1572.40 547.92 18.536 15.49 39.24 0.00460 1.000 39 177.99 213.82 29.56 1816.08 251.07 8.493 13.19 37.87 0.00564 1.000 40 188.84 -49.13 29.56 -1292.54 777.68 26.309 15.39 37.14 0.00424 1.000 41 186.65 -84.11 , 29.56 -1571.45 552.28 18.683 15.54 ' 39.23. 0.00458 1.000 42 ' 184.46 -214.27 . 29.56 -1819.89 251.07 8.493 13.24 37.88 0.00561 1.000 43 169.87 260.79 29.56 1834.29 , 207.91 7.034 12.60 37.2,8 0.00591 1.000 44 167.68 367.53 29.56 1865.10 150.01 5.075 11.86 ' 36.48 0.00623 1.000 45 165.49 993.75 29.56 1901.91 56.57 1.914 10.28 34.47 0.00714 1.000 46 201.34 -258.91 29.56 -1853.81 211.65 7.160 12.84 37.32 0.00575 1.000 47 199.15 -366.81 29.56 -1885.20 151.92 5.139 12.07 36.50 0.00607 1.000 48 196.96 -994.19 29.56 -1923.50 57.19 1.935 10.49 34.48 0.00694 . 1.000 49 169.66 263.67 29.56 1835.34 205.76 6.961 12.57 37.25 0.00592 1.000 50 167.47 ' 371.58 29.56 1865.83 148. IA uvlpr .021 11.84 36.46 0.00624 ' 1.000 51 165.28 1004.72 29.56 1902.00 . .893 10.27 34.46 0.00715 1.000 52 2.01:55 -261.79 29.56 -1855.16 209. 7.086 12.82 37.29 0.00576 1.000 53 , 199.36 -370.86 29.56 - 150.34 5.086 12.05 36.47 0.00608 1.000 54 197.17 -1005.17 29.56 -1923.90 56.58 1.914 10.48 34.47 0.00695 1.000 55 , ' 351.88 ' --0.12 200.22 . 1387.21 6.928 6.76 21.25 0.00644 1.000 56 347.52 -0.49 200.22 -3.39 1384.40 6.914 6.76 21.28 0.00646 1.000 57 . 343.16 -0.86 200.22 -5.93 1381.58 6.900 6.76 21.31 0.00648 1.000 58 . 413.01 0.53 333.88 2.25 . 1419.18 4.251 7.06 21.26 0.00603 1.000 59 409.27 -0.70 333.88 ' -2.97 1416.95 4.244 7.06 21.28 0.00605 '1.000 60 405.54 -1.94 ' 333.88 -8.22 1413.96 4.235 7.08 21.34 0.00606 1.000 61 408.29 48.25 303.48 218.35 1373.38 4.525 . 8.81 23.77 0.00528 1.000 62 404.05 71.05 303.48 316.43 1351.60 4.454 9.60 24.90 0.00494 1.000 63 399.82 183.77 303.48 727.83 1201.95 3.961 '12.63 29.50 0.00404 1.000 6 ' 414.61 -47.69 303.48 -216.36. 1376.82 4.537 8.83 23.75 0.00525 1.000 410.38 -72.36 303.48 -322.68 1353.35 ' 4.459 9.68 24.98 0.00489 1.000 406.14 ' -186.95 303.48 -738.55 1198.91 3.951 12.74 29.62 0.00401 1.000 67 408.16 ' 52.84 303.48 238.41 1369.29 4.512 8.98 24.00 0.00520 1.000 68 403.92 77.18 303.48 342.40 1346.34 4.436 9.81 2,5.20 0.00484 1.000 69 399.68 200.61 303.48 779.12 1178.64 3.884 12.99 30.06 0.00397 1.000 70 414.74 -52.27 303.48 -236.45 1372.84 4.524 9.00 23.98 0.00518 1.000 71 410.51 -78.49 303.48 -348.69 1348.19 4.442 9.90 25.28 0.00479 1.000 72 ' 406.27 -203.79 303.48 -789.47 1175.67 3.874 13.09 30.17 0.00394 1.000 73 ' 397.96 273.28 303.48 970.45 1077.69 3.551 14.29 32.28 0.00378 1.000 74 393.72 332.25 303.48 1092.98 998.34 3.290 15.07 33.85 0.00374 1.000 75 389.49 ' 937.00 303.48 1689.25 547.12 1.803 16.69 39.26 0.00406 1.000 76 424.94 -272.71 303.48 -973.34 1083.16 3.569 14.41 32.28 0.00372 1.000 77 420.71 -333.56 303.48 -1100.54 1001.30 3.299 15.22 33.89 0.00368 1.000 78 416.47 -940.18 303.48 -1698.93 548.39 1.807 16.84 . 39.26 0.00400 1.000 79 397.83 276.32 303.48 977.26 1073.32 3.537 14.33 32.37 0.00378 1.000 80 393.59 336.05 303.48 1100.28 993.64 3.274 15.12 33.95 0.00374 1.000 81 389.35 947.65 303.48 1694.26 542.58 1.788 16.67 39.26 ' 0.00407 1.000. 82 425.07 -275.76 ' 303.48 -980.27 1078.81 3.555 14.46 32.37 0.00372 1.000 83 ' 420.84 -337.36 , 303.48 -1107.93 996.66 3.284 15.27 33.98 0.00368 1.000 84, 416.60 -950.84 303.48 -1704.05 543.88 1.792 16.82 39.26 0.00400 1.000 .85 182.83 47.91 29.56 1275.79 787.15 26.629 15.28 36.95 0.00425 1.000 86 180.53 ' 71.44 29.56 1497.25 619.52 20.958 15.75 39.05 0.00444 1.000 '87 178.22 184.90 29.56 1796.16 287.15 9.714 13.65 38.37 ' 0.00544 1.000 88 189.16 -48.04 ' 29.56 -1279.10 787.06 26.626 15.33 36.97 0.00424 1.000 89 186.85 -71.96 29.56 -1503.34 617.55 20.891 , 15.79 39.08 0.00443 1.000 90 184.55 -185.82 29.56 -1800.35 286.40 9.689 13.68 38.36 0.00542 1.000 91 182.70 52.49, 29.56 1330.69 749.39 25.351 15.55 37.64 0.00426 1.000 92 .180.39 ' 77.57 29.56 1534.57 584.79 19.783 15.64 . 39.17 0.00452 1.000 93 178.09 , 201.74 ' ' 29.56 1808.41 264.98 8.964 13.37 38.07 0.00556 1.000 94 189.29 -52.62' ' 29.56 -1333.92 749.35 25.350 15.59 37.65 0.00425 1.000 95 186.98 -78.09 29.56 -1540.02 582.96 19.721 15.67 39.17 0.00450 1.000 96 184.68 -202.66 29.56 -1812.65 264.39 8.944 13.41 38.06 0.00554 1.000 97 172.50 272.93 29.56 1840.93 199.38 6.745 12.51 37.16 0.00594 1.000 98 '170.20 332.64 29.56 1858.41 165.15 5.587 :12.07 36.69 0.00614 1.000 99.1 167.89 938.13 29.56 1902.29 59.94 2.028 10.35 34.55 0.00709 1.000 199.49 -273.06 29.56 -1858.27 201.17 6.805 12.70 37.18 0.00581 1.000 10 1.97.18 -333.16 ' 29.56 -1875.81 166.43 . 5.630 12.24 36.70 0.00601' 1.000 194.88 -939.05. 29.56 -1920.65. 60.46 2.045 '10.53 34.55 0.00692 1.000 103 172.37 275.98 29.56 1842.00 197.30 ' 6.674 12.48 37.13 0.00595 1.000 L oay triai e OCK We q-jjq user r re M r st u b i. \04 projectP 9.!R1!3 41and ps (d-b)\1 cPX\ U1e_12int_c184_c185_mpr cti 104 '.170.06 :336.45 29.56. : 1859.31 . 163.36 5.526 12.04 :36.67 0.00615 1.000 105 167.76 . .948.79 29.56 : 1902.47'. 59.27 2;005, i 10.34 34.53 0.00710 1.000' : 106 199 62 -276 11 29 56 -1859 52 .199.08- 6 735 12 67 37 15 .6.00582- 1 000 107 .1'9.7.'31 -336 97 29 56 -1876.89 164.65 5.-570 12.22 36 67 .0 .00602 1.000. .10 ' 195..0I -949.70 29.56 ' -1921.02 ." 59.79 2.023 : 10.52 ' 34.54 0.00693 1.000 • 1 _____ ' 426.53 2720.24' . 303.48 1986.64 . 221:64 0.730. ''14.36 :37.40 '0.'00483 . i:000,# 11 165.28 2720.24 29.56 1916.16 20.82 . 0.704 9.67 . 33.69: 000750 1'.000.# ' 426.53' '1155.62 112 : 165.'28 1155. 62 . 303.48 29.56' . 1791.99 19,04.92 ' 470.60 48.73. , 1.551 1.648: 16.62 10.14 3939 34.30 0.00411 0.007221.000 1.000. '- .. # Section capacity exceeded Revise design' *** End of output *** Allow to hinge right above upturned beam at SOG - Modeled in ETABS as pinned, therefore OK I. Hope Amundson 21300 o 0 0 • Y 4-x o 0.. o 0 O o 0 .0. 24 x 36 In Code AC131811 Units: English • Run axis Biaxial Run-option:.Investigation Sle,ess: No -co nsidered Column type Structural Bars: ASTMA6i5 Date 07/08/16 z Time 165244 _-------------- (Pmin) (Pmin) -1500 spColumn v4.81. 15 day trial license Locking Code 4-1 F514 User Mary Anne Microsoft File i \04 projects\2016\21 6003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\fra \gle_13int_c88_c62 cti Project 21600300 Column L3_C88_C62 Engineer MN f'c=5ksi fy. =60 ksi Ag=864inA2 16#1obars Ec =.40.31 ksi Es = 29000 ksi As = 2032 InA2 rho = 2.35% fc 25 ksi Xo = 0.00 in lx = 93312 inA4 e_ 003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0 8 Min clear spacing = 4.78 in Clear cover = 2.12 in Confinement Tied phi(a) = 0 8 phi(b) = 0 9, phi(c) = 0.65 Lo aay trial ce e. OCK ':-J.t user: r ine N r st L:\04 projectP .4land PS (d-b)\l . .\gle_13int_c88_c62.cti D4:52PM eneral Information: File Name: i:\04 projects\2016\216003.00 legoland ps, (d-b)\l central folder.. .\gle_13int_c88_c62.cti Project: 216003.00 Co : L3_C88_C62 Engineer: MN C ACI 318-11 Units:.English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural aterial Properties: f'c = 5 ksi , , fy = 60 ksi ' Ec = 4030.51 ksi Es =-29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 in4 rx. = 10.3923 in . ry = 6.9282 in, Xo=0in . ' Yo= 0 i leinforcement: Bar Set: ASTM A615 . . . . Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) #3 038 011 #4 050 020 #5 063 031 # 6 0.75 0.44 # 7 . 0.88 0.60 # 8 1.00 0.79 # 9 1.13 . 1.00 # 10 1.27 ' 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi (c) = 0.65 Pattern: Irregular To steel area: As = 20.32 in2 at rho = 2.35% clear spacing = 4.78 in Area in2 X (in) Y (in) 'Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 ' 15.2 1.27 -3.1 15.2 1.27 ' 3.1' 15.2 1.27 9.2 15..2 1.27 -9.2 -15.2 1.27 -3.1 -15.2 1.27 3.1 -15.2 1.27 9.2 -15.2 1.27 -9.2' 9.1 . 1.27 -9.2 3.0 1.27 -9.2 -3.0 1.27 -9.2 -9.1 1.27 ' 9.2 9.1 1.27 9.2 3.0 ' .1.27 9.2 '-3.0 1.27 9.2 -9.1 ?actored Loads and Moments with Corresponding Capacities: Pu Mux - Muy PhiMnx' PhiMny PhiMn/Mu NA depth Dt depth', eps_t Phi - No. . kip k-ft k-ft k-ft k-ft in in - 1 234.82 0.70 215.76 3.37 1039.83 4.819 5.68 21.28 0.00825 0.900 '2 230.25 ' '-5.46 215.76 -26.16 1033.71 4.791 - 5.89 , 21.61 0.00813 0.900 3 225.68 -11.62 .215.76 - -55.30 - 1026.73 4.759 6.15 22.01 0.00795 0.900 4 275.73 0.51 366.42 1.48 1063.12 - 2.901 5.85 21.26 0.00790 0.900 5 271.81 -6.56 366.42 -18.94 1058.11 , 2.888 6.01 21.51 0.00781 0.900 6 267.90 - -13.62 366.42 - , -39.13 , - 1052.79 - 2.873 6.19 21.79 0.00771 0.900 7 272.55 70.90 332.17 219.29 1027.39 3.093 .7.98 24.29 0.00645 0.900 8 268.11 45.43 332.17 141.83 1037.02 3.122 7.20 23.21 0.00701 0.900 9 263.68 151.44 ' '332.17 441.02 967.35, 2.912 10.21 27.52 0.00513 0.900 10 276.74 -69.66 332.17 -216.02 1030.07 3.101 7.97 24.25 0.00644 0.900 11 272.30 -58.38 - 332.17 -181.56 1033.04' 3.110 7.61 23.77 0.00670 0.900 12 267.86 -178.60 332.17 -501.89 933.44' - 2.810 10.96 - 28.54 0.00489 0.890 13 - 272.54 72.77 304.30 244.74 1023.41 3.363 8.23 24.64 0.00628 0.900 14 268.10 - 49.44 - 304.30 167.83 1032.97 3.395 7.45 23.57 0.00683 0.900 15 263.66 161.34 304.30 496.07 935.62 3.075 10.86 28.43 0.00493 0.894 16 276.75 -71.52 332.17 -221.60 1029.20 - 3.098 8.03 24.33. 0.00640 0.900 17 272.31 -62.39 332.17 -193.68 - 1031.16 3.104 - 7.73 23.94 0.00662 0.900 - 18 267.88 -188.49 332.17 -522.77 921.21 2.773 11.21 28.89 0.00481 0.884 19 270.86 167.44, -304.30 511.30 929.22 3.054 11.08 28.69 0.00484 0.886 2 266.42 254.91 , 304.30 689.07 822.58 2.703 . 13.11 31.68 0.00425 0.836 ' - 261.99 674.93 304.30 1145.23 516.34 1.697 15.96 38.61 0.00,426 0.837 278.43 -166.19 332.17 - -476.48 952.36 .2.86,7 10.72 28.12 0.00494 0.894 23 273.99 - -267.86 332.17 -672.48 833.94, 2.511 13.02' 31.40 0.00424 0.835 LD aay trial ice e. oCK :-ii jq. user:. r ine M r st U b i:\04 projectP 2 PS (d-b)\1 .\gle_13intc88_c62.cti 24 269.55 -702.08 332.17 ' -1122.48 531.07 1.599 16.00 38.40 0.00420 0.832 25 270.82 169.11 332.17 481:88 946.52 2.850 ' 10.73 28.20 0.00495 0.896 26 266.38 257.77 332.17 655.12 844.20. 2.541 12.75 31.09 0.00433 0.842 27 261.95 682.32 332.17 1108.90 539.84 1.625 15.93 38.28 0.00421 0.832 2 ' 278.47 -167.86 332.17 -480.16 950.16 2.860 10.77 ' 28.18 0.00492 0.893 274.03 -270.72 332.17 -677.11 . 830.81 ' 2.501 13.06 31.49 0.00423 0.835 269.59 -709.47 332.17 -1127.44 527.86 1.589 16.01 38.44 0.00420 0.832 31 .122.02 70.65 41.91 1003.80 ' 595.46 14.208 14.60 37.28 0.00466 0.871 32 119.61 ' 49.02 . 41.91 832.99 712.17 16.993 13.44 34.38 0.00468 0.873 33 . 117.20 158.88 41.91 1306.53 344.64 8.223 13.71 39.17 0.00559 0.900 34 126.21 -69.91 41.91 . . -999.05 598.92 14.291 14.61 37.21 0.00464 0.869 35 .123.80 -54.79 41.91 -884.39 676:49 16.141 13.92 35.35 0.00462 0.868 36 121.38 -171.16 41.91 -1323.12 323.98 7.730 13.50 39.02 0.00569 0.900 37 122.01, 72.51 41.91 1015.95 587.21 14.011 14.68 37.48 0.00466 0.871 38 119.60 53.03 41.91 868.97 686.75 16.386 .13.80 . 35.10 0.00463 0.869 39 117.18 168.77 41.91 . 1318.27 327.36 7.811 13.51 39.05 0.00569 0.900 40 126.23 ' -71.77 41.91 ' -1011.34 590.57 14.091 14.68 37.41 0.00464 0.870 41 123.81 -58.80 41.91 -917.53 653.98 15.604 14.11 35.89 0.00463 0.868 42 121.40 -181.06 41.91. -1333.54 308.68 7.365 13.32 38.91 0.00578 0.900 43 '120.33 167.18 41.91 ' 1318.61 330.56 7.887 , 13.57 39.07 0.00566 0.900 44 117.92 258.50 41.91 ' 1382.99 224.22 5.350 12.16 38.04 0.00643 0.900 45 115.51 682.36 41.91 1435.50 88.17 2.104 9.64 35.36 0.00813 0.900 46 ' 127.90 -166.44 41.91 -1322.08 332.90 7.943 13.65 39.09 0.00561 0.900 47 125.49 -264.27 41.91 -1390.06 220.45 5.260 12.14 ' 37.97 0.00642 0.900 48 123.07 -694.65 41.91 -1442.30 87.02 2.076 9.68 35.33 0.00807 0.900 49 120.30 168.86 41.91 1320:51', 327.74, 7.820 13.54 39.05 0.00567 0.900 50 117.88 '261.36 41.91 1383.99 ' 221.93 5.295 12.11 38.00 0.00645 ' 0.900 51. 115.47 689.76 41.91 1435.74 87.24 2.082 9.62 35.34 0.00814 0.900 52 127.94 -168.11 41.91 -1324.02 330.08 ' 7.876 13.62 39.07 0.00563 0.900 53 125.53 -267.13 41.91 .-1391.10 218.25 5.208 12.10 37.93 0.00644 0.900 54 123.11 -702.04 41.91 -1442.61 86.12 2.055 ' 9.66 35.31 0.00809 0.900 55 . 234.66 -0.61 215.76 -2.94 ' 1039.73 4.819 5.68 21.28 0.00826 0.900, 56 230.09 -0.02 215.76 -0.10 ' 1037.58 4.809 5.63 21.24 0.00832 0.900 57 225.52 0.57 215.76 2.73 1034.67 4.795 . 5.63 21.27 0.00834 0.900 58 ' 275.45 -0.82 366.42 ' -2.38 1062.75 2.900 5.87 21.28 0.00789 0.900 59 271.53 -0.06 366.42 -0.17 1060.88 2.895 5.83 21.25 0.00794 0.900 60 267.62 0.69 366.42 . 1.99 1058.48 2.889 5.82 21.26 0.00797 0.900 61 ' 272.79 63.97 332.17 198.51 1030.76 3.103 7.78' 24.00 0.00659 0.900 62 268.35 49.79 ' 332.17 . 155.15 1035.08 3.116 7.33 23.40. 0.00691 0.900 63 263.91 153.78 332.17 446.44 964.33 2.903 10.27 27.61 0.00511 0.900 '-65.53 332.17 -203.52 1031.63 3.106 ' 7.85. 24.08 0.00653 0.900 is 276.01 271.57. -49.89 332.17' -155.70 1036.68 3.121 ' 7.35 23.41 0.00688 0.900 267.13 -152.42 332.17 -443.74 967.04 2.911 10.27 27.57, 0.00511 0.900 67 272.71 65.99 304.30 222.70 1026.94 3.375 8.01 24.34 0.00642 0.900 68 268.28' 53.92 304.30 182.65 1030:77 3.387 7.60 23.78 0.00673 0.900 69 263.84 164.07 ' 304.30 . 502.49 '931.98 3.063 10.94 28.54 0.00490 0.892 70 276.08 -67.55 332.17 -209.61 1030.72 3.103 7.91 24.16 0.00649 0.900 '71 271.64 -54.02 ' 332.17 -168.28 1034.75 , 3.115 7.48 23.59 0.00680 0.900 72 . 267.21 -162.70 332.17 ' -467.04 953.51 2.871 10.54 27.96 0.00502 0.900 73 . . 273.37 157.37 304.30 488.09 943.80 3.102 ' 10.82 .28.30 0.00492 0.893 74 268.93 265.20 304.30 706.64 810.82 2.665 13.30 32.00 0.00422 0.834 75 264.49' 688.06 304.30 1154.40 510.54 . 1.678 15.99 38.69 0.00426 0.837 76 275.43 -158.93 332.17 -459.85 961.11 2.893 . 10.51 27.84 0.00501 0.900 77 270.99 -265.29 332.17 -668.19 836.65 2.519 12.95 31.32 0.00426 0.836 78 . 266.55 -686.70 332.17 -1111.82 537.81 1.619 15.97 38.30 0.00420 0.831 79 273.34 159.14 332.17 460.11 960.38 2.891 10.49 27.83 0.00502 0.900 80 268.91 268.19 332.17 673.03 833.59 2.510 12.98 31.40 0.00426 0.837 81 264.47 695.81 332.17 1118.33 533.88 1.607 15.96 38.36 0.00421 0.833' 82 , 275.45 -160.70 332.17 -463.83 958.75 2.886 10.55 '27.91 0.00500 0.900 83 271.01 -268.28 332.17 -673.08 833.37 2.509 13.00 31.41 0.00425 0.836 84 266.57 -694.44 332.17 -1117.15 534.36 1.609 15.97 38.35 0.00420 0.832 85 122.42 64.43 41.91 960.61 624.85. 14.909 14.35 36.58 0.00465 0.870 86 120.01 49.83 41.91 840.48 706.89 16.867 13.52 34.53 0.00467 0.872 87 117.59. 153.40 41.91 1299.73 355.10 8.473 13.83 39.24 0.00552 0.900 88, 125.64 -65.07 ' 41.91 -965.33 621.75 14.835 14.41 '36.66 0.00463 0.869 89 123.23 ' -49.85 41.91 -840.70 706.80 16.865 13.55 34.54 0.00465 0.870 90 120.81 -152.80 41.91 -1300.42 356.68 8.511 13.87 39.25 0.00550 0.900 91 122.35 66.45 '41.91 975.11 615.00 14.674 14.44 36.82 0.00465 0.870 92 , 119.93 53.96 41.91 877.12 681.25 ' 16.255 13.85 35.23 0.00463 0.869 93 117.52 163.69 41.91 1312.62' 336.07 8.019 ' . 13.61 39.11 0.00564 0.900 94 125.72 -67.09 41.91 -979.70 612.00 14.603 14.49 36.89 0.00464 0.869 95 ' 123.30 ' -53.98 41.91 -877.37 681.19 16.254 13.87 35.24 0.00462 0.868 96 120.89 -163.08 41.91 -1313.50 337.56 . 8.054 13.65 39.12 0.00561 0.900 97 123.00 157.83 41.91 1309.07 347.61 8.294 13.78 39.19 0.00554 0.900 98 120.59 265.24 41.91 1387.44 219.23 5.231 12.08 ' 37.95 0.00646 0.900 99 118.17 , 687.68 41.91 1438.10 87.64 2.091 .9.65 35.35 0.00811 0.900 125.06 -158.47 41.91 -1310.58 346.60 8.270 13.79 39.18 0.00554 0.900 10 122.65 -265.25 ' 41.91 -1388.32 219.36 5.234 12.10 37.95 0.00645 0.900 120.23 -687.08 41.91 -1439.45 87.80 2.095 '9.67 35.35 0.00809 0.900 103 122.98 159.60 , 41.91 1311.28 344.34 8.216 13.75 39.17 0.00556 0.900 LD oay triaj ice e. ocK ':-11'i. User: r 1ne M r sr 1:\04 (d-b)\1 c \@c. U b PS . .\g1eJ31nt_c88_c62.cti, 104 120 57 268.23 41.91 1388.46 216.94 5.176 12.04 37.91 0.00649 0.900 105 118.15 695.43 41.91 1438.37 86.68 2.068 9.63, 35.33 0.'00813 0.900 106 125.08 -160.24 41.91 -1312.80 343.36 8.193 13.75 39.16 0.00556 0.900 107 122.67 -268.24 41.91 -1389.38 217.08 5.180 12.06 37.91 0.00647 0.900 1120.26 -694.82 41.91 -1439.77 86.84 2.072 :9.65 35.33 0.00810 0.900 1278.47 110115.47 752.41 332.17 1155.87 510.29 1.536 16.11 38.69 0.00420 0.832 .752.41 41.91 1437.88 80.09 1.911 9.49 35.17 0.00826 0.900 111 278.47 1081.73 332.17 1317.70 404.63 1.218 15.56 39.32 0.00459. 0.865 112 115.47 1081.73 41.91 1445.11 55.99 1.336 9.02 34.59 0.00864 0.900 .***:End of output Hope-Arnundson 2130' 0 o 0 0 24 x Win Code AC131811 Units English Run axis Biaxial Run option: Investigation I I I 10— I ..4600 I I I I S i :s Not cndered EEt;tura 7 Time 16:54:10 (Pmin) (Pmin) -1500 spColumn v4 81 15 day trial license Locking Code 4 1 F514 Userf Mary Anne, Microsoft File i,-;\04 projects\2016\21 6003 00 legoland ps (d b)\1 central folders\03 calcs\spcolumn\mf columns\fra \gle_14int_c88_c62 cti Project 21600300 Column L4_C88_C62 Engineer MN fc=5ksi fy 60 ksi Ag=864inA2 16#lobars Ec = 4031 ksi Es = 29000 ksi As = 20.32 inA2 rho = 2.35% fc 25 ksi Xo = 0.00. in lx =,9331,2 mM e_ 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.8 Min clear spacing =-4.78 in Clear cover = 2.1'2 in Confinement: Tied phi(a) = 0 8 phi (b) = 0:9, phi(c) = 0.65 L aay trlai ce e. OCK ':-irDi'. user: r jne m r sr U b L:\04 project 'R .land PS (d-b) \l 'P . . \gle_14int_c88_c62 . cti 5M eneral Information: S ' -------------------- File Name: 1i\04 projects\2016\216003.00 legoland ps (d-b)\l central folder.. .\gle_l4int_c88_c62.cti Project: 216003.00 ' ' Co : L4_C88_C62 Engineer: MN C 'ACI 318-11 , ,Units: 'English Run Option: Investigation Slenderness: Not considered Run' Axis:' Biaxial Column Type: Structural 4aterial Properties: f'c = 5 ksi fy' = 60.ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal.= 0.8 Section: ' Rectangular: Width = 24 'in '. ' Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 . , ' ly = 41472 in4 rx = 10.3923 in , ' ry = 6.9282 in Xo = 0 in ' ' Yo = Din einforcement: I Bar Set: ASTM A615 Size Diam, (in) Area (in2) # 3 0.38 , 0.11 I # 6 0.75 . 0.44 I# 9 1.13 1.00 I # 14 1.69 , 2.25 Size Diam (in) Area (in'2) #' 4 " 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 .2.26 ' 4.00 Size Diam'(in) Area (in2) # 5 ' 0.63, 0.31 # 8 1.00 0.79 # 11 , 1.41 1.56 Confinement: ,Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) =0.9, phi(c) = 0.65 ' Pattern: Irregular 'To 'steel area: A = 20.32 in2 at rho = 2.35% N clear, spacing = 4.78 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area'in2 X (in) Y (in) 1.27 , -9.2 ' 15.2 1.27 ' '-3.1 15.2 1.27 3.1 , 15.2 1.27 9.2 15.2 1.27 -9.2 -15.2 ' 1.27 -3.1 -15.2 1.27 ' 3.1 -15.2 ' , 1.27 9.2 -15.2 1.27 -9.2 9.1 1.27 -9.2 3.0 1.27 -9.2 -3.0 , 1.27 -9.2 -9.1 1.27 9.2 9.1 1.27 '9.,2 , 3.0 1.27 9.2 -3.0 1 1.27 ' 9.2 -9.1 'actored Loads and Moments with Corresponding Capacities: ' Pu '. Mux MUY PhiMnx , PhiMny Ph'iMn/Mu NA depth Dt depth eps_t No. kip k-ft ' k-ft k-ft k-ft ' , .in in 1 117.46 -5.43 ', 502.21 -10.46 967.79 , 1.927 5.18 21.39 000944 2 , 113.63 5.14 502.21 9.88 965.27 1.922 5.15 21.37 0.00951 3 , , 109.80 15.72 502.21 30.05 959.86 1.911 ,5.32 21.66 0.00938 4 138.12 -6.95 " 634.99 -10.75 ' 982.13 1.547 5.31 21.39 0.00916 5 '134.83. 6.53 634.99 10.08 980.00 1.543, 5.28 21.38 0.00921 6 131.55 20.01 634.99 30.72 ' 974.83 1.535 5.46 21.67 0.00908 7 135.56 10.50 605.06 17.00 . 979.52 1.619 5.35 21.48 0.00914 8 ' 131.83 56.35 605.06 90.03 ' 966.70 1.598 , 6.03 ' 22.50 0.00856 9 ' 128.11 132.51 605.06 207.57 947.78 1.566 ' 7.15 24.15: 0.00758 10 ' 139.45 -23.92 605.06 -38.71 ' 979.08 1.618 5.59 ' 21.79 0.00890 11 135.73 -43.71 605.06 -70.22 972.05 1.607 5.87 22.23 0.00868 12 , 132.01 , -93.80 605.06 -148.60 ' 958.53 ' 1.584, 6.60 23.33 0.00805 13 ' ' 135.55 10.57 605.06 17.11 979.50 1.619 5.35 ' 21.48 0.00914 14 131.82 58.81 ' 605.06' 93.91 966.15 1.597 6.07 22.55 0.00853 15 ' 128.10 137.49 605.06 215.13 946.72 1.565 7.22 24.25 0.00751 '16 , 139.46 ' -23.99 605.06 -38.82 979.07 1.618 5.59 21.79 0.00890 17 135.74 -46.17 605.06 -74.13 971.51 1.606 5.91 22.28' 0.00865 18 132.01 -98.79 605.06 -156.33 957.45 1.582 6.68 23.44 0.00798 19 136.67 7.17 573.29 12.27 980.96 ' ' 1.711 5.31 21.41 0.00917 2 132;94 181.39 573.29 ' 296.90, 938.36 1.637 8.04 25.40 0.00676 129.22 379.95 573.29 569.49 ' 859.29 1.499 10.76 29.52 0.00531 138.34 ' -20.59 ' 605.06 -33.32 979.08 1.618 ' ' 5.53 21.71 0.00896 23 ' 134.62 -168.75 605.06 -263.30 944.08 ' 1.560 7.73 24.94' 0.00703 Phi .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 .900 qq '-i'i'&. user: ~ le M].crsort L asy tr]ai. .L.lcen.se. jOCK i: \04 projectP 41and PS (d-b) \1 . . \g1e_l4int_c88_c62 .cti 24 130.90 -341.25 605.06 -499.00 884.76 1.462 10.05 28.43 0.00556 0.900 '25 136.65 7.25 605.06 11.75 981.01 1.621 5.30 21.40 0.00917 0.900 26 132.92 183.28 605.06 284.76 940.06 1.554 7.92 25.23 0.00687 0.900 27 129.20 383.81 605.06 549.55 866.34 1.432 10.55 29.21 0.00538 0.900 -20.68 605.06 -33.46 979.07 1.618 5.53 21.71 0.00896 0.900 if 138.36 134.64 -170.64 605.06 -266.14 943.70 .1.560 7.76 24.98 0.00701 0.900 130.92 -345.11 605.06 -503.69 883.09 1.460 10.10 28.50 0.00555 0.900 31. 60.14 14.34 342.72 38.65 923.81 2.696 5.13 21.77 0.01000 0.900 32 58.12 52.75 342.72 140.01 909.67 2.654 6.09 23.17 0.00899 0.900 33 56.09 121.46 342.72 314.16 , 886.46 2.587 7.74 25.58 0.00724 0.900 34 64.03 -20.08 342.72 -54.17 924.58 2.698 5.30 21.99 0.00978 0.900 35 62.01 -47.31 342.72 -126.18 914.09 2.667 5.98 22.99 0.00908 0.900 36 59.98 -104.85 342.72 -273.56 894.17 2.609 '7.38 25.02 0.00761 0.900 37 60.13 14.41 342.72 38.84 923.78 2.695 5.13 21.77 0.00999 0.900 38 58.1.1 55.21 342.72 146.41 908.86 2.652 6.15 23.26 0.00893 0.900 39 56.08 126.44, 342.72 326.47 884.91 2.582 7.86 25.75 0.00711 0.900 40 64.04 -20.15 342.72 -54.36 924.56 2.698 5.30 21.99 0.00978 0.900 41 62.02 -49.77 342.72 -132.63 913.28' 2.665 6.04 23.07 0.00902 0.900 42 59.99 -109.83 342.72 -286.05 892.61 2.604 . 7.50 25.19 0.00748 0.900 43 61.25 11.01 342.72 29.74 925.73 2.701 5.05 21.65 0.01007 0.900 44 59.22 177.79 342.72 447.26 862.17 2.516 . 9.05 27.53 0.00618' 0.900 45 57.20 368.91 342.72 784.03 728.37 2.125 12.51 33.47 0.00504 0.900 46 62.93 -16.75 342.72 -45.20 924.92 2.699 5.21 21.87 0.00988 0.900 47 60.90 -172.35 342.72 -435.86 866.71 '2.529 8.95 27.36 0.00621 0.900 48 58.87 -352.29 '342.72 -762.28 741.58 2.164 12.28 33.01 0.00508 0.900 49 61.23 11.09 342.72 29.95 925.69 2.701 , 5.05 21.65 0.01007 0.900 50 59.20 179.67 342.72 451.32 860.89 2.512 9.09 ' 27.60' 0.00616 0.900 51 57.18 372.77 342.72 789.04 725.43 2.117 12.56 33.57 0.00503 0.900 52 62.95 -16.84 ' 342.72 -45.45 924.90 2.699 5.21 21.87 0.00988 0.900 53 60.92 -174.24 342.72 -439.99 865.43 2.525 8.99 27.42 0.00620 0.900 54 58.89 -356.15 342.72 -767.47 . 738.53 2.155 12.34 33.12 0.00507 0.900 55 117.05 -2.56 502.21 -4.94 968.27 1.928 5.13 21.31 0.00950 0.900. 56 113.22 2.16 502.21 4.15 965.77 1.923 5.10 21.29 0.00956 0.900 57 109.38 6.89 502.21 13.20 ' 961.85 1.915 5.16 21.42 0.00954 0.900 58 137.54 -2.92 634.99 -4.52 982.61 ' 1.547 5.24 21.31 ' 0.00922 0.900 59 134.26 2.74 634.99 ' 4.23 980.43 1.544 5.22 21.30 0.00927 0.900 60 130.97 8.40 634.99 12.92 976.93 1.538 5.28 21.42 0.00924 0.900 61 136.02 15.55 605.06 25.15 978.69 1.618 5.43 21.59 0.00907 0.900 62 132.30 54.02 605.06 86.38 967.53 1.599 6.00 22.45 0.00859 0.900 63 128.58 126.23 605.06 198.07 949.42 1.569 7.06 24.01 0.00766 0.900 6 137.91 -21.44 605.06 -34.68 978.59 1.617 5.54 21.73 0.00896 0.900 134.19 -48.71 605.06 -78.08 969.90 . 1.603 5.94 22.34 0.00863 0.900 130.46 -109.73 605.06 -173.03 954.09 1.577 6.83 23.67 0.00785 0.900 67 136.01 15.63 605.06 25.28 978.66 1.617 5.43 21.59 0.00907 0.900 68 132.29 ' 56.56 605.06 90.39 966.96 1.598 6.04 22.50 0.00855 0.900 69 128.56 131.39 605.06 205.93 948.32 1.567 7.13 24.12 0.00759 0.900 70 137.92 -21.51 605.06 -34.79 . 978.58 1.617 5.54 21.73 0.00895 0.900 71 134.20 -51.25. 605.06 -82.11 969.34 1.602 5.97 22.40 0.00860 ' 0.900 72 130.48 -114.89, , 605.06 -180.96 952.99 1.575 ' 6.91 23.78 0.00778 0.900 73 135.50 7.92 , 573.29 13.54 979.97 1.709 5.31 21.43 0.00917 0.900 74 131.77 173.20 573.29 283.83 939.47 1.639 7.91 25.22 0.00688 0.900 75 128.05 355.60 573.29 539.35 869.52 1.517 10.44 29.05 0.00543 0.900 76 138.43 -13.80 605.06 -22.37 980.70 1.621 5.42 21.56 0.00905 0.900 77 134.71 -167.89 605.06 -262.03 944.32 1.561 7.72 24.92 0.00704 0.900 78 130.99 -339.10 ' 605.06 -496.40 885.72 1.464 10.03 28.39 0.00557 0.900 79 135.48 7.92 605.06 12.83 980.06 1.620 5.31 21.42 0.00918 0.900 80 131.76 ' 175.03 ' 605.06 272.23 941.09 , 1.555 7.79 25.06 0.00698 0.900 81 128.04 359.28. 605.06 520.30 876.23 1.448 10.24 28.75 0.00550 0.900 82 138.45 -13.81 605.06 ' -22.38 980.71 1.621 5.42 21.56 0.00905 0.900 83 134.72 -169.72 605.06 -264.78 943.94 1.560 7.74 24.96 0.00702 0.900 84 131.00 -342.78 , 605.06 -500.88 884.13 1.461 10.07 28.46 , 0.00556 0.900 85 60.93 17.14 342.72 46.18 923.43 2.694 5.20 21.87 0.00991 0.900 86 58.90 52.51 .342.72 139.47 910.29' 2.656 6.08 23.16 0.00899 0.900 87 56.87 121.62 ' 342.72 314.74 886.92 2.588 7.75 25.58 0.00722 0.900 88 62.81 -19.85 ' 342.72 -53.51 923.79 2.695 5.29, 21.98 0.00980 0.900 89 60.79 -50.22 342.72 -133.68 912.29 2.662 6.04 23.09 0.00902 0.900 90 58.76 -114.34 342.72 -297.05 890.38 2.598 7.59 25.35 0.00738 0.900 91 60.91 17.22 342.72 46.40 923.39 2.694 5.21 21.88 0.00991 0.900 92 58.89 55.05 342.72 146.08 909.46 ' 2.654 6.15 23.25 0.00892 0.900 93 56.86 126.78 342.72 327.50 885.32 2.583 7.87 ' 25.76 0.00709 0.900 94 62.83 -19.92 342.72 -53.69 923.78 2.695 5.29 21.98 0.00980 0.900 95 60.80 -52.76 342.72 -140.31 911.46 2.659 ' 6.11 23.18 0.00895 0.900 96 58.77 -119.50 342.72 -309.90 888.78 2.593 7.72 25.52 0.00725 0.900 97 60.40 9.51 342.72 25.68 925.63 2.701 5.00 21.59 0.01012 0.900 98 58.38 171.69 342.72 433.73 865.79 2.526 8.91 27.32 0.00624 0.900 99 56.35 350.99 342.72 759.95 742.05 2.165 12.24 32.96 0.00509 0.900 63.34 -12.21 342.72 ' -33.02 926.75 2.704 5.10 21.70 0.01000 0.900 10 61.31 -169.40 342.72 -429.51 868.96 2.535 8.89 27.25 0.00624 0.900 59.28 -343.71 342.72 -750.75 748.59 2.184 12.16 32.76 0.00510 0.900 103 60.39 9.51 342.72 25.68 ' 925.62 2.701 5.00 21.59 0.01012 0.900 L,oay trial 'ice 'e. OCK ' -iJil. user: r I.ne r r :'' 9Rfl3 1and . \04 project9P PS (d-b)\1 : ' : u Lc \gle_l4int_c88_c62 cti 104 .58.36- .'173.52 342.72. 437.72. 86A.54 2.5123 8 95 27 38 0 00622 0.900 105 56_34 354 67 '.342..72 764 92 739.'1.5. 21.15,T 12 29 :33.-07.- 0.'005081 0_900 106 63.'35 .-'12.22 342.72 -33.04 926.75 2.704 5.10 21 70 0 01000 0 900 107 61 32 -171 23 342.72'. -43.3.53 867 71 2.'532 .8.93: 27.32'. 0.00622. .0 .900 10 '. 59.30 _341.39:':342.72 -755.78 •' 745.62' 2.176 12.21 32.87 :0.00509 :0.•900 _____ 139.46' 1172.81 605.06 1072.72 : 553.43 , :0.915: '14.91 38.10 0.00467 0:871 56.08 1172.81: '' 342.72 1241.17 62:70: 1.058' 13.48 '' 39.32 0.00576 0.900 111 .139.46 ,. '896:70 605.06 945.01 637.66'' 1.054' 14.38 36:30 ' 0.00457 0:863 112 56 08 896-.10 342 72 1168 99 .446_79 1 3 14'.08 39 21 6.66536 0.900. # Section capacity exceeded Revise design' *** End of output *** Mpr top beam - Allow column to hinge just below, top level per NEHRP Seismic Design Technical Brief No 1, Seismic Design of Reinforced Concrete Special Moment Frames A guide for Practicing Engineers, NI ST GCR 8-91 7-1, Section 5 4, therefore OK 6. Hope Amundson 21300600 Calculations by M Nekuda MF 134 J 1301Th dA S6lo 300 . . 'SHEET, OF_________ . .:'... San,Diego.CA 92101 1619:232.4673 . 6 F PROJECT Southwestern,College - 19.235.4675 aiJI,%IJI#4pCf)f#.J o@h:pe-:rrnnd::n.rnn -PROJECT NO. 214017.10: ENGINEER MN DATE Jun-15- Structural Engineers . . . CONCRETE SMRF REINFORCEMENT CHECK FRAME: E. I GRID: -" " E/4 . I LEVEL:- Li. I JOINT LOCATION: EXTERIOR -Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11i and 21, checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. ........ Input Data . . . . . . . . . . General Properties ..... . . . . . . . . abv 5000. psi : : ' fy= 60 ksi blw = 5000 psi S 11,r = 60 ksi = 0.9 ' . . fps= 175 ksi 4,shrJnt = 0.75 . . ' $srbeam = 0.75 - - - , $shrcoiumn . 0.75 Beams (Refers to Figures 1, 3, and 4) . . 'b= 24 in , '• , ,. Beam Length, L.1, 180 in hb,fl= .66 in ' ..,"L",or "R" section = , R . . h518 = 0 in dr dist to adjacent beam = '250 ft , b op= 2 ft. . . b= 2 ft. ' clrcov= 1.5 in Shear Reinf. : # 4 @ 4 in , A 0.2 in2 d =' 0.5 in w/ 2 legs' Top Long. Reinf.: Smallest # 8 ABIT = 4.04 n: 1T = 63.09 in bot. Long. Reinf.: Smallest # 8 -AS1B = 4.04 in- U 01B = 61.59 in Skin Reinf.: ( 3 ) # . 3 A = 0.66 in ' d = 35.5 in Column Shear -., AS2B 0.66 in , 'd = 3933 in Reinf., AB \- di . . Top Slab (V/N)? N . Reinf: A = 0 in2 d31 = 0 , in Column Lonri - i \,' . 'I A , '-Bot. Slab'(V/N)?. . N' Reinf: ,ASB = 0 in2 ' d3B = 0 in Reinf., A,, 1/2" OPT Reinf.: ' ( 0 ) Tendons A = 0 in2 dps=: 0 in ' cr Column (Refers to Figure 1 and 2)': ' bcol = 24 in ' ' # bms @ joint = 1 heel BbY = 36 in clrcov= 15 in h 1 hcOlbiw = 36 in ' , , d.1 bit,= 33.24 in 4 - Shear Reinf. #. 5 @ 4 fl WI, 6 vert. legs - - = 0.31 in2 - 4, Vert. Shear legs *— Hor. Shear legs 4 hor. legs dbfl,,y = 0.625 in -- - - -- - - - - - - clr.ht.abv. La = 75 in - - h= 8.5 in Figure 2- Section B-B, Typical Frame Column clr.ht.blw. Lb = -##### in - max. dr col height, L f,= ##### in Loads w0, 2.25 k/ft - - - -- - bm Vadd= - 0- k bmV= 119.4 k - - ' . - - - - - - col -V= 153 k bm MUT = 895.5 k-ft. - ' - - - - col P = -- 0 k bmMUB = 8928 kft 14 bw Top Slab slab \occu Slab . :here [ Ps d d I .I 5- ' - h51a5 . 'b - i"- Bot: Slab - Figure 3 - Plan Section A-A, Upturned Frame Beam Bot:Long. Reinf.: Smallest # 8 A.18 =,4.04 in Li d18 = 61.59 in Skin Reunf ( 3 ) # 3 AT = 066 in2 d. = i Column Shear AS2B = 066 in2 d28 3933 In Reinf A dcci Top Slab (Y/N)'?:,-N Rei6f:A.1= 0 -in2 d31= 0 in Column Lonn - \J Bot. Sláb(Y/N)?' ' N •Reinf: AS3B = '0 in d39=. 0 in 'Reinf.,A.,.' 1/2" CD PT Réinf.: .( 0 ) Tendons' Aps = 0 in dps '0 in dr - Column - (Refers to Figure 1 and 2) b~i= 24 in. • : , # bms @ joint = 1 ' • • " ' . h.001 - • • - 4 ' ebv— o in i • ' . clrcov 1.5 n' • • • ' h, 36 in • dco10= 33.24 in Shear Reinf. # 5 @ 4 in w/ 6 vert legs A,= 031 in 2 Vert Shear legs 4—* Hor Shear legs 4 hor. legs d0ory = 0.625 in : : • ' . 'clr.ht.abv. L. 87 in ' ' • - h= 8.5 - Figure 2- Section B-B, Typical Frame Column ' ' ' • . 0c1r ht blw Lb = ##### in max dr col height Ltir = ##### in Loads Wgry = 225 kift bm VBdd = 0 k 1 bmV0 = 1194 k col V= 153 k .bm MUT = 895.5 k-ft ' - ' ' ' . col P= 0'. k bm M = 892.8 k ft Hope Amundson 21300600 Calculations by M Nekuda M.F. 135 1301 ThirdAvonue -.•- Suite 300 ''' SHEET OF Sin piegd. CA 92101 - - . - . -:-. T619.232A67 PROJECT Southwestern College . F 619.235.4670 : I—lOPE a4JVIJI%11J5Ot%I lntohopn-:ñond:on.non PROJECT NO. 214017.10 : .- ENGINEER MN DATE Jun-15 Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK I: FRAME: E I GRID: E15 1 LEVEL: Li I JOINT LOCATION: EXTERIOR Based on the 2012 IBC Section 1905 and ACI 318-11 Chapters 10, 11, and 21, checks the given flex'ural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. : Input Data -- - : General Properties c ebv 5000 psi 0 • = 60 ksi c Mot = 5000 psi : 1= 60 ksi fitt.= 09 f ps= 175 ksi shrint= 0.75 •• 'shrbeam= 0.75 • - . 9 nOr column = 0.75 Beams (Refers to Figures 1,3, and 4) bw = 24 in Beam Length, L, = 180 in h = 66 in , ' T,"L", or 'R' section = A hS b = 0 in . Cir dist. to adjacent beam = 250 ft ' bioi= 2 ft. ' b801= 2 ft. clrcov= 1.5 in ' Shear Reinf.:' # 4 @ 4 in A0 = 0.2 in' d0 = 0.5 in '- :- '' w/-2 legs Top Long. Reinf.:- •: Smallest # . 8 A 1 = 4.04 in2 D d11= 63.09 in Bot. Slab'(Y/N)? ' N ' Aeinf:AB = .0 'in2 'd3B-= 46.5 in ReinfA W 1/2 CD PT Reinf ( 0 ) Tendons Aps = 0 ri2 dp5 = 465 in dr coverJ Column (Refers to Figure 1 and 2) I SN •.;,.'.. ••''.'.S . ,j Hope Amuridson 21300600 Calculations by M Nekuda MF 136 Jf$ 130111, dA Syle 300 SHEET OF - San'Diegu.CA 92101 1619.232.4673: PROJECT 'Southwestern College S F-IOPEAAAUNDSOI1 PROJECT NO. 214017.10 S . •' . . : .. : : ENGINEER MN : DATE Jun-15- Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK FRAME: E. I GRID:. Ff4 I'LEVEL: - L2 I' JOINT LOCATION:' 'EXTERIOR Based on the 2012 IBC Section 1905 and ACI 318 11 Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the joint and calculates forces to be used for column flexural design Input Data General Properties k f'c abv F 5000 psi ............S , , = 60 ', ksi f'c bN1= . .5000 psi ,- ' ' .. ' : ' ' 'f9r.=. , 60 .ksi. i$i fie.= 0.9 ' ' ' . , , . : . ..fps= 175 ksi 0 85 $ st,r beam = 0.75 shrcoiumn = ' 0.75 Beams. (Refers to. Figures 1,3 ;and 4:.' '' b =. 24 in , . Beam Length, = 180 in. = ' 49 in , ...---'T',"L", or _"R7 section = . L hsiab = 5 in Cir dist to adjacent beam 250 ft b10 = 3.25A. b801= 2 It ',clrcov= 1.5 in ShearReinf # 4 @.'..4 in A= 02 in2 d5 = 05 in WI 2 legs Top Long. Reinf.: : Smallest# 6 . IT.=' 4.13 in' El d11 45.7 in Bot. Long. Réinf.: ' . Smallest # 6 A5 '4.13 in' 0 d19'= .45.7 'in Skin Reinf ( 2 ) # 3 A = 044 in2 d21- 30 in Column Shear AS2B 044 in. d2B = 30 in Reinf dcol Top Slab (V/N)' Y Reinf A T '=, 0 in2 d3T = 0 in.Cniimn I nnri i \. coi= 24' in ........,'.,.#bms@joiht,='ll ,H heai abv = 36 in clrcov= 1 5 in heai hCOibbe= 36 in deaibbe= 3324 in tert Shear legs. 4—* Hor Shearlegs Shear Reunf. # 5 @ 4 in w/ 6 vert legs A = 031 in :'-':'4'hor: legs. - d65,,V =-0.625 in, dr ht abv L0 = 87 in h5 = 8 5 in Figure 2 Section BIB, Typical Frame Column dr ht blw L1, = 75 in max dr col height L11, = 87 in Loads; = 1.66 k/ft bm Y.d,*= 0 k bm V5 = 1178 k C01 Vu 153 k bm MUT = 877.4 k ft col P = 0 k -. - • 'bm Mu-= 840.8 k-ft . -''' ' ' , . ' •: : ' • - , : . - . •. ' - . . - , - S - , ' .- : '- -' : • ...: , , ,,,.,, :5S' - : '. - -.' : - - S.,.', : -,- ,,..., -: Hope Amundson 21300600 Calculations by M Nekuda MF 137 . . Jt' 1301 lhirdAvoeoo . . . .. . . S Suilo 300 . SHEET OF__________ San Diego, CA 92101 : •. . T619.232.4673 PROJECT Southwestern College I—lOPE ,6JVUNDSOt1 PROJECT NO. 214017.10 S . ..ENGINEER. MN . DATE Jun-15 Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK ... I. FRAME: E I GRID: E/4 I LEVEL: L2 I JOINT LOCATION: EXTERIOR Based on the 2012 IBC Section 1905 and ACI 318-11 Chapters 10, 11 and 21 checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. Input Data .. . . . .. . . . . . . . General Properties . . . . . c abC = 5000 psi ty = 60 ksi blw =. 5000 psi . . tyr 60 ksi fta = .0.9 . . . fps= 175 ksi shrint = 0.85 .. shrbeam = 0.75 shrcolumn = 0.75 Beams (Refers to Figures 1,3, and 4) b.,= 24 in Beam Length, L01,= 180 in h8m = 49 in . 'T',"L", or "R" section = L hS b =. 5 in : . dr dist. to adjacent beam 250 ft bop 325 ft .: . bBoT = 2 ft. Clrcov= .1.5 in Shear Reinf. # 4 4 in A0 0.2 in2 d0 =. - 0.5 In wI - -2- legs . Top Long. Reinf.: Smallest.# 6 A811 4.13 in 0 dlT*=- 45.7 in Bot. Long. Reinf.:. Smallest# . 6 is = 4.13 in U . diB = 45.7 in . . Skin fleinfS: ( 2 ) # 3 A. = 0.44 in2 d2T = 30 in Column Shear -\. . . AS2B = 0.44 in 41213 = 30 in . Reinf., A0 . Top Slab (YIN)? Y Reinf: A 1 = 0 in2 d3-r = 0 in Column-Long.I . Bot. Slab (Y/N)? N Reinf: A 38= 0 in2 d3B 46.5 in Reinf., A1 • •1 W 1/2 0PT Reinf ( 0 ) Tendons Ap5 = 0 in ding = 465 in dr covL44 b, Column . (Refers to Figure 1 and 2) • . .• . . . I4111 • b 1 = . 24 in • # bms @ joint 1 hcalai;v = 36 in . dr coy = 1.5 in • • h 1 • h1 btw = 36 in d,1 b, = 33.24 in 2 t Vert. Shear legs Hor. Shear legs Shear.Reinf. # 5 @ 4 in w/ 6 vert. legs A0 = 0.31 in . 4 hor. legs dbar,v = 0.625 in . . clr.ht.abv. L0 87 in h8 = 8.5 in Figure 2- Section B-B, Typical Frame Column. clr.ht.blw. Lb = 87 in. max. dr col height, L, = 87 in . .. . Loads • . . . . •. .. . . . . . •'0 1.66 k/ft . bm Vfldd = 0 k • . . • . . : bmV= 117.8k col V= 153 k . , .. bm M1 877.4 k-ft col P= .0 k .- brn Mu, =840.8.k-ft . . . . • . . .14 b • V occurs. dos Slab where. d38 dlBhbm 0 d28 5.E:III. --I Cover I holab .b Bot. Slab Figure 3 - Plan Section A-A, Upturned Frame Beam f.. hslab b Top Hope Amundson 21300600 Calculations by M Nekuda ME 138 1301 Third Avenue '.. - .,-•- ,-. : ''.:: : Suite 300 SHEET OF___________ - ..............Sen Diego, CA 92101 T619232 4673 PROJECT Southwestern College HOPE- : : F619.235.4675 . . -AAAUND5Ot1 Z PROJECT NO 214017:10, , ENGINEER . MN DATE Jun-15 . . . .. StructuraL Engineers. CONCRETE SMRF REINFORCEMENT CHECK I.FRAME:" E: I GRID:- E. ' I LEVEL:-- . L3- '-• I JOINTLOCATION: EXTERIOR Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design WDUf Data CenerI Prnnertiec . t'cabv = . 5000 psi •' : . -' O ksi tcblw= 5000 psi f-= 60 ksi 0.9. . '- .. . . . . . f=' 175 ksi $shrint= .0.85 :' -' : . •.shrbeam- 0.75 0.75 Beams. (Refers to Figures 1,3 ,-,and 4): . . . . b=: 24 in . : : . - Beam Length, L,1, 180 in. hbm = 49' in ....... '"T,nL",or"R'!section,=. L hslab 5 in .' : . . Cir dist.-tó adjacent beam = 250 ft 2- 'ft. : ' '. . .. ; 3.25. ft. clrcov= 15 in -Shear Re inf. :# 4 @: -4' in A=. .0.2 in2: 'd0 = .0.5: in, W/ 2 legs Top Long Reinf Smallest # 6 A 308 in: E d11 = 45.88 in bot; Long. Helni.: Smaiiest-#' 6 18 = 3.0ts in Li O = 45.88,in : . . . ... . . . . . . . ,. .. Skin Reinf ( 2 ) # 3 A = 0.44 in d2T = 30 in Column Shear AS2B = 044 in d2B 30 in Reinf Top Slab (YIN)? ,, : Bot Slab (Y/N)? 'N : Reihf: A53T '0' in V Re,nf AB = 0 in2 3T d3T= 0 . in*Column d3B = 465 in Long. Reirif A 'N S • 1/2 0 PT Reinf ( 0 ) Tendons Aps = 0 in2 dps = 465 in dr cover " bco Column (Refers to Figure 1 and 2) • S b,i= . 24 in: . . . #bms@joint=' 1 ' . . . . abv = 36 in dr coy = 1 5 in . . . . biw = 36 in d 01 biw = 3124 in A0 = 031 in 2 f Vert Shear legs 4—* Hor. Shear legs Shear Reint # 5 @ 4 in w/ 6 vert legs 4 hor legs dbar 1= 0.625 in Or. ht abv L = 73 in h0 8.5 in Figure 2 Section B B Typical Frame Column dir ht blw Lb = 87 in max dr col height = 87 in - Loads W v = 1M kift bm Vodd = 0 k bmV0 = 7154 k col V= 8116 k bm M 1 = '485.5 k ft col P = 15-86 k - ' bm W. 457 -k-ft I Hope Amundson 213006 00 Calculations by M Nekuda MF 139 1301 T A"nue Suite 300 •' SHEET OF 5 5 I San 09 C492101 7619.232.4673 - PROJECT Southwestern College P 619.235.4675 5 5 5 5 S 1—lOPE AMUNDSOISI . PROJECT NO.:21401710 S StructuraL Engineers ENGINEER MN DATE Jun-15 -. CONCRETE SMRF REINFORCEMENT CHECK I FRAME: E. I GRID: E I LEVEL: L4 (Roof)' I JOINT LOCATION: EXTERIOR I- . Based on the.2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11, and 21 checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design Inøut Data General Properties . •. S S S 5 .S5• 5 51CabV= 5000 psi. . f= 60 ksi - f', bIw 5000 psi . . S 1yr 60 ksi 0 flax =. 0.9 . t= 175 ksi h, Jai = 0.85 . . . shr beam 0.75 S 0 shrcoiuml. = 0.75 Beams. to Figures 1,3, and 4) . b,= 24 in . S Beam Length, L i = 180 in h =. 49 in . . . T,"L", or "R section = . L S h. 1.b 5 in . Cir dist. to adjacent beam = 250 ft 2 ft. . . . S bBoT = 3.25 ft. circov= 1.5 in . S S S Shear Reinf. .4 •@ 4 in A= 0.2 in' . d 0.5 in w/ 2 legs S , Top Long. Reinf.: Smailest# 6 NIT 1.76 in D. dIT = 46.63 in Bot. Long. Reinf.: . Smallest# 6 ASIB = 136 in' [J dlB 46.63 in Skin Reint.: ( 2 # 3 Aa2T = 0.44 in2. d- = 30 . in Column Shear AS2B = 044 in2 d29 = 30 in Reinf AS .Top Slab (Y/N)? N . Reinf:.A T = 0 in2 d31= 0 in Column Lorin • Bot. Slab (YIN)? . V Reinf: AOIB = 0. in . . d3 'B 46.5 in Reinf.,A 1 1/ 2" 0 PT Reinf.: . ( 0 )Tendons. Aps=. 0 in2. d= 46.5 in' : :c,r Column. . (Refers to Figure 1 and 2) . b, 24 in . # bms @ joint = 1 . . . I I h 1 abv = 36 in . 0 . . dr coy = 1.5 in ' h 1 h€X,Ibbe = 36 in , 33.24 in 4. Shear Reini. # 5. @ 4 'in wI 6 ve. legs = 0.3 in 2 Shear legs Hor. Shear legs 4 hor. legs . d 8,,,, = 0.625 in 'clr.ht.abv. L = ##### in . : h= .5' in Figure 2- Section B-B, Typical Frame Column . . . . clr.ht.blw. L6 = 73 in , - max. dr col. height, L51, = ,##### in. Loads w9 1.66 k/ft bm V., = 0 k bmV= 3888 k col Vu 3228 k bmMUT = 1996 kft col Pu 1765k bm MUB = .203.5 k ft I 14 Slab where occurs' - , - • 1ds: d28 d3B d19 h6m • .0-7- .. .. . ................. Clr Cover • _V. hslab b ' . Bot. Slab Figure 3- Plan Section A-A, Upturned Frame Beam - h 6 - b. . , Top Slab *' h : ZSl.ab where I• ••• • . d3 dIT b fl, - - - occurs __ Cover d2T . - • , ' -. -: b - • - 5 - Figure 4- Plan Section A-A, Down-turn Frame Beam' Hope Amundson 21300 00 Calculations by M Nekuda P (kip) MF 140 3000 (Pmax) (Pmax) o • Q -1—x 0 P,o o 0 0 24 x 36 in Code AC 13.19-11.. Units English Run axis Biaxial :54108 Run option Investigation Sleess Not considered I I I I I 1112 10 -1600 OUU M (10) (k) Bars: ASTM A615 \ / Date: 07/09/16 Time 092624 (Pmin) (Pmin) -1000 spColumn v4 81 15 day trial license Locking Code 4 1 F514 User Mary Anne Microsoft File i \04 projects\201 6\21 6003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\f \gle_l2ext_c36_c186 cti Project 21600300 Column L2_C36_C186 Engineer MN f c ='5 ksi fy = 60 ksi Ag = 864 inA2 14 bars Ec = 4031 ksi Es = 29000 ksi As = 1298 inA2 rho = 1 50% fc 25 ksi Xo = 0 00 in Ix = 93312 inA4 e_ 0 003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.8 Min clear spacing = 5,07 in Clear cover =.2.12 in Confinement Tied phi(a) = 0 8 phi(b) = 0 9 phi(c) = 0.65 L aay triai ice e. ock ':-ir user: r ie M r sr L:\04 prbject? .4 land PS (d-b)\l L... \gle_12ext_c36_c186.cti 6:18PM enera1 Information: File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central folde ... \gle_12ext_c36_c186.cti Project: 216003.00 - Co : L2_C36_Cl86 Engineer: 'MN C ACI 318-11 '. Unità: English Run Option: Investigation . Slenderness: Not considered . Run Axis: Biaxial Column Type: Structural . . aterial Properties: . f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi . Ultimate Strain = 0.003 in/in Betal' = 0.8 3ection: - .. Rectangular: Width 24. in Depth = 36 in Gross section area, Ag = 864 in-2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282, in . - Xo = 0, in . Yo = 0 in . . einforcement: Bar Set: ASTM A615 Size' Diam (in) Area (in2) Size'Diam (in) Area (in2) Size Diam (in) Area (in2) . # 3 0.38 0.11 # 4 0.50 , 0.20 # 5 0.63, 0.31 , 6 0.75 , ' 0.44 ' # 7 0.88 0.60 # 8 1.00 0.79 , # 9 ' 1:13 1.00 # 10 ' 1.27 1.27 # 11 1.41 1.56 # 14 , 1.69 2.25 # 18. 2.26 4.00 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ' Pattern: Irregular area: As = 12.98 in2 at rho' = 1.50% *teel clear spacing =. 5.07 in ' Area in2 X (in) Y (in) Aiea in2 ' X (in) Y (in) Area in'2 X (in) ' Y (in) , 1.27 -9.2 15.2 , 0.79 -3.0 15.4 0.79 ' 3.0 ,15.4 1.27 9.2 15.2 . 1.27 -9.2 -15.2 0.79 -3.0 -15.4 0:79 3.0' -15.4 1.27 9.2' -15.2 ' 0.79 -9.4 7.6 0.79 -9.4 0.0. .0.79 -9.4 ' -7.6 . 0.79 ' 9.4 7.6 0.79 , 9.4 0.0 0.79 9.4 ' -7.6 'actored Loads and Moments with Corresponding ------------ Capacities: 0 PU Mux Muy PhiMnx , PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi' No. kip , k-ft ' k-ft ' -. k-ft - k-ft. - in in - 1 323.56 -4.77 163.72 -23.85 818.44 ' 4.999 5.59 21.74 0.00881 0.900 2 319.62 6.23 163.72 31.02 815.19 4.979 5.65 21.85 - 0.00878 0.900 '3 315.69' - 17.23 .163.72 84.80 805.80 , 4.922 - - 6.22 22.68 0.00832 0.900 4 389.10 " -4.30 ' ' 277.94 ' ' -13.27 857.93 3.087 5;84 , 21.58 0.00816 0.900 5 385.72 5.02 277.94 15.45 - 855.69 - - 3:079 '5.84 21.61 0.00817 0.900 6 382.35 - 14.33 . 277.94 43.82 849.99 3.058 6.14 22.05 0.00797 0.900 - 7 ' 347.02 33.95 251.99 110.60 820.90 , 3.258 6.68 '- 23.08 0.00775 0.900 8 343.19 71.59 251.99 - 228.26 803.47 3.188 7.96 24.90 0.00672' 0.900 9 339.37 173.21 - 251.99 495.88 , 721.42 2.863 11.20 29.50 0.00498 0.898 10 421.32 . -43.49 - 251.99 - -148.10 858.15 - 3.405 7.53 23.66 0.00676 0.900 11 417.49 -59.89 - 251.99 7201.73 848.77 - 3.368 8.11 24.49 '0.00637 0.900 12 413.67 ' -140.27 - 251.99 -432.99 777.85 3.087 10.92 28.35. 0.00487 0.889, - 13 344.15 37.54 , 251.99 121.83 817.79 . 3.245 6.79 23.25 0.00768 0.900 14 - 340.33 75.97 251.99 241.23 800'.16 3.175 8.09 25.10 .0:00662 0.900 15 336.50 . '185.56 251.99 522.36 709.36 2.815 11.53 29.99 0.00487 0.889 16 424.18 -47.07 251.99 -160.29 ' 858.10 3.405 - 7.68 2-3.85 0.00664 0.900 17 420.36 -64.27 251.99 -216.38 848.38 3.367 .8.29 24.71 0.00624 0.900 - 18 4-16.53 -152.62 - 251.99 -461.88 762.61 3.026 11.35 28.90 0.00472 0.876 19 '204.59 214.31 ' ' 251.99 547.86 644.19 2.556 10.73 30.43 0.00556 0.900 20 - ' 200.76- 249.95 - 251.99 613.59 618.60 2.455 11.50- 31.79 0.00530 0.900 2 - 196.94 - 722.84 251.99 987.62 344.30, 1.366 13.46 39.27- 0.00576 0.900 563.75 -223.85 251.99 -609.02 685.58 - 2.721 14.94 - 31.93 0.00341 0.765 - 559.92 -238.25 251.99 -633.18 669.70 2.658 15.18 32.38 0.00340 0.764 24 556.10 - - -689.90 251.99 -1068.01 390.10 1.548 17.85 39.05 '0.00356 0.778 , ' N].crrsort user: L aay trial .L.icen.se. L:\04 project9P 1and PS (d-b)\1 X\dPL. .\gle_ ge 12ext_c36_c186.cti or 25 202.59 216.79 251.99 ' 552.02 641.65 2.546 10.77 30.52 0.00555 0.900 26 198.76 252.50 251.99 616.78 615.54 2.443 11.52 31.88 0.00530 0.900 27 194.94 730.43' 251.99 988.40 340.99 1.353 13.41 39.28 0.00580' 0.900 28 565.75 -226.32 251.99 -613.27 682.83 2.710 15.02 32.01 0.00340 0.764 2 561.92 -240.80 251.99 -637.37 666.99 2:647 15.25 - 32.46 0.00339 0.763 558.10 -697.49' ' 251.99 -1072.36 387.42 1.537 17.87 39.09 0.00356 0.777 133.88 ' 36.20 ' 24.07 751.54 499.71 20.761 12.77 35.85 0.00542 0.900 32 131.79 69.03 24.07 938.57 327.27 13.597 12.70 39.31 0.00630' 0.900 33 129.71 165.85 24.07 1030.24 149.52 6.212. 9.44 37.21 0.00893 0.900 34 208.17 -41.24 24.07 -843.88 492.53. 20.463 13.78' 36.87 0.00503 0.900 35 206.09 -62.44 24.07 . -971.56 , 374.52 15.560 13.83 39.17 0.00550 0.900 36 204.01 ' -147.63 24.07 -1093.44 178.28 7.407 10.77 37.86 0.00762 0.900 37 131.01 39.78 ' . 24.07 785.24 475.13 19.740 12.99 36.65 0.00546 0.900 38 ' 128.93 .73.41 24.07 948.34 310.95 12.918 12.48 39.38 0.00647 0.900 39 126.85 178.20 24.07 1030.88 '139.24 5.785 ' 9.18 36.99 0.00918 0.900 40 211.04 -44.83 24.07 -878.61 471.74 19.599 14.04 . 37.53 0.00502 0.900 41 ' 208.96 -66.82 24.07 -989.19 356.33 14.804 13.68 39.23 0.00561 0.900 42 206.88 -159.98 24.07 -1100.99 165.65 6.882 ' 10.52 37.60 ' 0.00781 0.900 43' -8.56 216.56 ' 24.07 ' 891.89 ' . 919.13 4.118 7.13 36.18 0.01238 0.900 44 -10.64 247.39 24.07 891.23 86.71 3.603 6.82 35.83 0.01315 0.900 45 -12.72 715.48 , 24.07 896.69 30.17 1.253 5.43 , 34.23 0.01653 0.900 46 350.61 -221.60 24.07 -1249.16 135.68 5.637 11.32 ' 37.05 0.00687 0.900 47 348.52 -240.80 24.07 -1251.94 125.14 5.199 11.08 36.85 0.00701 0.900 48 ' 346.44 -697.26 . 24.07 -1272.84 43.94 1.825 9.07 34.67 0.00863 0.900 49 -10.56 ' 219.03 24.07 889.77 97.78 . 4.062 7.09 36.15 0.01250 0.900 50 -12.64 , 249.95 24.07 889.06 . 85.62 3.557 6.77 35.80 0.01325 0.900 51 -14.72 723.07 24.07 894.36 29.77 ' 1.237 5.40 34.22 0.01662 0.900 52 ' 352.61 -224.07 24.07 -1251.53 134.44 , 5.585 11.32 37.03 0.00687 0.900 53 350.52 -243.36 24.07 -1254.25' ' 124.05 5.154 11.08 36.83 0.00700 0.900 54 348.44 -704.85 24.07 -1274.81 ' 43.53 1.809 9.08 '34.66 0.00862 0.900 55 309.63 5.67 163.72 28.01 808.92 4.941 5.55 21.81 0.00896' 0.900 56 305.06 -6.74 163.72 -33.15 ' 805.20 4.918 5.58 21.89 0.00898 0.900 57 300.49 -19.16 163.72 -93.01 794.77 4.854 6:21 , 22.81 0.00844 0.900 58 370.70 ' 4.71 277.94 14.36 847.18 3.048 5.75 21.60 0.00835 0.900 59 366.78 . ;-6.63 277.94 -20:14 844.12 3.037 5.79 21.69 0.00834 0.900 60 362.86 -17.97 277.94 -54.14 837.40 3.013 6.15 22.21 0.00809 0.900 61' 307.35 49.81 251.99 ' 156.45 791.48 3.141 6.95 ' 23.79 0.00772 0.900 62 302.91 53.22 251.99 166.29 787.37 3.125 7.03 23.94 0.00768 0.900 63 298.48 122.93 251.99 368.03 754.42 , 2.994 9.26 27.10 0.00582. 0.900 64 425.84 -38.98 251.99 -133.44 862.67 3.423 7.39 23.43 0.00684 0.900 6 421.40 -67.39 251.99 -226.67 847.56 3.363 . 8.41 ' 24.87 0.00615 0.900 '416.96 -162.08 , 251.99. -482.93 750.83 2.980 11.65 29.30 0.00463 0.868 305.50 53.84 251.99 168.53 788.78 3.130 7.07 23.97 0.00763 0.900 68 301.06 57.12 251.99 177.88 784.74 ' 3.114 7.15 24.11 0.00758 0.900 '69 296.62 134.73 251.99 397.22 742.93 2.948 9.60 27.63 0.00569 0.900 70 427.69 -43.01 251.99 -147.10 861.84 ' ' 3.420' 7.56 23.64 0.00672 0.900 71 423.25 -71.28 251.99 -239.54 846.84 3.361 8.56 25.07 0.00604 0.900 72 ' 418.81 -173.89 251.99 -508.46 736.83 2:924 12.03 29.78 0.00450 0.857 73 , ' 183.22 254.62 251.99 612.77 606.44 2.407 11.41 31.91 0.00539 0.900 74 178.78 170.16 251.99 443.27 656.44 2.605 9.33 28.52 0.00627 0.900 75 174:34 ' 583.31 251.99 920.74 397.76 1.578 13.69 38.83 0.00551 0.900 76 . ' 549.97 -243.79 251.99 -642.09 663.68 2.634 15.18 32.53 0.00344 0.767 77 , 545.53 -184.32 251.99 -535.76 732.45 2.907 13.76 30.51 0.00369 0.788 78 541.09' -622.47 251.99 -1026.56 415.57 1.649 17.67 38.67 0.00356 0.777 79 181.74 257.32 251.99 616.35 603.59 2.395 11.45 32.01 0.00539 0.900 80 177.30 172.46 251.99 447.71 654.17 2.596 . 9.38 28.61 0.00625 0.900 81 172.87 590.62 251.99 923.13, 393.86 1.563 '13.67 38.90 0.00554 0.900 82 551.45., -246.49 251.99 -646.44 660.86 2.623 15.24 32.62 0.00343 0.766 83 547.01 -186.63 251.99 -540.33 729.56 2.895. 13.84 30.60 0.00366 0.786 84 ' 542.57 -629.78 251.99 -1031.32 412.65 1.638 17.69 38.71 0.00357 , 0.778 85 ' 104.42 47.39 24.07 827.20 ' 420.15 17.455 13.03 38.02 0.00575 0.900 86 102.00 56.74 24.07 875.85 371.55 15.436 12.99 39.07 0.00602 0.900 87 99.59 132.38 24.07 ' 989.61 179.94 7.476 9.88 ' 37.87 0.00859 0.900 88 222.90 -41.40 24.07 ' -849.60 493.96 20.522 13.93 , 36.90 0.00495 0.896 89 '220.49 -63.87 24.07 -987.09 372.00 15.455 13.93 39.18 0.00545 0.900 90 218.07 -152.63 24.07 -1108.30 ' 174.78 7.261 10.82 37.80 0.00755 0.900 91 102.56 51.42 24.07. 849.10 397.47 16.513' 13.01 38.51 0.00588 0.900 92 100.15 60.63 24.07 888.66 352.80 14.657 12.76 39.19 0.00622 0.900 93 97.73 144.19 ' 24.07 992.41 165.67 6.883 9.53 37.55 0.00894 0.900 94 224.76 -45.43 24.07 -887.73 .470.34 '19.541 14.20 37.64 0.00495 0.896 95 222.34 -67.76 24.07 -1002.11 355.97 14.789 13.79 39.24 0.00555 0.900 96 219.93 -164.44 24.07' -1114.58 163.15 6.778 10.59' 37.55 0.00772 0.900 97 -19.72 252.20 24.07 881.03 84.09 3.493 6.68 35.77 0.01349 0.900 98 -22.13 173.67 ' 24.07 871.00 120.72 5.015' 7.52 36.70 0.01175 0.900 99 -24.54 592.76 24.07 881.73 35.80 1.487 5.47 34.40 0.01658 0.900 100 347.03 -246.21 24.07 -1251.81 122.38 ' 5.084 11.01 36.79 0.00706 0.900 10 344.62 -180.80 24.07 -1231.17 , 163.91 6.810 11.82 37.60 0.00660 0.900 10 342.21 -613.01 ' 24.07 -1267.57 49.77 ' 2.068 9.18 34.84 0.00856 0.900 -21.19 254.90 24.07 879.46 83.05 3.450. 6.64 35.74 0.01358 .0.900 104 -23.61 175.98 24.07 ' 869.76 118.96 4.942 7.47 36.67 0.01182 0.900 ec lain, \gle_l2ext_c36_c186 cti t' 105 -'26.02 600.67 24 07 880.02. 35 30 1 467 5 44 .'34.38 0 01666 0.900 106 . .348.51: -248:91 24.07 -1253.68 121.23 5. 037 Z 11.01 36.7.7 0.007.06. 0.900 107 346.10 -183.11: : 24:07 .-1233.30 62;12 6.735 2.046 11.80. 37.57. 0.00660 4.R2 n:nnRss 0.900 : 108 343:68 -620.32 24.07 •-126907 10 565 75 1688 70 ' 251 99 1353 60 49.24 201 99 0 802 9.18 15 17 38 56 '0-00463 O.9flfl 0 868 4 .1 -26.02 1688.70 ; 24.07 882.99 12:59 0.523 . 4.89 33:73 :0.01808 0.900 . •. 11 . 565.75: .661.95 . . 251.99; . 1051.54 400.30 1.589 17.96 . 38.88 0.00349 .0.772 112 26.02 661.95 24 07 880.45 32.02 1.330 5.36 34 29 0.01687 '0.900 4 Section capacity exceeded Revise design' End of output *** Allow to hinge right above upturned beam at SOG -Modeled in ETABS as pinned, therefore OK ., L oay trial ice e. ocK ':'1-.L l'&. user: r ifle m r si - U b PS (d-b)\l 2M enera1, Information: - File Name: i:\04 projects\2016\216003.00 legoland pa (d-b)\l central f ... \gle_12ext_c36_c186_mpr.cti' Project: 216003.00 . Co : L2_C36_C186 . Engineer: MN C AcT 318-11 Units: English Run Option: Investigation . Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4ateria1 Properties: . f'c = 5 ksi fy = 75 ksi Eç = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 - 3ection: Rectangular: Width = 24 in . Depth = 36 in Gross section. area, Ag= 864 in2 Ix- = 93312 in4 ly = 41472 in4 rx = 10.3923 in . ry = 6.9282 in Xo = 0 i . Yo= Din , einforcement: Bar Set: ASTM A615 . . . -. Size Diam (in) Area (in2) Size Diam (in) Area (in'2) Size Diam (in) Area (in2) # 3 0.38 0.11 # '4 . 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 . 1.27 # 11 1.41 ' . 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Other; #5 ties with #10 bars, #5 with larger bars . phi(a) =1, phi(b) = 1, phi (c) = 1 Pattern: Irregular To steel area: As =. 12.98 in2 at rho = 1.50% Mn clear spacing = 5.07 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27. -9.2 15.2 0.79 -3.0 . 15.4 0:79 3.0 15.4 1.27 9.2 15.2 1.27 -9.2 -15.2 . 0.79 -3.0 -15.4 0.79 3.0 -15.4 1.27 9.2 -15.2 0.79 -9.4 7.6 0.79 -9.4 0.0 0.79 -9.4 -7.6 0.79 9.4 7.6 0.79 9.4 0.0 0.79 9.4 -7.6 Factored Loads and Moments with Corresponding Capacities: Pu Mux . Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. .kip k-ft k-ft . k-ft k-ft in in 1' 323.56 -4.77 . 163.72 -29.35 1007.28 6.152 5.91 21.77 0.00817 1.000 2 319.62 - 6.23 163.72 38.19 1003.67 6.130 5.98 - 21.88 0.00815 1.000 3 315.69 17.23 - 163.72 104.34 991.44 6.056 6.58 22.77 0.00770 1.000 4 389.10 -4.30 277.94 -16.19 1046.79 3.766 6.13 21.59 0.00763 1.000 5 . 385.72 5.02 277.94 18.86 1044.49 3.758 6.13 21.63 0.00765 1.000' 6 382.35 14.33 277.94 53.48 1037.22 3.732 6.45 22.09 0.00745 1.000 7 347.02 33.95- 251.99 135.35 '1004.63 3.987 7.04 23.18 0.00721 1.000 8 343.19 . 71.59 251.99 278.60 980.65 3.892 8.37 2509 0.00625 1.000 9 339.37 173.21 251.99 609.16 886.23 3.517 11.39 . 29.58 0.00485 1.000 10 421.32 -43.49 251.99 -179.37'' 1039.30 '4.124 7.86 23.77 0.00636 1.000 11 417.49 -59.89 251.99 -244.09 1027.04 4.076 8.45 24.63 0.00600 .1.000 12 ' 413.67 -140.27 251.99 - -529.96 952.05 .3.778 11.04 28.40 0.00478 1.000 13- - 344.15 37.54 251.99 149.11 1000.90 3.972 7.15 23.37 0.00714 1.000 14 - 340.33 75.97 251:99 294.44 976.64 3.8.76 8.51 - 25.31 - 0.00616 1.000 15 - 336.50 185.56 251.99 642.81 872.94 3.464 11.68 - 30.05 0.00477 1.000 16 424.18 - -4707 251.99 -194.00 .1038.57 4.121 8.01 23.96 0.00625 1.000 17. 420.36 - -64.27 251.99 - -261.64 1025.85 4.071 8.63 24.87 0.00588 1.000. 18 - 416.53 -152.62 251.99 -568.77 - 939.09 3.727 11.38 - - 28.90 '0.00467 1.000 .19 204.59 214.31 - - 251.99 675.42 794.17 3.152 11.47 30.94 0.00511 1.000 20 - 200.76 249.95 251.99 750.45 756.58 - 3.002 12.11 32.21 0.00499 1.000 2' 196.94 722.84 251.99 1226.33 427.51 - 1.697 14.12 39.22 0.00534 1.000 563.75 - -223.85 251.99 -806.30 907.66 3.602 14.00 31.63 0.00378 1.000' 559.92 -238.25 - '- 251.99 -838.67 887.04 3.520 14.24 32.11 0.00377 1.000 - - 24 - 556.10 -689.90 251.99 -1398.56 510.83 - 2.027 16.99 '39.13 0.00391 1.000 Ln aay.triai ice e. ocx :-1r14. user: r ie N r sr u b L:\04 \04 project PS (d-b)\1 1P\@.t .g1e_12ext_.c36_c186jnpr.cti 25 202.59 216.79 251.99 680.85 791.40 3.141 11.52 31.03 0.00510 1.000 26 198.76 252.50 251.99 754.68 753.15 2.989 12.14 32.30 0.00499 1.000 27 194.94 730.43 251.99 1227.84 423.59 1.681 14.08 39.23 0.00537 1.000 28 565.75 -226.32 251.99 -812.56 904.73 3.590 14.06 31.72 0.00377 1.000 561.92 -240.80 251.99 -844.89 884.15 3.509 14.29 32.19 0.00376 1.000 40 558.10 -697.49 251.99 -1403.71 507.13 2.013 16.98 39.14 0.00391 1.000 133.88 36.20 24.07 926.87 616.29 25.604 13.21 35.83 0.00513 1.000 32 131:79 69.03 24.07 1179.38 411.24 17.085 13.54 39.24 0.00570 1.000 33 129.71 165.85 24.07 1318.51 191.36 7.950 10.57 37.64 0.00775 1.000 34 208.17 -41.24 24.07 -1023.31 597.26 24.813 14.09 36.88 0.00485 1.000 35 206.09 -62.44 24.07 -1203.63 463.99 19.277 14.47 39.12 0.00511 1.000 36 204.01 -147.63 24.07 -1374.54 224.11 9.311 11.73 38.21 0.00680 1.000 37 131.01 39.78 24.07 967.98 585.71 24.333 13.43 36.58 0.00517 1.000 38 128.93 73.41 24.07 1193.95 391.48 16.264 13.36 39.30 0.00583 1.000 39 126.85 178.20 24.07 1321.46 178.49 7.416 10.33 37.41 0.00795 1.000 40 211.04 -44.83 24.07 -1064.41 571.50 23.343 14.34 37.54 0.00486 1.000 41 208.96 -66.82 24.07 -1225.53 441.46 18.341 14.31 39.18 0.00522 1.000 42 206.88 -159.98 24.07 -1384.37 208.29 8.653 11.48 37.93 0.00696 1.000 43 -8.56 216.56 24.07 1204.27 133.85 5.561 8.38 36.53 0.01009 1.000 44 -10.64 247.39 24.07 1207.14 117.45 4.879 8.05 36.16 0.01057 1.000 45 -12.72 715.48 24.07 1224.60 41.20 1.712 6.57 34.35 0.01302 1.000 46 350.61 -221.60 24.07 -1531.19 166.32 6.910 11.86 37.13 0.00643 1.000 47 348.52 -240.80 24.07 -1535.20 153.46 6.375 11.62 36.91 0.00657 1.000 48 346.44 -697.26 24.07 -1567.94 54.13 2.249 9.64 34.68 0.00792 1.000 49 -10.56 219.03 24.07 1202.88 132.19 5.492 8.34 36.49 0.01015 1.000 50 -12.64 249.95 24.07 1205.42 116.08 4.823 8.01 36.13 0.01064 1.000 51 -14.72 723.07 24.07 r 1.691 6.55 34.34 0.01307 1.000 52 352.61 -224.07 24.07 1222.69~164 M -1533.58 6.844 11.85 37.10 0.00643 1.000 53 350.52 -243.36 24.07 - 52 .07 6.318 11.61 36.88 0.00657 1.000 54 348.44 -704.85 24.07 -1569.89 53.61 2.227 9.65 34.67 0.00791 1.000 55 309.63 5.67 163.72 . 998.44 6.098 5.89 21.84 0.00827 1.000 56 305.06 -6.74 163.72 -40.96 994.83 6.076 5.93 21.92 0.00827 1.000 57 300.49 -19.16 163.72 -114.82 981.13 5.993 6.60 22.91 0.00776 1.000 58 370.70 4.71 277.94 17.56 1036.14 3.728 6.04 21.61 0.00780 1.000 59 366.78 -6.63 277.94 -24.64 1032.81 3.716 6.09 21.70 0.00779 1.000 60 362.86 -17.97 277.94. -66.22 1024.19 3.685 6.46 22.26 0.00755 1.000 61 307.35 49.81 251.99 192.41 973.43 3.863 7.37 23.94 0.00712 1.000 62 302.91 5322 251.99 204.66 969.06 3.846 7.46 24.11 0.00707 1.000 63 298.48 122.93 251.99 448.87 920.11 3.651 9.73 27.41 0.00549 1.000 64 425.84 738.98 251.99 -161.59 1044.59 4.145 7.71 23.53 0.00644 1.000 6 421.40 -67.39 251.99 -273.98 1024.48 4.066 8.76 25.03 0.00580 1.000 416.96 -162.08 251.99 -597.34 928.70 3.685 11.63 29.27 0.00460 1.000 305.50 53.84 251.99 207.28 970.15 3.850 7.50 24.14 0.00703 1.000 68 301.06 57.12 251.99 218.94 965.87 3.833 7.59 24.30 0.00697 1.000 69 . 296.62 . -134.73 251.99 484.80 906.73 3.598 10.05 27.92 0.00539 1.000 70 427.69 -43.01 251.99 -178.02 1043.01 4.139 7.88 23.75 0.00633 1.000 71 423.25 -71.28 251.99 -289.39 1023.06 4.060 8.92 25.24 0.00569 1.000 72 418.81 -173.89 251.99 -632.47 916.54 3.637 11.94 29.72 0.00452 1.000 73 183.22 254.62 251.99 753.74 745.96 2.960 12.04 32.33 0.00506 1.000 74 178.78 170.16 251.99 553.74 820.04 3.254 10.15 29.12 0.00569 1.000 75 174.34 583.31 251.99 1136.43 490.94 1.948 14.17 38.63 0.00518 1.000 76 549.97 -243.79 251.99 -848.66 877.20 3.481 14.27 32.28 0.00379, 1.000 77. 545.53 -184.32 251.99 . -695.01 950.17 3.771 13.03 30.25 0.00399 1.000 78 541.09 -622.47 251.99 -1345.52 544.70 . 2.162 16.87 38.78 0.00389 1.000 79 181.74 257.32 251.99 758.32 742.61 2.947 12.07 32.42 0.00506 1.000 80 177.30 172.46 251.99 559.45 817.44 3.244 10.20 29.22 0.00568 1.000 81 172.87 590.62 251.99 1140.57 486.63 1.931 14.16 38.69 0.00520 1.000 82 551.45 -246.49 251.99 -854.97 874.05 3.469 14.33 32.36 0.00378 1.000 83 - 547.01 -186.63 251.99 -702.04 947.90 3.762 13.09 30.33 0.00398 1.000 84 542.57 -629.78 251.99 -1351.66 540.83 2.146 16.89 38.83 0.00390 1.000 85 104.42 47.39 24.07 1029.43 522.86 21.722 13.57 37.86 0.00537 1.000 86 102.00 56.74 24.07 1096.71 465.24 19.329 13.59 38.78 0.00556 1.000 87. 99.59 - 132.38 24.07 1271.55 231.20 9.605 11.03 38.33 0.00745 1.000 88 222.90 -41.40 24.07 -1032.49 600.29 .24.939 14.21 36.91 0.00479 1.000 89 220.49 -63.87 24.07 -1220.46 459.94 19.108 14.54 39.14 0.00508 1.000 90 218.07 -152.63 24.07 -1389.86 219.18 9.106 11.75 38.12 0.00677 1.000 91 102.56 .51.42 24.07 1059.95 496.17 20.614 13.58 38.28 0.00546 1.000 92 100.15 60.63 24.07 1119.77 444.55 18.469 13.58 39.11 0.00564 1.000 93 97.73 144.19 24.07 1277.59 213.27 8.860 10.70 38.01 0.00772 1.000 94 224.76 -45.43 24.07 -1078.04 571.17 23.730 14.47 37.64 0.00480 1.000 95 222.34 -67.76 24.07 -1238.66 440.00 18.280 14.41 39.20 0.00517 1.000 96 219.93 -164.44 24.07 -1398.11 204.65 8.502 11.52 37.87 0.00691 1.000 97 -19.72 252.20 24.07 1198.50 114.39 4.752 7.92 36.08 0.01080 1.000 98 -22.13 173.67 .24.07 1178.49 163.33 6.786 8.83 37.06 0.00970 1.000 99 -24.54 592.76 24.07 1210.47 49.15 2.042 6.64 34.54 0.01297 1.000 100 347.03 -246.21 24.07 -1535.43 150.11 6.236 11.55 36.85 0.00661 1.000 10 344.62 -180.80 24.07 -1510.63 201.11 8.355 12.43 37.74 0.00615 1.000 10 342.21 -613.01 24.07 -1561.94 61.33 2.548 9.75 34.86 0.00785 1.000 -21.19 254.90 24.07 1197.32 113.06 4.697 7.88 36.05 0.01086 1.000 104 -23.61 175.98 24.07 1177.87 161.10 6.693 8.78 37.02 0.00976 1.000 L.oay trial' ice e. oc '':-l'il'i. user: r i,ne 'N r V Lb u#7 . \04 1and PS (d-b)\1 U g1e_12ext_c36_c186_mpr cti 105 -26 02 600.07 24 07 1209.13 48 50 2..015 -6.611 . 34.52 0 01302 1 000 106 348 51 -248.91. 24.07 -1537.34 148'..66 6.176 11.53 36.82' 0.00661 1 000 107 346 10 183.11 ..24.07 '-1512A5 198 87 60.67 8,262 12.41 ' 37 70 0.0'0616 0.007A5 1.000 1 nno.: •' ' 108 343.68 -620.32 ' 24.07 10 565.75 1688.70 - 251.99 -1563.45 . 1643.77 .245.28 2.520 0.973 9.75 .14.96 34.84 38.53 0.0047.3 1.000 # : -26.02 . .1688:70 :24.07 1217.24 . 1.7.35 ' 0.721 6.02 33.78 0.01403 1.000 # 11W. V 565.75 661.95 251.99 ' 1384.38 527.00 2.091 ' 17.07 ' 39.02 0.00386. .1.OW) . .. 112 -26 02 661..9.8' 2.4-.07 1210 30 44.V1 1 828 6 53 34A1. 0.01317 1.006 4 Section capacity exceeded Revise design' *** End of output Allow to hinge right above upturned beam at SOG - Modeled in ETABS as pinned, therefore OK S S Hope Amundson 21300 00 Calcu'lations' by M Nekuda P (kip) MF 148 3000 (Pmax) (Pmax) o • y 0 -j —x 0 o 0 0 .24,x 36 in Code AC131811 Units English Run axis Biaxial Run option Investigation SleSness Not considered I 1 1*112 -1600 1600 Column type Structural M (4°) (k-ft) Bars: ASTM A615 '. ,' : 0 ': Date 07/09/16 Time 09 30 29 (Pmin) (Pmin) -1000 spColumn v4 81 15 day trial license Locking Code 4-1 F514 User Mary Anne Microsoft File i:\04 projects \2016\21 6003.00 legoland PS (d b)\1 central folders\03 calcS\spcolumn\mf columns* \gle_13ext_c36_c63 cti Project 21600300 Column L3 C36'063 Engineer MN f c = 5 ksi fy = 60 ksi Ag = 864 in A2 14 bars Ec = 4031 ksi Es = 29000 ksi As = 12.98 In .2 rho = 1 50% fc 25 ksi Xo = 0.00 in lx = 93312 inA4 e_ 0 003 in/in Yo = 0 00 in ly = 41472 inM Betal = 0.8 Min clear spacing = 5.07 Jn Clear cover = 2.12 in Confinement Tied phi(a) = 0 8 phi(b) = 0 9, phi(c) = 0.66 L oay trial ce e. oc1c ':q-il'j. User: r 'M r sr 2 U b .:\04 project ps (d-b)\l C.c. . .\gle_13ext_c36_c63.cti ,;eneral Information: File Name: i:\04 projects\2016\216003.00 legoland p5 (d-b)\l' central folder.. .\gle_13ext_c36_c63.cti Project:, 216003.00 : Co : L3_C'36_C63 Engineer: MN C ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered 'Run Axis: Biaxial Column Type: Structural laterial Properties: fc = 5 ksi fy = 60 ksi Ec =4030.51 ksi , Es = 29000 ksi Ultimate strain 0.003 in/in ' Betal = '0.8 3ection: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry= 6.9282 in ' Xo= 0 i , , Yo= 0 i ' einforcement: Bar Set:, ASTM A615 ' Size D,iam (in) Area (in2) Size Diam (in) Area (in"2) Size Diam (in) Area (in2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 4 6 0.75 0.44 # 7 '0.88 0.60 # 8 1.00 0.79 4 9 1.13 1.00 #10 1.27 1.27 . # 11 ' 1.41 . 1.56 # 14 . 1.69 . 2.25 4 18 2.26 4.00 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular To steel area: As = 12.98 in2 at -rho = 1.50% M*n clear spacing = 5.07 in Area in2. X (in) Y (in) . Area in2 X (in) Y (in). 1.27, -9.2 15.2 0.79 -3.0 15.4 1.27 9.2 15.2 1.27 -9.2 -15.2 0.79 3.0 -15.4 1.27 9.2 -15.2 0.79 -9.4 0.0 0.79 -9.4 -7.6 0.79 . 9.4 0.0 - 0.79' 9.4 -7.6 factored 'Loads and Moments with Corresponding Capacities: Area in2 X (in) Y (in) 0.79 3.0 154 0.79 -3.0 -15.4 0.79 -9.4 7.6 0.79 9.4 7.6 PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi k-ft in in 744.83 .3.340 4.88 21.73 0.01055 0.900 742.06 3.327 4.81 21.66 0.01069 0.900 734.37 3.293 5.22 '22.28 0.01026 0.900 776.71 2.051 5.06 21.58 0.00990 0.900 774.27 2.045 - 5.00 21.54 0.01000 0.900 768.86 2.031 5.24 21.90 0.00980' 0.900 748.17 2.180 5.94 23.04 0.00921 0.900 745.94 2.173 5.82 22.91 0.00937 0.900 726.74 2.117 7:39 25.15 0.00766 0.900 774.46 2.256 6.63 23.59 0.00819 0.900 779.14 , 2.270 - - 5.88 - 22.59 0.00895 0.900 764.64 2.228 6.94 24.10 - 0.00-794 0.900 746.55 - 2.307 6.01 23.15 0.00914 0.900 743.55 2.297 5.97 23.13 0.00922 0.900 722.74 2.233 - 7.70 25.59 0.00732 0.900 775.12 2.258 - 6.65 23.61 0.00817 0.900 778.96 2.269 5.98 22.72 0.00884 0.900 763.63 2.225 7:11 24.33 0.00776 0.900 716.50 2.214 4.90 22.07 0.01092 0.900 646.29 ' 1.997 9.68- 29.11 0.00612 0.900 516.72 1.597 13.07 35.74 0.00520 0.900 816.61 2.379 6.30 22.65 0.00815 0.900 726:07 2.115' 10.88 29.15 0.00512 0.900 576.65 1.680 14.11 34.61 0.00436 0.846 Pu Mux Muy PhiMnx No. kip' k-ft' k-ft k-ft 1 - , 216.63 , -6.92 223.01 -23.11 2 - 212.07 - 5.56 223.01 18.50 3 - ' 207.50 18.03 223.01 59.37 4 - 260.19 .-6.50 - 378.63 -13.33 5 256.28 5.21 378.63 10.65 6 - 252.36 16.92 378.63 34.36 7 , 234.66 - 49.97 343.27 108.91 8 230.22 - 46.45 '343.27 100.94 9 , 225.78 - 116.88 343.27 24 7.45 10 279.36 ' -64.12 343.27 -144.66 11 274.93 -35.10 343.27 -79.67 -.12 , 270.49' -80.02 343.27 -178.25 13 - 233.48 50.35 323.65 116.14 14 229.05 50.13 - 323.65 115.17 15 224.61 123.85 323.65 276.57 16 - 280.54 -64.50 - - 343.27 -145.64 17 276.10 - -38.77 343.27 -87.98 18 271.66 -86.98' 343.27 -193.49 19 - 180.65 - 20.61 323.65 45.63 20 1-76.21 , 236.89, 323.65 473.04 2 171.78 481.00 323.65 767.93 333.37 -34.76 343.27 -82.69 328.93 -225.53 343.27 -477.03 24 324.50 -444.13 343.27 -746.09 ID oay triai ice e. oc ':-i'Di'. user: r ixie M r sr . U OV b L:\04 project? PS (d-b)\1' .\gle_l3ext_c36_c63.cti 25 179.81 20.74 343.27 43.27 716.14 2.086 4.87 22.03 0.01097 0.900 26 175.37 239.56 . 343.27 454.31 650.99 1.896 9.45 28.75 0.00623 0.900 27 170.94 486.48 343.27 748.80 528.37 1.539 12.93 35.35 0.00520 0.900 28 334.21 -34.89 343.27 -83.05 817.05 2.380 630 22.66 0.00813 0.900 2 329.77 -228.20 343.21 -481.61 724.46 2.110 10.94 29.23 0.00510 0.900 325.34 -449.61 343.27 -751.10 573.45 1.671' 14.17 34.72 0.00435 0.845 92.15 53.38 38.36 ' 700.46 503.37 13.122 12.19 35.17 0.00565 0.900 32 89.74 43.71 38.36 615.13 539.84 14.073 11.11 32.90 0.00590 0.900 33 87.33 107.98 38.36 900.22 . 319.80 8.337 12.24 39.32 0:00665 0.900 34 136.86 -60.70 '38.36 -772.42 488.14 12.725 12.93 36.27 0.00541 0.900 35 '134.45 -37.84 38.36 -579.40 587.36 15.312 10.80 31.50 0.00576 0.900 36 132.03 -88.92 38.36 -892.03 384.82 10.032 13.28 38.92 0.00579 0.900 37 90.98 53.77 ' 38.36 702.40 501.10 13.063 12.20 35.24 0.00566 0.900 38 88.57 47.39 38.36 ' 648.49 524.92 13.684 11.54 33.82 0.00580 0.900 39 86.15 114.95 38.36 910.56 303.86 7.921 12.02 39.39 0.00683 0.900 40 138.03 -61.09, 38.36 -775.53 486.97 12.695 12.96 36.33 0.00541 0.900 41 135.62 . -41.51 38.36 ' -617.39 570.54 14.873 11.28 32.48 0.00565 0.900 42 133.21 -95.89 38.36 -911.13 364.49 9.502 13.15 39.16 0.00594 0.900, 43 38.15 24.03 38.36 362.38 578.48 15.080 7.51 27.08 0.00786 0.900 44 35.73 234.14 .38.36 928.09 152.05 3.964 8.67 37.29 0.01006 0.900 45 33.32 472.10 38.36 943.70 76.68 1.999 6.93. 35.51 0.01279 0.900 46 190.87 -31.34 38.36 -524.28 641.72 16.729 10.38 30.04 0.00576 0.900 47 188:45 -228.27 38.36 -1077.25 '181.03 4.719 10.69 37.92 0.00772 0.900 48 186.04 -453.04 38.36 -1104.87 93:55 2.439 8.71 35.95 0.00951 0.900, 49 37.31 24.15 38.36 363.60 577.55 15.056 7.52 27.11 0.00786 0.900 50 34.89 236.82 38.36 927.67 150.26 3.917 8.63 37.26 0.01012 0.900 51 32.48 477.57 38.36 . 942.89 75.74 1.974 6.90 35.49 0.01285 0.900 52 191.71 -31.47 38.36 -526.42 641.68 16.728 10.41 30.08 0.00574 0.900 53 ' 189:29 -230.95 . 38.36 -1078.76 179.18 4.671 10.65 37.88 0.00774 0.900 54 186.88 -458.51 ' 38.36 -1105.96 92.53 2.412 8.69 35.92 0.00953 .0.900 55 206.36 12.90 223.01 42.54 735.37 3.297 5.03 22.02 '0.01049 0.900 56 201.79 ' -14.37 223.01 747.14 731.59 ' 3.281 5.05 . 22.09 0.01051 0.900 57 , 197.23 -41.64 ' 223.01 -134.25 718.98 . 3.224 5.97 '23.42 0.00945 0.900 58 247.37 14.03 378.63 28.39 766.04 .2.023 5.14 21.81 0.00995 0.900 59 243.45 -16.23. 378.63 -32.70 762.79 2.015 5.16 21.87 0.00997 0.900 60 239.54 -46.49 , 378.63 -92.51 753.40 1.990 5.79 22.79 0.00933 0.900 61 196.56 79.40 343.27 165.42 715.16 2.083 6.31 23.90 0.00905 0.900 62 192.12 27.25 343.27 ' 57.44 723.53 2.108 5.10 22.25 0.01055 '0.900 63 187.68 87.87 343.27 181.02 707.18 2.060 6.42 24.13 0.00897 . 0.900 64 292.48 ' 750.62 '343.27 -116.00 786.63 2.292 6.40 23.16 0.00832 0.900 6 288.05 -60.06 343.27 -136.68 781.17 2.276 6.60 23.47 0.00816 0.900 283.61 -182.27 343.27. -391.87 ' 738.01 2.150 . 9.43 27.51 0.00581 0.900 196.20 79.71 323.65 175.80 713.79 2.205 6.42 24.06 0.00892 0.900 68 191.77 30.60. 323.65 68.27 . 722.12' 2.231 5.22 22.42 0.01041 0.900 69 ' 187.33 94.27 323.65 205.16 704.37 2.176 6.68 24.50 0.00865 0.900 70 292.84 -50.93 343.27 -116.73 ' 786.78 2.292 6.41 23.17 0.00831 0.900 71 288.40 -63.41 343.27 -144.18 780.51 2.274 6.69 23.59 0.00808 0.900 72 .283.96 -188.67 343.27 -403.57 734.26 2.139 9.58 27.72 0.00575 0.900 73 156.59 66.52 323.65 ' 141.61 689.02 2.129 5.80 23.53 0.00998 . 0.900 74 152.15 197.29 323.65 396.85 651.02 2.011 8.61 27.66 0.00671 0.900 75 147.72 427.00 323.65 707.45 536.22 1.657 12.45 '34.66 0.00536 0.900 76 332.45 -37.75 343.27 -89.65 815.18 2.375 6.37 22.76 0.00809 0.900 77 328.01 -230.10 343.27 -484.46 , 722.73 2.105 10.97 29.28 0.00509 0.900 78 323.57 -521.40 343.27 ' -811.52 534.27 1.556 14.62 .35.91 0.00437 0.846 79 156.13 66.73 . 343.27 134.03 689.47 2.009 5.71 23.42 0.01009 0.900 80 151.70 199.50 343.27 380.77 ' 655.18 , 1.909 8.41 27.33 0.00681 0.900 81 . 147.26 431.62 343.27 686.41 545.91 1.590' 12.18 34.12 0.00541 0.900 82 332.91 -37.95 . 343.21: -90.14 815:38 2.375 6.38 ' 22.77 0.00808 0.900 83 328.47 -232.31 343.27 -488.18 721.35 2.101 . 11.02 29.35 0.00507 0.900 84 324.03 -526.02 343.27 -815.21 531.99 1.550 14.64, 35.98 0.00437 0.846 85 61.11 71.82 38.36 '782.15 417.76 10.890 12.60 37.78 0.00600 0.900 86 58.70 36.06 38.36 519.73 552.88 14.413 9.74 30.70 0.00651 0.900 87 56.28 113.06 38.36 882.73 299.50 7.808 ' 11.73 39.39 0.00708 0.900 88 157.04 -58.19 38.36 -767.86 506.19 13.196 13.00 35.91 0.00529 0.900 89 154.62 -51.25 38.36 -716.48 536.28 13.980 12.57 , 34.80 0.00531 0.900 90 152.21 -157.08 38:36 -1009.87 246.62 6.429 11.63 38.86 0.00706 0.900 91 60.76 72.13 38.36 783.13 416.48 10.857 12.59 37.80 0.00601 0.900 92 58.34 39.41 38.36 556.59 541.76 14.123 10.23 31.61 0.00627 0.900, 93 55.93 119.46 . 38.36 890.55 285.96 7.455 11.50 39.30 0.00727 0.900 94 157.39 -58.50 ' 38.36 -770.12 504.98 13.164 13.02 35.96 0.00529 0.900 95 154.98 -54.60 38.36 ' -742.07 521.35 13.591 12.80 35.38 0.00529 0.900 96 152.57 -163.48 38.36 -1015.10 238.19 .6.209 11.49 38.78 0.00716 0.900 97 21.15 58.95 38.36 692.68 450.74 11.750 11.80 36.04 0.00616 0.900 98 18.73 206.10 38.36 903.71 168.20 4.385 8.88 37.63 0.00987 0.900 99 16.32 452.19 38.36 923.77 78:36 . 2.043 6.83 35.57 0.01306 0.900 100 197.00 -45.32 38.36 -684.78 579.61 15.110 12.32 33.55 0.00518 0.900 10 194.59 -221.29 ' 38.36 ' -1080.88 187.37 4.884 10.88 38.05 0.00755 0.900 1 0 192.18 -496.21 38.36 -1112.82 86.03 2.243 8.59 35.75 0.00965 0.900 20.69 59.16 38.36 693.51 449.68 11.723 11.81 36.08 0.00616 0.900 104 ' 18.28 208.31 38.36 903.74 166.42 . 4.338' 8.84 37.60 0.00992 0.900 -jjjq • user: L oay triai License. q L:\04 project9Pi 9R41and PS (d- b)\1 c All . .\gle_l3ext_c36_c63.cti 105 15.86 456.81 38.36 923.36 77.54 2.021 6.81 35.55 0.01311 0.900 106 197.46 -45.53 38.36 -686.98 578.80 15.089 12.35 - 33.60 0.00517 0.900 107 195.05 -223.50 38.36 -1081.95 185.70 4.841 10.85 3802 0.00758 0.900 108 192.63 -500.83 38.36 -1113.45 85.28 2.223 8.58 .35.73 0.00967 0.900 10 334.21 432.60 343.27 736.53 584.44 . 1.703 14.08 34.38 .0.00433 0.843 1 15.86 432.60 38.36 922.69 81.82 2.133 6.91 35.67 0.01288 0.900 11 334.21 616.30 343.27 881.71 491.09 1.431 15.17 37.23 0.00436 0.846 112 15.86. 616.30. 38.36 926.46 57.67 1.503 6.33 34.99 0.01416 0.900 *** End of output Hope Amundson 21300 00 Calculations by M Nekuda P (kip) MF 152 3000 (Pmax) (Pmax) o • y -f—x 0 o o 0 0 --24 x 36 in Code AC131811 Units English Run axis Biaxial Run option Investigation Sleiess Not considered 1120 1600 Column type Structural M'(3 0) (k-ft) -Bars:.ASTMAG15 Date 07/09/16 Time 1011 52 (Pmin) (Pmin) -1000 spColumn v4 81 15 day trial license Locking Code 4-1 F514 User Mary Anne, Microsoft File i:\04 projects\201 6\21 6003 00 legoland ps (d b)\1 central folders\03 calcs\spcolumn\mf columns\fr \gle_14ext_c36_c63 cti Project 21600300 Column L4_C36_C63 Engineer MN fc = 5 ksi fy, = 60 ksi Ag = 864 inA2 14 bars Ec = 4031 ksi Es = 29000 ksi As ='12.98 inA2 rho = 1.50%. fc 25 ksi X01 = 0.00 in lx = 93312 inA4 e_ 003 in/in Yo =000 in ly=41472in"4 Betal = 0.8 Min clear spacing = 5 07 in Clear cover = 2.12 in Confinement Tied phi(a) = 0 8, phi(b) = 0.9,-phi(c) = 0.65 M].CrSOtt LD oay trial L: \04 project? .L1cense. '1-1 ' J,'. user: Rf 499qland PS (d-b) \l le Xz\PAc. . \gle_14ext_c36_c63 cti eneral Information: ' File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\1 central folder.. .\gle_14ext_c36_c63.cti Project: 216003. 00 Co : IA-C36-C63 Engineer: MN C' ACI 318-11 Units: English Run Option: Investigation ' Slenderness: Not considered Run Axis: •. Biaxial ' Column Type: Structural 4ateria1 Properties: f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in"2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 'in ' ry = 69282 in 'Xo = 0 in Yo = 0 in einforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) # 3 0.38 0.11 # 6 0.75 ' 0.44 '# 9 1.13 1.0C # 14 .1.69 . 2.25 Size Diam (in) Area'(in2) # 4 :0.50 0.20 # 7 0.88 0.60 # 10 1.27 .1.27 # 18 - 2.26 4.00 Size Diam (in) Area (in2) 5 0.63 - 0.31 # 8 1.00 0.79' # 11 1.41 1.56 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular' To steel area: As = 12.98 in2 at rho = 1.50%' M*n clear spacing = 5.07 in Area 'in2 X' (in) Y(in) Area in2 X (in) Y (in) Area in2 ' X (in) Y (in) 1.27 -9:2 15.2 0.79 -3.0 15.4 0.79 3.0 - 15.4 1.27 9.2 15.2 1.27 '-9.2 -15.2 0.79 -3.0 -15.4 0.79 3.0 -15.4 1.27 9.,2 -15.2 0.79 -9.4 ' 7.6 0.79 -9.4 , 0.0 .0.79 -9.4 -7.6 , 0.79 9.4 7.6 0.79 9.4 0.0 0.79 9.4 -7.6 - - ?actored Loads' and Moments with Corresponding Capacities: Pu Mux - ' - Muy PhiMnx PhiMny PhiMn/Mu NA depth'Dt depth eps_t Phi No. - kip k-ft k-ft k-ft k-ft in Iin 1 ' 107.22 -2.54 371.43 -4.56 666:55 1.795 4.02 21.44 0.01306 0.900 2 103.39 12.97 371.43 23.11 661.84 1.782 4.20 21.73 0.01283 0.900 3 99.56 28.48 371.43 50.32 656.29 1.767 4.47 - 22.14 0.01246 0.900 4 129.12 -1.86 623.04 -2.04 683.17. 1.097 4.12 21.41 0.01260 0.900 5 ' 125.83 11.48 623.04 12.52 679.66 1.091 .4.22 21.57 0.01251 0.900 6 122.55 24.82 623.04 26.92 675.76 1.085 4.35 21.79 0.01235 0.900 7 119.61 12.05 570.72 14.25 674.84 1.182 4.20 21.59 0.01262 0.900 8 115.89 ' 48.78 ( 570.72 57.08 667.78 1.170 4.64 22.24 0.01201 0.900 9 112.17 100.65 570.72 116.24 ' 659.12. 1.155 ' 5.25 , 23.15 0.01112 0.900 10 135.22 -16.59 570.72 -19.94 685.89 1.202 4.35 21.68 0.01219 0.900 11 131.50 -23.13 570.72 -27.65 682.34 1.196 4.41 21.80 0.01215 0.900 12 127.77 -44.81 570.72 -53.15 67,6.99 1.186 4.67 22.18 0.01183 0.900 13 119.28 - 12.79 - .565.73 15.25 ' 674.50: 1.192. 4.21 21.61 0.01261 0.900 14 115.56 50.73 565.73 59.83 667.26 - 1.179 4.67 22.29 0.01197 0.900 15 111.84 103.82 565.73 120.83 658.42 1.164 5.30 23.22 0.01105 0.900 16 135.55 -17.33 570.72 -20.83 686.04 1.202 4.36 21.69 0.01217 0.900 17 131.83 -25.08 570.72 -29.99 682.35 1.196 4.44 21.83 0.01211 0.900 18 • 128.11 -47.98 570.72 -56.90 676.87 1.186 4.71 22.24 0.01177 0.900 19 106.25 51.30 565.73 - 59.88 660.33 1.167 4.61 22.29 0.01216 0.900 20 102.53 139.11 565.73 159.28 647.74 1.145 5.66 23.80 0.01058 0.900 2 98.81 227.91 565.73 256.01 635.47 1.123 6.68 25.28 0.00900 0.900 148.58 -55.84 570.72 -67.59 690.84 1.210 ' 4.95 22.41 0.01120 0.900 144.86 -113.46 570.72 -135.41 681.14 1.193 - 5.66 23.44 0.01026 0.900 24 141.14 -172.07 570.72 _202.48 671.59 1.177 - 6.36 24.46 0.00930 0.900 T1N ~ggrrn.crsort L uay triai j..icense. LocK '-iDi. user: L:\04 project9 0land ps (d-b)\1 .'.\gle_l4ext_c36_c63.cti . 1itN 25 106.03 52.03 570.72 60.18 660.14 1.157 4.62 22.29 0. 01216 0.900 26 102.31 140.52 570.72 . 159.44 647.56 1.135 5.66 23.80 0.01058 0.900 27 98.58 230.01 570.72 256.04 635.30 1.113 6.6.7 25.28 0.00901 0.900 28 148.80 -56.57 . 570.72 -68.48 690.90 1.211 4.96 22.42 0.01119 0.900 145.08 -114.87 570.72 -137.09 681.13 1.193 5.68 23.46 0.01023 0.900 2 0 141.36 -174.17 570.72 -204.93 671.50 1.177 6.39 24.50 0.00926 0.900 48.87 12.97 33.92 229.92 601.29 17.727 6.11 24.90 0.01014 0.900 32 46.84 42.80 33.92 635.14 503.36 14.840 . ' 11.28 33.99 0.00605 0.900 33 44.82 87.78 33.92 849.18 328.14 9.674 12.03 39.24 0.00680 0.900 34 64.48 -15.66 33.92 -280.69 607.99 17.924 6.74 25.67 0.00898 0.900 35 62.45 -29.10 33.92 -484.41 564.64 16.646' 9.28 29.85 0.00675 0.900 36 60.43 . -57.68 ' 33.92 -750.76 441.50 13.016 12.41 36.98 0.00593 0.900 37 48.54 13.72 33.92 242.63 599.85 17.684 6.24 25.09 0.00990 0.900 38 . 46.51 - 44.76 3392 654.27 ' ' 495.82 14.617 11.55 34.54 0.00598 0.900 39 44.49 90.95 33.92 855.37 319.01 9.405 ' 11.91 39.29 0.00691 0.900 40 , 64.81 -16.40 33.92 -293.49 . 607.01 17.895 ' 6.88 2586 0.00874 0.900 41 62.78 -31.05 ' 33.92 -510.81 558.02 16.451 9.63 30.46 0.00655 0.900 42 60.76 -60.85 33.92 . -768.78 428.54 ' 12.634 ' 12.55 37.46 0.00596 0.900 43 35.51 52.23 33.92 702.44 456.19 13.449 . 11.95 36.09 0.00606 0.900 44 33.48 133.14 . 33.92 , 897.75 228.72 6.743 10.28 38.70 0.00832 0.900, 45 31.46 215.04 33.92 925.07 145.92 4.302 8.50 37.17 0.01027 0.900 46 77.84 -54.92 33.92 -745.17 460.24 13.568 '12.45 36.52 0.00580 0.900 47 . 75.81 -119.43 33.92 -924.39 , 262.54 7.740 11.25 39.04 .0.00745 0.900 48 73.79 -184.94 . 33.92 , -963.11 176.64 5.208 9.55 37.77 0.00898 0.900 49 . 35.29 52.95 33.92 706.71 452.72 13.347 11.98 36.22 ' 0.00607 0.900 50 33.26 134.55 33.92 898.70 226.56 6.679 10.24 38.67 0.00836 0.900 51 31.23 217.14 ' 33.92 925.23 144.53 4.261 8.47 37.14 0.01031 0.900 52 78.06 -55.64 33.92 -749.80 457.10 13.476 12.49 36.64. 0.00580 0.900 53 . 76.04 . -120.85 33.92 -926.12 259.94 7.663 11.21 39.01 0.00748 0.900 54 , 74.01 -187.04 33.92 -963.93 174.81 5.154 9.51 37.73 0.00902 0.900 55 ' 100.75 -6.45 371.43 -11.48 661.01 1.780 4.06 21.55 0.01309 0.900 56 96.67 -13.24' 371.43 -23.41 656.78 1.768 4.17 21.73 0.01298 0.900 57 92.60 -20.04 371.43 -35.21 652.57 1.757 4.27 21.91 0.01287 0.900 58 121.04 ' -9.21 623.04 -10.00 676.34 1.086 4.16 21.53 0.01266 0.900 59 117.54 -11.74 623.04 -12.69 673.46 1.081 4.17 21.57 0.01269 0.900 60 114.05 -14.28 ' 623.04 -15.37 ' 670.58 1.076 4.18 21.61 ' 0.01272 0.900 61 101.74 15.96 570.72 18.49 661.06 1.158 4.14 21.66 0.01295 0.900 62 97:78 26.92 570.72 30.98 656.87 ' 1.151 4.25 21.85 0.01283 0.900 63 93.82 55.70 570.72 63.51 650.71 1.140 4.58 22.34 0.01236 0.9,00 64 137.35 -33.08 570.72 ' -39.73 .685.45 1.201 4.58 21.98 0.01184 0.900 6 133.39 -53.14 . , 570.72 -63.33 680.12 1.192 4.81 22.34 0.01156 0.900 129.43 -91.01 570.72 ' -107.28 672.74 1.179 5.26 23.01 0.01095 0.900 101.73 16.52 565.73 19.30 660.98 1.168 4.15 21.67 0.01293 0.900 68 97.77 28.86 565.73 33.50 656.61 1.161 4.28 21.89 0.01278 0.900 69 ' 93.81 59.02 565.73' 67.84 650.28 1.149 4.63 22.41 0.01228 0.900 70 . 137.36 -33.64 570.72 -40.40 685.39 1.201 . 4.59 ' 21.99 0.01183 0.900 71 133.40 -55.08 570.72 -65.62. 679.90 1.191 4.83 22.37 0.01152 0.900 72 129.44 -94.34 570.72 -111.14 672.36 1.178 '5.30 23.07 0.01089 0.900 73 88.45 37.75 '565.73 43.28 648.67 1.147 4.33 22.04 0.01282 0.900 74 84.49 129.33 565.73 145.34 635.78 1.124 5.40 23.59 0.01112 0.900 75 80.53 '222.97 565.73 245.59 623.13 1.101 ' 6.46 25.12 0.00942 0.900 76 150.65 -54.88 570.72 -66.59 692.45 1.213 ' 4.95 22.39 0.01118 0.900 77 146.68 -155.55 570.72 -184.63 677.42 1.187 6.20 ' 24.19 0.00949 0.900 78 142.72 ' -258.28 . 570.72 -299.92 662.74 1.161 7.42 25.95 0.00781 0.900 79 88.25 38.03 570.72 43.21 648.53 1.136 4.33 22.03 0.01283 0.900 80 84.29 130.88 570.72 145.76 635.59 1.114 5.41 ' 23.60 0.01112 0.900 81 '80.33 225;78 570.72 246.42 622.90 1.091 6.46 25.14 0.00940 0.900 82 150.84 -55.16 570.72 -66.94 692.56 1.213 4.95 22.40 - 0.01117 0.900 83 146.88. -157.10 570.72 -186.46 677.37 1.187 6.22 24.22 0.00946 0.900' 84 142.92 -261.09 570.72 -303.10 662.56 1.161 7.46 25.99 0.00776 0.900 85 . 35.45 21.11 33.92 359.26 - 577.27 17.019 7.45 27.01 0.00791 0.900 86 33.29 33.02 33.92 520.82 535.02 15.773 9.66 30.92 0.00663 0.900 87 ' 31.14 62.76 33.92 757.05 409.16 12.063 12.30 37.75 0.00621 0.900 88 7.1.06 -27.93 33.92 -472.45 573.77 16.915 9.15 29.53 0.00678 0.900 89 68.91 -47.03 33.92 -686.68 495.26 14.601 11.99 ' 35.13 0.00579 0.900 90 66.75 -83.95 33.92 -859.46 347.27 10.238 12.46 39.18 0.00644 0.900 91 35.44 . 21.67 33.92 367.47 575.20 16.957 7.56 27.20 0.00785 0.900 92 33.29 34.97 33.92 544.57 528:22 15.573 9.99 31.52 0.00647 0.900 93 31.13 66.09 33.92 771.01 395.71 11.666 12.29 38.07 0.00630 0.900 94 71.07 -28.49 33.92 -480.22 571.74 16.856 - 9.26 29.71 0.00673' 0.900 95 68.91 -48.97 33.92 -700.51 485.22 14.305 12.09 35.50 0.00581 0.900 96 66.76 -87.27 33.92 -866.87 , 336.93 9.933 12.32 39.23 0.00657 0.900 97 22.16 42.91 33.92 621.70 491.45 14.488 11.03 33.90 0.00624 0.900 98 20.00 135.44 33.92 886.08 221.91 6.542 10.04 38.63 0.00857 0.900 99 17.85 230.03 33.92 912.90 ' 134.62 3.969 . 8.14 36.95 0.01076 0.900 100 84.35 -49.72 33.92 -714.45 487.42 14.370 12.26 35.63 0.00572 0.900 10 82.20 -149.45 33.92 7957.06 217.22 6.404 10.53 38.58 0.00800 0.900 80.04 -251.22 33.92 -984.06 132.87 .3.917 8.60 ' 36.82 0.00994 0.900 21.96 . 43.18 33.92 624.22 490.35 14.456 11.06 33.98 0.00623 0.900 104 19.81 136.99 33.92 887.11 219.66 6.476 10.00 38.60 . 0.00860 0.900 oay trlaJ. ice L:\04 projèct c?? R.1 e. ocK user: r rne N r sr U b and PS (d-b)\1 105 T,17.65 232.84 33.92 913.15 133.03 3.922 8.10 36.92 0.01080 0.900 106 $ 84.55 -50.00 33.92 -716.53 486.10 14.331 12.28 35.68 0.00572. 0.900 107 82.39 -150.99 . 33.92 -958.36 215.30 6.347 10.50 38.56 0.00803 0.900 108 80.24 -254.03 33.92 -984.73 131.49 3.876 8.57 36.79 0.00997 . 0.900 .10 150.84 588.58 570.72 605.28. 586.91 1.028 11.19 32.00 0.00558. 0.900 1 .17.65 588.58 33.92 929.20 53.54 1.579 6:25 34.88 0.01433 0.900 11 150:84 515.57 . 570.72 549.04 607.77 1:o65 1050 30.72 0.00582 0.900 112 17.65 515.57 33.92 928.03 61.05 1.800 6.43. 35:09 0.01394 0.900 End.of output ; > 3 . ETABS 2015 15.2.2 Grid Line 1 — Moment Frame Geometry I 6/24/2016 H I ) 25'-1 1" 25'-1 1" 25-11" _1 . /. IC.6L0.7 [ D I D.4 I. D.8 0.9 \36 in' '36 j/ \--/'\36 in/ ___ ii414 i 5 in 275 in 36 In . d 't4 275 in ...... .... p 4 *+*4......4. ...........*4444+44 4 494 +4,4- •...44*4 4.44+**,#*,.54*+*s44.4. ...................... ............................. + ...............4,4* 00 I 4*44 +454+ Q . . I ETABS 2015 1522 IGrid Line 1 - Moment Frame Geometry 6/24/2016 1p 13 CL Co -• 25-1i' 25-11" 25-11" C6CY D 04 D8D9 F 361n 36 in /36 in i 0 275 an 275 in 01401 11T •II".TTT -vg I 36 in taif 275 in C 2 cr Xt o 4 .1gi CD I 0 C3 . I J CD L_; - 11•, (n m (71 - --- ETABS 2015 1522 IGrid Line 1 - Moment Frame Geometry 6/24/2016 lp CL Stiffness Ratio W L 01.2 = 142 in Interior Exterior Zlb'b L02.03= 136 In Level 01-02 WA = 2046885 409377 = L 0 = 122 :in Level 02-03 WA 2.207226 4 414452 (PB = Lb,= 311 in Level 03-04 WA = 1163499 2.326998 WB = Slenderness Check- Interior Exterior Interior Exterior mt Ext . r= 10.39-.L01.92 117 Level 01-02 k= 1.47 1.65 klIr 16.5497 18.576245 L 02.03 = 87 Level 02-03 k = 0.87 • 0.93 • . kl/r = 7.28327 7.7855684 - L0 = 73 Level 03-04 k = 1.5 1.88 kl/r = 10.5366 13.205925 r'JjNSJ CD C CL Hope Amundson 21300600 Calculations by M Nekuda MF 160 STRUCTURAL CONCRETE BUILDING CODE (ACi 318-11) AND COMMENTARY 147 CODE '• . . COMMENTARY rayY1t - e -X PWecion . . • OVO3 ''PA", . fr :'PB. 50.0 " •. '. 'tO 50.0 .. 10.0 " :; 30•.-: - . . '-0.9 " -3.0 2.0 - . . . '. -2.0 • t,w..0 %n4 - -0.8 1.0- -1.0 0.9 - - 0.9 0.8- 0.7 - : . -0.7 0.6- : -0.7 -0.6 0.5- 04- -04 0.3 0.3 02- --06 -02 0.1- ' . . ... . -.0.1 LQ,Jc 'O-t 0vtck (Th-O 'PA' rb . - 100.0: .50.0 . .. "-10.0 .. -100.0 -50.0 30.0 . ---5..0 . . . -30.0 20.0 -'4.0 20.0 10.0 -30 _10.0. 9.0,_ . . V -, 9.0 8.0-' . -8.0 7.0-' 6.0- ', . '. . -6.0 3.0 *-LAN Eat' -3.0 2.0--, 2.0 > 'U, 1.0 - - .. . .,,t_.r,, - - I ,, :' ., . ' (a) •. •. , :. . ' ,' (b) •. . Nonsway Frames Sway Frames ratio of Z(EIIe) of compression members to Z(EI/)of, flexural . . .. . members in a plane at one end of a compression member £ ' span length of flexural member measured center to center of Joints Fig R.10.10. 1 1-L'ffeciii e length factors k. 10.10.1.1 -The'unsupported length of compression' '. change was made because of some concern that the member, 4,, shall be taken as, the clear distance. : multiplier of six' might not be conservative enough. For the, between floor slabs, beams, or other members 2008 Code,, a more conservative multiplier of 12 was capable of providing lateral support in the direction chosen The stiffness of the lateral bracing IS considered being considered Where column capitals or haunches based on the principal directions of the framing system are present 4, shall be measured to the lower extremity. Bracing elements in typical building structures consist of of the capital or haunch in the plane considered .shear saHs or lateral braces Torsional eccentricity of the structural system can increase second order effects and 10.10.1.2 -It shall be permitted to take the radius ' ' should be considered. of gyration. r, equal to 0.30 times the overall' dimension' in the direction' stability is being considered for rect-, ' ' . ' , , • ' angular compression members and 0.25. times the . diameter for circular compression members. For other shapes, it shall be permitted to compute nor the gross' : ' • ' ' ' ' ' ,' • ' . '' Concrete section. American Concrete institute Copyrighted Material-www concrete org . . . .-P . P. . I Z.. 14Z 4f--- zz X- ;~JL .4 :== ::::: - ____..I • -••.• -- 17 ' -.-".,- ----- . . - L. ... ) -o-.-.—.—.--. _ . 0 . . . . I . - •- c cD SECOND LEVEL FRAMING PLAN (* -• 0 0 - . . 0 . . 0 .•; - 0 0 0 a - ---<ii -- -- L'1 ? iW ! - H-' - ELQM: PTES F ME Hope Amundson 21300600 Calculations by M Nekuda MF 163 Mon"Ir Frame max -_Cinet .-inQ S IL STJRL KM.S ZCS . ,tQ ty • S •.4 II liii ii II ••• II II 11 It. II -OL.5EN ......S II liii Ii II . S II 1$ III 11.11 -. 2 < 2 0 II II II. II S .r\u S liii ii I •. • . •. S . S •. • : I • i.l ii I I S •• • S • S S • -' • I It _ J I . . : • • • . : S S • •• . .S, S : S • 0 • • - I . U........i i I ... . .. ••. S2E SPACING' •:: : r, I OF -CCF'S PER LEVATtON • S • • • • & f• : :.., . S • • • • • 2 • • . S. 1'IIkIl.I. • S • • . JI1JJ3_.jIIl •• 5....... • S S .511 1L.u.1 tp; S •• • . • • S 5 2 • S • . .• .. Ak Uj . • • 1 • • • S , • :t). II i fl 1.4 VERTICAL CSTES -,4L'' .2 f D 3 S • F- ESEOCC.URSFER O-._i .1Idl S ELE/TON '' S • -ii II. S S (ATHSFAC.INGOFMOOi .- S "7 • •- S . S • .E .' S LONIT FEIt'.F PER 5 Ii - sit . S S •• • . • .: _____ 4 -• • I l' -LL • • : S . • S 4.I.;Il tij ALT. ENtS AT r.ROSSTIES ;. Ti, IN F1 P_A\ S • S • •: •••. (NCT OV) • . 5 CCLU.1N NF.. • • . . S '\. '——TOS Q\/. 55 1 LEROFErOHEE. REINF,(r'1-IEE S • _. - S •. • • . S S - S • 5 . . S S ( '--.IF E&E .. 7- • S S S • I .. ER ARC. •. 1 J. S • • • • S \_ •,_•j z Hope Amundson 21300600 Calculations by M Nekuda MF 165 Moment Frame - Grid Line I B Distributed Loads D oad Distributed Loads Density (pci) Width (ft) Depth (ft):'Length (if) Load (k) 5' Slab 150 700 042 2592 1134 49 x24" MF BM 150 .2.00 , 4.08 25.92 31:75 4309 Dist Load (k/ft) = ..1.66 Distnbuted Loads Area Load (psi) Width (ft) Depth (if) Length (ft) Load (k) 5psf 5 700 2592 091 091 Dist Load (klft) = -0,04 Distributed Loads Area Load (psi) Width (if) Depth (ft) Length (ft) Load (k) 40 psi : 40: :: :7.00 .: 25.92 7.26 : 7.26. Dist Load (k/ft) = 0 28 Distnbuted Loads (kif) 12+02SDS+1 OL= 258 (MW3 09-O2S6S = 1.26, Column Point Loads'- Exterior Joints (GL C 6) Dead Load Point Loads . 16x49 UpturnedBm 150 133 Density Width (if) Depth (ft) Length (if) Load (k) 408 1879 1535 49' x6' Crash Wall 150 0..50 4.08, 18.79. 515 5" Slab 150 700 042 1879 8.22. 29.32. Superimposed Dead Load Point Loads Area Load (psi) Width (if) Depth (ft) Length (if) Load (k) 5psf 5 700 1879 066 066 Live Load Point Loads Area Load (psi) Width (ft) Depth (ft) Length (ft) Load (k) 40psf 40 700 1879 526 : ......................................... . : . 5.26. . . .,. Point Loads (k) :1. 2+0 2S 05+l OL = 64 75 0 9-0 2S05 = 44' Column Point Loads - Exterior Joints (CL D 9) Point Loads (k) 1 2+0 2S05+1 OL = .0 .00 0 9-0 2SDS = 0.00. Column Point Loads - Exterior Joints (GL D @ Level 04) 1 2+0 2SDS+l OL = Point Loads (k) .0.00 . 0 9-0:MDS = 0.00 *+ c ETARS 2015 15.2.2. 7/1/2016 - .-QPZ . ....... .. • '......• \. - -s,• - • .- ,•.,., • • S .. • • • • • • .r S - S. • 17 - -8046 • : -61.57' - r . • CR cli CD, i. I F E TTTTT1 • r--- ., c Ch -123.64 ' - -. • -. - '-136.71 - • -158.01 - . • -153.02 • S - • S ••S S . S In S ••• S • • n• -S ' I- - • . :__ S - S. • - 6361 - - - - 46 L L j co ,274.24 • . ,. 209.I4 • . , ', S 244......................• -268.69 ------------------- ----- -------------------- --------------------------------------------------- ---------------------------L---------------------------------L -- o z U) 'I I --•--)r-•-- I 411 I I \ \SCC ! 9PL ; L9Z6 • 1: - : I Ii -- crci lio- Ct'PP I9110- WOO CL09- L_4 - - Li -I I 'SEL6 - Cm 12 \:'PII1 cree sr;n I- I I 9LI- 998t II 1 6'9S c6S- 1I fl _i L t5IL 2 PL09- I'1 9t'9 9SP i 9I19 O69 ii -1 Jç -, '-1' I C) N I1I4 IC II I U z 0 0 > z III E C) CO C14 03 0 LL I- CO 0) U, U 5 0 CO 03 Ui Hope-Amundson 213006.00 Calculations by M. Nekuda MF7 167 1) to — ILO Iti1 I ' 7i ---- -- ! — 909Z 661 LO809- POB9L 6.1'L 9 SC699 \L\ I it it '1 1i1 I : /uL6 P9II L!fjj A lIF _(9JjjJ, J 59tS P*ILc.L u,i 1.-. 1 1 : / . L !......._\ Ln _/iil .rurz' >ZLT CLI8-----..2c9L- 9,009 * '[I i . H ( I Ii iiz __ I N 66LP9 ccos. SP0t6- 6L9L p--, C-) z 0 C.) > z w E 3 C w E 0 I- 0) > C 0 > 0) w C Hope-Amundson 213006.00 Calculations by M. Nekuda MF - 168 St. tot Puv ETABS 2015 15.2.2 7/1/2016 2016-07-01LEGOLAND.EPS : ElevatiónView -1 Axial Force Diagram (ENVCONC) [kip]. Hope-Amundson 21300600 Calculations by M. Nekuda MF -170 II ! cn nl • - 1 • 2 I I • jIlj I'- •• - - I I I Li • .- I - • CtPP LWLP- I99 III iii. - • IIli I \:s;- 1! 6E OS ri 5999 559 t I I I 11411 • i. I T ii I , I I POLl ooac c - .1 699 ZSBS- 1! 1 1 • i - I I I Irr "- • 1. 2 I 1 995P1 6lL- - • VBV- rI 1 i_ ] •'• I :...i • I • I 9t9P it P95P I SVL9 • O69 II I - I 1111 111 H i--i • L -411 'I \ •,'• __________ 5PLj SSL6_t _•,II Hope-Amundson 213006.00 Calculations by M. Nékuda MF 171. Reactions and Column Moments ffi-en Lqwe Column bent PP B Column' k k-ft . k-ft 1 .0.858% 20.617. 46.575 -1.419 3.203. • 7.236 3 '-0439 " -16.525,- Ir7l.'473-.T&i~ '4 .. . 1.000 • + Hope Amundson 21300600 Calculations by M Nekuda MF 172 Project Name: 21600300 Lego Land PS Specific Title: IJ301_L2GL1_100.. . . File Name: U301_L2_GLI_100 Date of Generation: Thursday, July 07, 2016 . . . . . . . . 5- MOMENTS, SHEARS AND REACTIONS &.2. Reactions and Column Moments(Excludinq Live Load) . . J* 61hM11 o*erëo SW 18.28 .30.98 -69.98 2 SW 49.16 -9.89 2234 3 . SW 43.14 21.28 . 48.0L_ '4 SW 12.34 j 1587 - 35:88 SDL 0.81 -1.37 . 309 SDL. 2.17 . -0.44 -0.98 3 SDL . 1.90 0.94 : 4 SDL . 0.54 - 0.70 I. XL 8.40 -14.22 -32.14 2 XL 22.57 -4.54 -10.26 XL 19.81 9.77 . 22.07.._ XL 5.67 . I1647 .5.4 Reactions and Column Moments (Live Load) . Jciint 11 ZJ LReaiiil Rèätiôii Mm Mömeht .. Lower Column Ma Upper±YJ flMriñt Column Min Morñebt'r' M6iiiIht1 Ifi Coln Mir k k . k-ft - k-ft k-ft k-ft 1 6.00 -0.63 2.47 -11.57 ' 5.58 -26.15 2 . 14.62 6.43 . 9.66 -12.56 21.81 -28.38 13.13 4.02 11.36 -5.11 25W-F-_-11.55 4.80 -1:17 -3.9 ' -8:97 -. SELECTED POST-TENSIONING FORCES AND TENDON PROFILES . Approximate weight of strand: . 626.1 LB .: 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments and Shears . . . ISWO UMdffi-entIl!re_ft8 M ent1Ciitëi M t1RihU k-ft k-ft "k-ft k 1 163.67 -152.17 241.17 -0.86 -0.86 2 252.67 -173.00 219.00'. 056 0.56 162.67 -66.44 89.25 1.00 . 1.00 Hope Amundson 21300600 Calculations by M Nekuda MF 173 Project Name: 216003.00 Lego Land PS Specific Title: 1.1301_12_GLI_100 - Fife Name: U301R_L3...GL1j00 Date.of Generation: Thursday, July 07. 2016 . . . 5- MOMENTS SHEARS AND REACTIONS &.2 Reaiionsand Column Moments (Excluding Live Load) JóIñt Löd[Cãi Rëtioñ 4 1Mbiiëntt1 tLowerCoIumn 1Móiiiéflt :UpperColumn k k-ft .. k-ft:.. i SW 17.80 -85:52 0.00 . 2 . sw 49.73 - -24.26 0.00: _3 SW 43.52 0.00 4 . SW 11.87 '4428 i 0.00 I SDL 0.78: . -3.77 0.00 .2 SDL 2.19 -1.07 . . 0.00 3. SDL 1.92 2.41 0.00 4 SDL . . 0.52 4VaIWP95 0.00 1 XL 8.18 -39.27 . . 0.00 2 XL 22.84 -11.14 . . 0.00 3 . XL 19.98 25.15 •••.• 0.00 4. XL. .5.45 1201 0.00. Jöiñt' ReTctiôfi . Rëitiöfl (Mmèit ieit ,Y010tJ . Mñiänt 4 Mm Upper (olumnMa ColummMin dolumnIMa Column Mm k . k k-ft . k-ft k-ft k-ft 1 .5.95 .-0.71 . • 8;26 3339 : 0.00 0.00 14.82 6.53 ..27.03 -34.16 0.00 0.00 3 13.35 3.95 .30.45 -14.35 0.00 . .. 0.00 4.83 ..4.34_a 2708 J .714.0 .0.00 0.00 SELECTED POST-TENSIONING FORCES AND TENDON PROFILES . . . . •• ., . Approximate weight of strand: 626.1 LB . ••• 7.6 Post-Tensioning Balance Moments, Shears and Reactions' . . . . . . Span Moments and Shears . . Sii1 MóthtLrëft Cëiitëi IM6 tlRiñht flSljëLrëftI StäRight I k-ft .k-ft . . ic-ft k k 1 154.00 -154.58 246.00 -1.15 -1.15 2 . . 254.67 . . -174.08 . 214.75 : 0.66 0.66 13 .169.00 -64.28 87.42 1.23 1.23 Reactions and Column.Moments .•.. . . . . . JàlñtR !t14 Meijfl I .. ii jLT owe fI 4. Jppe 2 Column b%lurrin _ k. .ft k-ft .1 1.154. 57.183 . .0.000 -1.818 7.393 .0.000 3 -0.569 • 43.008. 0.000 4. 1233 . 0.000 Note Moments are reported at face of support . . . . email: SupportAdaptsoft.corn website: http://www.Adaptsoft.com : • 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA,. Tel: (650).3062400 Fax (650) 364-2401 1• • . • . . . - d Distance L2, L3, L4 - - - - --S in (3) - 6 4.48 6 0.750 3.135 45.95 45.95 62.95 61.45 out • (4) 8 8_1.000 ____1.58 _____1.052 352 - -- 1 255 CD 45 75 '- 45,75 .' 62 75 __ 61 _25 S. 3.52 _ 16 0.750 0.66 .250 45.75 45.75 62.75 61.25 out (4) Out 308 805 i125 45884588 __ CL 6288 6138 1 ________ 1.76 46.63 46.63 63.63 CD 62.13 CD out (4)6 60.750 _____0.66 __0.375 in 176 0375 _ 000 4663 4663 6363 6213 out 6 J ___6______' _0750__________________________________t ____066 in _6 (4)_:8 _ (3) 4.48 0.750 _1.052 1:000 __1.58 ___3.135 45.95 45.95 62.95 61.45 in out •- 3 52 3 74 - 1 250 45 75 4575 62 75 61.25 3.52 750 74 1.250 45.75 45.75 62.75 61.25 0.750 0.66 308 750 -2805 __ 1125 62 6 88 4588k 4588 6138 Out No. of 1.76in 000 0 _____ - -0.66 0.375 46.63' 46.63 . 63.63 62.13 out (4)6 Frame 1 Bars,_ 1 76 6. 0.750000 - _____________________________________66 0 375 46.63 46 63 63 63 . 62.13 out (4)___ in (4)8 _(3)_6 448 3135 _1.052 8 1.000 1.58 __ 750 45.95 45.95 62.95 61.45 out . in -'-(4) 6 '352 6 0750 - - 1250 4575 4575 6275 %125 _______.:-_:(4)6 -...-.-6-.-'-..0.750__.-.•.. _ -'--'- __':-,-.---. --•-----•- S 3.52 - 750 74 1.250 45.75 45.75 62.75 61.25 6 0.750 - Cl Ir L 352 75 - 1250 45 75 4575 62 75 6125 1 (4)8_ (3)6 4.48 0.750 3.135 1.052 8 _1.000..1.58 6 45.95 -.45.95 62.95 . 61.45 out 352 250 4575 I% 6275 6i25 out , 64 6. 3.52 . 750 3.74 1.250 45.75 45.75 62.75 - 61.25 6 0.750 0.66 352OU W 125O 4575 4575 6275 - ,6125 0.66 - in 1.76 0 000 __0.375 46.63 46.63 63.63 - 62.13 out (4)6 0.66 6 0.750 =-O 0000in 4663' 6363 6213out•'..(4).6 IS, Hope Amundson 213006 00 Calculations by M Nekuda MF 175 : . : stoo- . . 2'- SHEET : OF •-'• . . . . J 1301 mirdAvernrn : - . . . - SnDiega.C4'92I0i .. - - ...: •- 16192324673 PROJECT Southwestern College - . -. ' - F 619.235.4675 - . . . -. •.• . HOPE AIAUND5OII PROJECT NO 214017 10 ENGINEER MN DATE jun-15 : StructuraL Engineers I • . : CONCRETE SMRF REINFORCEMENT CHECK I FRAME 1 GRID 1/0 I LEVEL L2 I JOINT LOCATION INTERIOR Based on the 2012 IBC Section 1905 and ACI 31B-1 1 Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design Input Data General Properties' . . . . -............................- . VC abv 5000 psi .'- . .. =. 60 ksi f' biw = 5000 psi . . : -. : : f. = .60. . .'0.9 •' : : : . . . : •' •f 175 ksi $ shr let = .85 .0 stir beam = 0 75 shrcoiumn 0.75. Beams (Refers toFigures 1,3, and 4)' b = 24 in ' - ' ,Beam Length, Lcir = 275 in. : . htim 49 in, . ' •. ' .. T,"L',or"R" section .= L h513 = 5 in Clrdist toadjacentbeam= 1042 ft biop .' 2 •- ft. ' ' : -: .- bBoT, 3.91 ft. clrcov= 15 in Shear Reinf. # 4 @ 4 in A= 0.2 in2 : d5 = .0.5. in w/ -2- 'legs. Top Long Reinf.:.Smallest # 6 A51-1 = 448 in2 d1 = 4595 in - Bot. Long. Reinf:: . ' Smallest# - 6 A = 3.52 in LI d19 = 45.75- in: Skin Reinf ( 2 ) # 3 A = 044 in2 AT = 30 in Column Shear AB = 044 in d2B 30 in Reinf A Top Slab (Y/N)? ' . -N' Bot Slab (Y/N)? - Reinf: 0 in V Reinf :'A = 0 in2 .d3 = .0 in d3B = 465 in Reinf A f'N. ColurnnLâng.- c.N • 1 W 1/2 2 PT Reinf ( 0 ) Tendons A 5 = 0 in d5 = 465 in dr coverJrI b Col Column (Refers to Figure 1 and 2) I beai = 24 in - , • ' ' ' : # brns @ joint = - 2 heaietiv = 36 in clrcov= i.5 in hcoibtW = 36 in deal Mw = 3324 in2 t Veil Shear legs 4—* Hor. Shear legs Shear Reinf # 5 @ 4 in w/ 6 veil legs A5 031 in 4 hor legs d 85 = 0.625 in dr ht abv L5 = 87 in h5 = 8 5 in Figure 2 Section B B Typical Frame Column dr ht blw Lb = 117 in max dr col height L i, = 117 in Loads Wgr,v = 2.58 k/ft bm Vfldd 0 k bm V= 9885 k colV = 2145 k bmMUT = 9185 kft colP5= 9105k bm M = 745.6 k ft - ' ' - .' .-:- - - - :- - '. ........................... . . • Hope Amundson 21300600 Calculations by M Nekuda MF 176 1301 ThirdAvon8o S - Su I 300 SHEET OF__________ - . San Diego, CA 92101 . . - 1619.232.4673 PROJECT Southwestern College - F 619.235.4675 HOW. "UNDSON wuau s0 co PROJECT NO 214017 10 , - ENGINEER MN DATE Jun-15 Structural. Engineers . . CONCRETE SMRF REINFORCEMENT CHECK I-FRAME: 1 I GRID:. 1/0.4 I LEVEL: L2 A JOINT LOCATION: INTERIOR •I . Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11, and 21, checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. . InDut Data .. - •• . . . . . . General Properties • . : . . • abv = 5000 psi . . f9 = 60 ksi f., bfw = 5000 psi 0.9 . fy'r = . f 60 ksi 0.85. . . Qshtbeam= 175 ksi •shrint = 0.75 - . . - ' • shr column = 0.75 Beams (Refers to Figures 1, 3, and 4) ' bw =- 24 in Beam Length, LC1, = 275 in hbm = 49 in 5 in . or R section = L hSlab = 2. ft. ' . Cir dist. to adjacent beam = 10.42 ft bTop = 1.5 in . b801 = 3.91 ft. 'c!rcov= Shear Reinf. : #. 4 @- 4 in- = 0.2 in2 d8 = 0.5 in WI 2 legs Top Long. Reinf.: Smallest # 6 A811 = 4.48 63 El dIT = 45.95 in Bot. Lohg. Reinf.: • Smallest # 6 A810 = 3.52 in U d10 = 45.75 in . . . Skin Reinf.: ( 2-' ) # 3 A = 0.44 in d2T = 30 ' in' • Column Shear -. Reinf., A8 dcci , 'AS2B=O.44 in? d 8 ='30 in :rop Slab (YIN)? Bot Slab (Y/N)?' N Reinf: ASOT= 0 in' V Reinf:A 0 = .0 in2 ' d31 = 0 in d30 = 46.5 in Column Long I Reinf.,Acci TN • : - •• -S '\ .. f • 1/2 (DPTReinf ( 0 )Tendons A1 = 0 in2 d 5 = 465 in L" i circovr_jszf" bcoi Column (Refers to Figure 1 and 2) • bcci = 24 in - • # bms @ joint = 2 Or coy = 1.5 . in - • - ' - . - - . hi8v = .36 in • • 4 ' - h 1 • - hcOlblw = 36 in dC0Ib = 3324 in 2 t Vert Shear legs 4—* Hor. Shear legs Shear Reinf. # 5 @ 4 in wl 6 vert. legs A8 = 0.31 in $ . 4 hor. legs db8,,,, = 0.625 in . dr ht abv L = 87 in h8 = 85 in Figure 2 Section B B Typical Frame Column clr.ht.blw.Lb= 117 in • ' max. dr col height, L5,=. 117. in : - ' ' . . • • - ' Loads . - S • • • -- • - S . ' - - - ' ' S = 2.58. kift bm VOad = 0 k bmV= 98.85'k. • -• - • - colV 2145 k - • ' - ' - - • • - - - - - • • MUT' 8 ft m k- cot P25.1: 97.48 k S • - • • - = • - - -- - - • • • OM '. :. 11 8 = 653.2 k-ft • d - d3T • - • • •' - Slab where occurs - '• /Sl occurs b TopSlab hsia5 - •• - uI..........\ •: • 'h 1ih6m, Ir Cover d 2T CIr Cover dps IF • Hope Amundson 21300600 Calculations by -M: Nekuda MF 7 177 - . Jf$ 1301 Third Avooco - Sulfa 300 SHEET OF San Diego. CA 92101 . . T619.232.4673 PROJECT Southwestern College . . .. . F 619.235.4675 I-lOPE -PJvUND5OfS1 PROJECT NO. 214017.10 S . . . . . ENGINEER MN DATE Jun-15 Structural Engineers . . . . •- : CONCRETE SMRF REINFORCEMENT CHECK I FRAME: . 1 GRID: lID I LEVEL: L3 I JOINT LOCATION: INTERIOR I. Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11 and 211j checks the given flexural and shear reinforcement in the beam, . the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. Input Data. . . . . . . . . . . . . . General Properties . .. .. . . . . .. . . . . . -,. Bb = 5000 psi . . .,. . f9 = 60 ksi cbIW 5000 psi. . . . fyj= 60 ksi flex = 0.9 . . . . . .-fps= 175 ksi $shrint=. 0.85 . . . . $shrbeam= 0.75 stir column = 0.75 Beams (Refers to Figures 1,3, and 4) b = 24 in . . . Beam Length, Lcir = 275 in hbm = 49 in . 'T',"L", or "R section = L hsleb = 5 ."in Or dist. to adjacent beam = 10.42 ft. biop=. 2 . ft. : . . b81= 3.91 ft. cIrcov 1.5 Jn . : -• Shear Reinf.: # 4 @ . 4 in A0 = 0.2 in d0 = 0.5 in / 2 legs- Top Long. Reinf. . Smallest # 6 Ar = 3.52 in D d11 = 45.75 in Bat. Long. RèinL: Smallest # 6 A518 = 3.08 in 0 d18 = 45.88 in . . . . . . . . Skin Reinf.: ( 2 ) # 3 A = 0.44 in2 d2T = 30 in Column Shear A528 = 0.44 in d28 30 in Reinf. A0 .dcoi . Top Slab (Y/N)? . Bat. Slab (YIN)?. N . Reinf: A831= 0 in2 d3T= .0 in. Y Reinf: A.3130 in2 d38 = .46.5 in Column Long I Reinf., A, . : . . . (••\ ) 1 W 1/2 DPTReinf ( 0 )Tendons A 5 = 0 in2 cips 465 'n clr cover JrsI " Column (Refers to, Figure I and 2) . . . . . . . . •J J . .. bcoi = 24 in . # bms @ joint = 2 DOI hcoiabv = -36 in . . . . clrcov= 1.5 in hcoi . hcoiti 36 in . . . .dW bkv = 33.24 in 2 . Vert. Shear legs 4—* Hor. Shear legs . Shear Reinf. # 5 @ 4 in w/ 6 vert. legs A0 = 0.31 4 hor. legs d650,0 = 0.625 in . . . . . . clr.ht.abv; L8 =- 73 in h = 8.5- in Figure 2 - Section .13-B, Typical Frame Column . 1c1r.ht.blw. L5-= 87 in . max. clr.col height, Ltir = 87. in. Loads. . . . -. . . . . . . . Wgmv = 2.58 k/ft bm VSdd = 0 k bmV= .76.84 k . . . col V8 = 157.6 k . . : brnMUT= 671.7k-ft . .. . col P= 43.56 k . . . . . . . . . . . . bmM,5 = 480.5 k-ft. b, I where j3N:28 Bbm Cir Cover • • .................. f.1 hSjOb- . b . Bot. Slab Figure 3.- Plan Section A-A, Upturned Frame Beam hslub 5 • Slabwhere :.• hbrn occurs- ft..ir Cover Idps 2T I b5 . Figure 4-- Plan Section A-A, Down-turn Frame Beam Hope Amundson 21300600 Calculations by M Nekuda ME 178 ..........: 1301 Third Aveauo --Suite 300 - SHEET OF . . . . -. . . . . 'Sin Diego 92101 . . . S T619.232.4673 . . 619 F 235 PROJECT Southwestern College . . . . . -. 4675. . . . . S .. S ElOPE AJAUNl)5OtS1 . . to@h pa- a, d rn PROJECT NO 214017 10 ENGINEER MN DATE Jun-15 StructuraL Engineers.... . . . . . . . . . . . . CONCRETE SMRF REINFORCEMENT CHECK I ;FRAME: 1 . GRID: .. . 1/D.4 LEVEL: . . L3- .1 JOINT LOCATION: : . IN Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design Input Data General Pronerties tcabv.=. 5000 psi ...... . If, = 60 ksi tcblw 5000 .............. . . . . . fi= .o ksi fie.= 0.9 . . .f ps= 175 ksi shr fat = 0.85 . . . si,r beam = 0.75 éhrcolumn = .0.75 . Beams (Refers to Figures 1,3 ,.and4) . b = .24 in . . . Beam Length, Lir = 275 in ha,,= 49 j . T',"L",or'R" section = L hS b= . 5 . in. Clrdist.to adjacent bearn= 10.42 ft :bTOP . 2 : . . b= 3.91 ft. -clrcov= 1.5 in . . . . . . . . :- -5 .Shear Reinf: # 4 @ 4 in. A,= 0.2 1n2 d=. 0.5 in WI ?. legs Top Long. Reinf .Smallest# 6. A.IT = 352 in2 El d T = 45.75 in 1301. Long. Heint. Smallest # 6 1B = 3.08 in u aa = 45.88 in .. . . . . . . . . . . . Skin Reinf. ( 2 ) # 3 A = 044 in2 d- = 30 in Column Shear = 044 in d2B = 30 in Reinf A d 1 TOP Slab (Y/N)? . Pot. Slab(Y/N)9 .N . Reinf:A 1= 0 in V Reinf A= 0 in d3T= 0 in. d3B= 465 in Column Long i Reinf A 01 : ._. . . . •) II W 1/2 D PT Reinf ( 0 ) Tendons A 5 0 in2 d, = 465 in dr cover44 b 1 Column (Refers to Figure land 2 .. . . . S .. . • bea1 24 in #bms@joint= 2 I IF 11 abv 36 in dr coy = 1 5 in h 1 heai biw = 36 in dcoibbe = 3324 in. t Vert Shear legs .4—* Hor. Shear legs Shear Reinf. #5- @ in w/ 6vert.legs A= 0.31-in S . . ..........-... 4 hor legs dbB, a =.0.625 in, dr ht abv 73 in h 85 in Figure 2 Section B B Typical Frame Column dr ht blw Lb = 87 in max dr col height, L11, = 87 in Loads Wgmv = 2.58 k/ft bm Vadd = 0 k bmV= 7684 k col V= 1576 k b M 1 = 608;2 k ft col Pu = 67.49 k bmM 8 =439. k-ft. Hope Amundson 21300600 Calculations by M Nekuda MF 179 - . S 1301 Third Avonuo Suite 300 SHEET_________ OF - . S. ..... -. . Son Diego, CA 92101 - : . T619 232 4673 PROJECT Southwestern College F 619 235 4675. IirEA!AUIsM)1 -: : .PROJECT N 214017.10: S . : . ENGINEER . MN . . . DATE Jun-15 ................ Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK .I.FRAME. : 1. I GRID: lID -: LEVEL: L4 (Roof) JOINTLOATION: EXTERIOR. is. . Based on the 2012 IBC Section 1905 and ACI 318 11 Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design Input Data General Pronertues cabv 50.00 psi: •. . .5. S.t= 60 ksi cbiw= 5000 psi f,-r= 60 . : fps=: 175 ksi p, 0.9. . ksi $ shrint = 0.85 stram 0.75 $shrcoiumn = 0.75 Beams : (Refers to -Figures 1,3,'and4). b = 24 in Beam Length L1, = 275 in hbm = 49 in '7!',"U,' or R section = L hsiOb= 5 in CIr dust toadjacentbeam= 1042 ft bTop 2 ft. . : . I . . b=:3.91 ft. - ctrcov= 15 in Shear Reinf # 4 @ 4 .5....-, .. in A0 0 2 in2 d0 = 05 in w/:2 legs ..:;..: .. Top Long Reinf Smallest # 6 A911= 1 76 in fl dIT = '46.63 in Bot.. Long. Reinf.: Smallest# 6. AsIB = 1.76 'in' Li d19 = 46.63 in Skin Reinf ( 2 ) # 3 A'r = 044 in2 d2T = 30 in Column Shear = 044 in2 d3B = 30 in Reinf. d 1 Top Slab (YIN)' N Bot Slab (YIN)' V Reinf A531 = 0 in Reinf A9 = 0 in2 d31 = 0 in 038 =.'.46.5 in Column Long Reinf A. 1/2 CD PT Reint ( 0 ) Tendons A = 0 in 2 d = 465 in dr coverJIr b 1 Column (Refers to Figure 1 and 2) b.,= 24 in # bms @ joint 1 hi abo = 36 in dr coy = 1.5 in I h 1 hi biw = 36 in d 1 biw = 33 24 in 2 t Vert..Shear legs 4—* Hor. Shear legs Shear Reint # 5 @ 4 in w/ 6 vert legs A5 = 031 in 4 hor legs dbOT = 0.'68 in dr ht abv L5 = ##### in h5 = 85 in Figure 2 Section B B Typical Frame Column clrhtblw. Lb= 73 in max clrcol height L110 = #####in Loads Wgmv = 2 58 k/ft bm VSdd = 0 k bmV= 5001 k colV U .6313k bm MUT = 289 9 k ft bm MUB = :2104 k-ft col P = 0 k . . Hope Amundson 21300600 Calculations by M Nekuda MF 180 1301 Third Avarua, SOW 300 •. . -. SHEET: OF__________ San Diego,CA 92101 - . '• '- , - .. T619.232.4673 PROJECT Southwestern College . . :z:: ; PROJECT NO.214017.10 0 I-lOPE 'NiAUNDSOfSJ : ENGINEER MN DATE Jun-15 . Structural Engineers CONCRETE SMRF REINFORCEMENT CHECK I FRAME:: I I GRID: l/D.4 I LEVEL:. L4 (Roof) I JOINT LOCATION: INTERIOR. I - Based on the 2012 IBC Section 1905 and ACI 318-11 Chapters 10, 11, and 21, checks the given flexuràl and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. . . . . Input Data Gehéral Properties' if Cabv . 5000 psi : ' ".' . f.= 60 ksi blw= 5000 psi. ' . .' . . . .. f = 60 . ksi ofw = 0.9 ' . . . . . . . fps=. 175 .ksj' Qshr Int. 0.85 . . . . $shrbeam 0.75 ahrcolamn = 0.75 Beams . (Refers to Figures 1,3, and 4) b'= 24' in , Beam Length, L 1,= 275 in h,,=' .49: in . ' . . 'T,"L',or"R"sectlon= L' 5 An . . . Cirdist. to adjacent beam = 10.42 ft biop . '2 ft., . ' ' ' : : bBOT = 391 ft. clrcov= 15 in Shear Reinf. : # 4 @- 4 'in A,=. 0.2 in ' , d,= 0.5 in , '/. '2 'legs. Top Lang. Reinf.: •Smallest # . 6 ' AsIT =' 1.76 in2 d11 = 46.63 in Bot. Long.-Reinf.: . Smallest # 6 . ASlB'= 1.76 in D diB = 46.63 in ' ' , : . . ' ' ' : ' . Skin Reinf.: ( 2 )# 3 A= 0.44 in2 ' d= 30.' in . Column Shear a2B 044 in d28 = 30 in Reinf.,d1 Top Slab (V/N)? '. N , Bot Slab (V/Ny) V ' Reinf: A 1 = 0 in2 Reinf AB = 0 in' d3-r = - 0 in d3 46.5 in Column Long Reinf A 'N - \ ) 'l 1/2 0 PT Reinf ( 0 ) Tendons Ap = 0 In2 = .46 .5 in dr cover Column - ' (Refers to Figure 1 and 2) ' - . ' SI . • .' ' ' . S b,1 = 24 in # bms @ joint = 2 - 36 in - hcü1abv = , , ' ' ' : - Clrcov 1.5 in - ' ' . . 4 , - - , h i - - , h©Ib = 36 in - . - ', diww = 33.24 in' - , t Vert. Shear legs' : - .4—* Hor. Shear. legs Shear Reinf., ft 5 @ 4 fl W/ 6 vert. legs : 0.31 in ' - - 4 hor legs db8T,, = 0.625 In dr ht abv L'= ##### in h 8 5 In Figure 2 Section BB, Typical Frame Column dr ht blw Lb 73 In max dir col height L11, = ##### in Loads Wgry = 2.58 kfft bm VSdd 0 k bmV= 50.01, k col Vu 6313k bm Mdi. = 298.6 k ft col P = 33.84 k bm M.,ri = -144.9 k-ft Hope Amundson 21300 00 Calculations by M Nekuda P (kip) MF 181 3500 0 0 0 (Pmax) (Pmax) Y 0 -l—x 0 o o 0 0 24 x 36 in Code AC131811 Units English Run:aas: Biaxial 8 1Pi011t112 11IDEjO9.O797'ff116it95______ Run option: lnvêstiàtion I T1 : -2000 / 2000 Sle ess Not considered M (00) (k-ft) Column type Structural Bars ASTM A615 Date 07/09/16 Time 11 0449 (Pmin) (Pmin) -1500 spColumn v4 81 15 day trial license Locking Code 471 F514 User Mary Anne, Microsoft File i \04 projects\2016\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\fra \gl1_12int_c44_676 cti Project 21600300 Column L2_C44_C76 Engineer MN fc=5ksi fy =60ksi Ag=864inA2 164110barS Ec ='.4031 ksi Es = 29000 ksi As = 20 32 inA2 rho = 2.35% fc 25 ksi Xo = 0.'00 in lx =93312 in "4 e_ 10.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = b.8 :Min, clear spacing = 4.78. in Clear cover = 2.12 in Confinement Tied phi(a) = P.,8, phi(b) = 0.9" 9 phi(c) = 0.65 L.oay trial ce e. ocx :e-il'J. user: r iIie M r sr IULb i:\04 project R.gland PS (d-b)\1 . .\gll_l2int_c44_c76.ctj Il:0AN eneral Information: File Name: 1:\04 projects\2016\216003.00 legolandps (d-b)\l central folder.. .\gll_l2int_c44_c76.cti Project: 216003.00 . . Co : L2_C44_C76 Engineer: MN . C ACI 318-11 Units: English Run Option: Investigation . Slenderness: Not considered Run Axis: Biaxial Column Type: Structural . --------------------- 4aterial Properties: f'c- = 5 ksi fy = 60 ksi Ec = 4030.51 ksi 'Es = 29000 ksi -. Ultimate strain = 0.003 in/in Betal = 0.8 .. . - 3ection: . . . Rectangular: Width = 24 in Depth = 36 in . . . Gross section area, Ag = 864 in2 Ix.= 93312 in4. ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= Din . Yo= 0 i . .einforcement: Bar Set:ASTM A615 Size Diam (in) Area (in2) Size Diám (in) Area (in2) Size Diam (in) Area (in2) .# 3 0.38 0.11 # 4 0.50 0.20 4 5 0.63 0.31 4 6 0.75. 0.44 .4 7 0.88 0.60 4 8 1.00 0.79 # 9 1.13 1.00 4 10 1.27 . 1.27 4 11 1.41 1.56 # 14 .1.69 2.25 # 18 2.26 4.00 . Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 . . Pattern: Irregular. To steel area: As = 20.32 in2 at rho = 2.35% . clear spacing =.4.78 in- Area in2 X (in) Y(in) Area in2 X (in) Y (in) Area in2 ( (in) Y (in) 1.27 -9.2 15.2. 1.27 -3.1 15.2 1.27 3.1 15.2 1.27i 9.2 15.2 . 1.27 -9.2 . -15.2 1.27 . -3.1 -15.2 1.27 3.1 . -15.2 1.27 9.2 -15.2 1:27 -9.2 9.1 1.27 -9.2 3.0 1.27 -9.2 -3.0 1.27 -9.2 -9.1 1.27 9.2 9.1 1.27 9.2 3.0 1.27 9.2 -3.0 1.27 . 9.2 -9.1 ?actored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth . eps_t Phi No. kip k-ft k--ft k-ft k-ft - in in 1 219.40 -18.42 . O.00 -1559.49 -0.00 84.663 8.86 33.24 0.00826 0.900 2 213.24 -5.73 0.00 -1553.98 -0.00 271.201 8.80 . 33.24 0.00833 0.900 3 207.07 6.96 0.00 1548.75 0.00 222.521 -8.75 33.24 0.00840 0.900 4. 218.86 -17.04 0.00 -1559.08 -0.00 91.49.6 8.85 .33.24 0.00826 0.900 5 213.58 -5.69 . .0.00 -1554.30 -0.00 273.163 8.81 33.24 0.00832 0.900 6 208.29 5.65 0.00 1549.88 0.00 274.315 8.76 33.24 0.00838. 0.900 7 220.56 1267.00 0.00 1560.93 0.00 1.232 . 8.87 33.25 0.00824 0.900 8 214.57 293.62 0.00. 1555.71 0.00 5.298 8.82 33.24 0.00831 0.900 9 . 208.58 . 695.35 0.00. 1550.15 0.00 2.229 8.76_ 33.24 0.00838 0.900 10 244.21 -1304.35 0.00 -1577.10 -0.00 - 1.209 9.04 33.24 0.00803 0.900 11 238.22 -305.73 0.00 -1572.92 -0.00 . .5.145 9.00 33.24 0.00809 0.900 12 232.23 -682.22 . 0.00 -1568.74 -0.00 2.299 8.95 33.24 0.00814 0.900 13 220.41 1299.16 0.00 1560.81 0.00 1.201 8.87 33.25 0.00824 0.900 14 214.42 300.58 0.00 1555.57 0.00 5.175 8.81 33.24 0.00831 0.900 15 208.43 713.60 0.00 - 1550.01 0.00 2.172 8.76 33.24 0.00838 0.900 16 244.36 -1336.51 0.00 -1577.20 - . 1.180 9.04 33.24 0.00803 -0900 17 - 238.37 -312.69 .0.00 -1573.03 -0.00 5.031 9.00 33.24 0.00808 0.900 18 .232.38 -700.47 0.00 . -1568.85 -0.00 .0 2.240 -8.95 33.24 0.00814 0.900 19 228.92 395.55 - 0.00 1566.99 0.0.00 3.962 8..94 33.25 0.00816 0.900 2 222.93 80.81 . 0.00 1562.73 .0.00- . 19.338 8.89 33.25 0.00822 0.900 . 216.94 249.30 0.00 1-557.90 . 0.00. 6.249 8.84 33.24 0.00828 0.900 235.85 -432.90 0.00 -1571.27 . -0.00 3.630 8.98 33.24 0.00811 0.900 23. 229.86 --92.92 0.00 -1567.09 -0.00 16.865 8.93 3324 0.00816 0.900 r L3 Qay triaj. .J..lcen.se. 1OCK '-J.rDi'. user: I.: \04 project?P land ps (d-b) \1 soI t c....\gll-12int-c44-c76 .cti 24 223.87 -236.16 0.00 -1562.86 -0.00 6.618 8.89 33.24 0.00822 0.900 25 228.81 416.86 0.00 1566.92 0.00 3.759 8.93 33.25 0.00817 0.900 26 222.82 85.56 0.00 1562.65 0.00 18.264 8.89 33.25 0.00822 0.900 27 216\.83 261.10 0.00 1557.80. 0.00 5.966 8.84 33.24 0.00828 0.900 2 235.96 -454.21 0.00 -1571.35 -0.00 3.460 8.98 33.24 0.00811 0.900 229.97 -97.67 0.00 -1567.17 -0.00 16.046 8.93 33.24 0.00816 0.900 223.98 -247.97 0.00 -1562.95 -0.00 6.303 8.89 33.24 0.00822 0.900 31 104.15 1275.94 0.00 1450.95 0.00 1.137 7.85 .33.24 0.00970 0.900 32 100.89 296.65 0.00 1447.78 0.00 4.880 7.83 33.24 0.00974 0.900 33 97.63 692.47 0.00 1444.62 0.00 2.086 7.80 33.24 0.00979 0.900 34 127.79 -1295.41 0.00 -1473.27 -0.00 1.137 8.05 33.24 0.00938 0.900 35 124.53 . -302.70 0.00 -1470.13 -0.00 4.857 8.03 33.24 0.00943 0.900 36 121.27 -685.10 0.00 -1466.99 -0.00 2.141 8.00 33.24 0.00947 0.900 37 103.99 1308.10 0.00 1450.79 0.00 1.109 7.85 33.24 0.00970 0.900 38 100.74 303.61 0.00 1447.64 0.00, 4.768 7.83 33.24 0.00974 0.900 39 97.48 710.72 0.00 1444.47 0.00 2.032 7.80 33.24 0.00979 0.900 40 127.94 -1327.58 0.00 -1473.41 -0.00 1.110 8.05 33.24 0.00938 0.900 41 124.69 -309.66 .0.00 -1470.29 -0.00 4.748 8.03 33.24 0.00942 0.900 42 121.43 -703.35 0.00 -1467.15 -0.00 2.086 . 8.00 33.24 0.00947 0.900 43 112.51 404.48 0.00 1459.04 0.00 3.607 7.92 33.24 0.00958 0.900 44 109.25 83.84 0.00 1455.88 0.00 17.365 7.90 33.24 0.00963 0.900 45 105.99 246.41 0.00 1452.73 0.00 5.896 7.87 33.24 0.00967 0.900 46 119.43 -423.96 0.00 -1465.22 -0.00 3.456 7.98 33.24 0.00949 0.900 47 . 116.17 -89.89 0.00 -1462.08 -0.00 16.265 7.95 33.24 0.00954 0.900 48 112.91 -239.05 0.00 -1458.93 -0.00 6.103 7.93 33.24 0.00958 0.900 49 112.40 425.79 0.00 1458.93 0.00 3.426 7.92 33.24 0.00959 0.900 50 109.14 88.59 0.00 1455.78 0.00 16.433 7.90 33.24 0.00963 0900 51 105.88 258.22 0.00 1452.62 0.00 5.626 7.87 33.24 0.00967 0.900 52 119.54 -445.27 0.00 -1465.33 -0.00 3.291 7.98 33.24 0.00949 0.900 53 116.28 -94.64 0.00 -1462.18 -0.00 15.450 7.96 33.24 0.00953 0.900 54 113.02 -250.86 0.00 -1459.03 -0.00 5.816 .7.93 33.24 0.00958 0.900 55 244.36 1020.81 0.00 1577.75 0.00 1.546 9.05 33.25 0.00802 0.900 56 97.48 1020.81 0.00 1444.47 0.00 1.415 7.80 33.24 0.00979 0.900 .57 244.36 1020.81 0.00 1577.75 0.00 1.546 9.05 33.25 0.00802 0.900 58 97.48 1020.81 0.00 1444.47 0.00 1.415 7.80 33.24 0.00979. 0.900 59 193.81 -20.52 0.00 -1535.87 -0.00 74.847 8.63 33.24 0.00856 0.900 60 187.64 -8.83 . 0.00 -1530.10 -0.00 173.284 8.57 33.24 0.00863 0.900 61 181.47 2.85 0.00 1524.79 0.00 535.013 8.52 33.24 0.00871 0.900 62 191.72 -20.13 000 -1533.91 -0.00 76.200 8.61 33.24 0.00858 0.900 63 186.44 -9.24 0.00 -1528.97 -0.00 165.473 8.56 33.24 0.00864 0.900 6 181.15 1.64 0.00 1524:49 0.00 929.566 8.52 33.24 0.00871 0:900 199.76 1298.07 0.00 1541.91 0.00 1.188 8.68 33.24 0.00849 0.900 193.77 296.49 0.00 1536.33 0.00 5.182 8.63 33.24 0.00856 0.900 67 187.78 713.06 0.00 1530.72 0.00 2.147 8.58 33.24 0.00863 0.900 68 208.78 -1341.11 0.00 -1549.84 -0.00 1.156 8.76 33.24 0.00838 0.900 69 202.79 -315.74 0.00 -1544.23 . -.0.00 4.891 8.71 33.24 0.00845 0.900 70 196.80 -708.52 0.00 -1538.65 -0.00 2.172 8.66 33.24 0.00852 0.900 71 199.40 1327.81 0.00 1541.58 0.00 1.161 8.68 33.24 0.00849 0.900 72 193.41 303.03 0.00 1535.99 0.00 5.069 8.63 33.24 0.00856 0.900. 73 187.42 729.71 0.00 1530.39 0.00 2.097 8.57 33.24 0.00863 0.900 74 .209.14 -1370.85 0.00 -1550.18 -0.00 1.131 8.77 33.24 0.00837 0.900 75 203.15 -322.28 0.00 -1544.60 -0.00 4.793 8.71 33.24 0.00845 0.900 76 197.16 -725.17 0.00 -1538.99 -0.00 2.122 8.66 33.24 0.00852 . 0.900 77 200.69 430.89 0.00 1542.78 0.00 3.580 8.69 33.24 0.00847 0.900 78 194.70 81.11 0.00 1537.20 0.00 18.952 8.64 33.24 0.00855 .0.900 79 188.71 276.60 0.00 1531.59 0.00 5.537. 8.58. 33.24 0.00862 0.900 80 207.85 -473.94 0.00 -1548.98 -0:00 3.268 8.76 33.24 0.00839 0.900 81 201.86 -100.36 0.00 -1543.36 . -0.00 15.378 8.70 33.24 0.00846 0.900 82 195.87 -272.06 . 0.00 . -1537.79 -0.00 5.652 865 33.24 0.00853 0900 83 200.51 451.02 0.00 1542.61 0.00 3.420 8.69 33.24 0.00848 0.900 84 194.52 85.60 0.00 1537.03 0.00 17.956 8.64 33.24 0.00855 0.900 85 .188.53 287.75 0.00 1531.43 0.00 5.322 8.58 33.24 0.00862 0.900 86 208.03 -494.07 0.00 -1549.15 -0.00 3.135 8.76 33.24 0.00839 0.900 87 202.04 -104.85 0.00 -1543.53 -0.00 14.721 8.70 33.24 0.00846 0.900 88 196.05 -283.21 0.00 -1537.96 -0.00 5.430 8.65 33.24 0.00853 0.900 89 97.93 1308.74 0.00 1444.91 0.00 1.104 . 7.80 33.24 0.00978 0.900 90 94.68 301.44 . 0.00 1441.75 0.00 4.783 7.78 33.24 0.00983 0.900 91 91.42 712.30 0.00 1438.58 0.00 2.020 7.75 33.24 0.00987 0.900 92 106.95 -1330.44 0.00 -1453.16 -0.00 1.092 7.88 33.24 0.00966 0.900 93 103.69 -310.78 0.00 . -1450.01 -0.00 4.666 7.85 33.24 0.00970 0.900 94 100.43 -709.28. 0.00 -1446.84 -0.00 2.040 7.82 33.24 0.00975 0.900 95 97.57 1338.48 0.00 1444.56 0.00 1.079 7.80 33.24 0.00979 0.900 96 94.31 307.99 0.00 1441.39 0.00 4.680 7.77 . 33.24 0.00983 0.900 97 91.05 728.95 0.00 1438.22 0.00 1.973 7.75 33.24 0.00988 0.900 98 107.31 -1360.18 0.00 -1453.51 -0.00 1.069 7.88 33.24 0.00965 0.900 99 104.06 -317.33 0.00 -1450.36 -0.00 4.571 7.85 33.24 0.00970 0.900 100.80 -725.94 0.00 -1447.20 -0.00 1.994 7.83 33.24 0.00974 0.900 10 98.86 441.57 0.00 1445.81 0.00 3.274 7.81 33.24 0.00977 0.900 95.60 86.07 . 0.00 1442.65 0.00 16.761 7.78 33.24 0.00981 0.900 103 92.34 275.84 0.00 1439.48 0.00 . 5.219 7.76 33.24 0.00986 0.900 LO aay trial, ice •e. OCK ':-n user: r rrie N r sr U b L:\04 R.1 and PS (d -b)\1 c...\g11_12int_c44_c76.cti 104 106.02 -463.26 '0.00 -1452.26 -0.00 3.i35 7.87 33.24 0.00967 0.900 105 102.76 -95.41 0.00 -1449.10' -0.00 15.188 7.84 33.24 0.00972 0.900 106 99.51 -272.82 . 0.00 -1445.95 -0.00 5.300 7.82 33.24 0.00976. 0.900 107 98.68, 461.70 ' 0.00 1445.64 0.00 3.131 .7.81 33.24 0.00977 0.900 195.43 90.56 0.00 1442.48 , 0.00 15.928 7.78 33.24 0.00982 0.900 1 . 92.17 110 106.20 286.98 , 0.00 1439.31 0.00 5.015 7.75 .33.24 0.00986 0.900 -483.39 0.00 -1452.44 -0.00. 3.005 7.87 33.24 0.00967 0.900 111 102.94 . -99.90 0.00 71449.28 -0.00 14:507 7.84 33.24 0.00971 0.900 112 '99.68', -283.97 . 0.00 -1,446.12 -0.00 5.092 7.82 33.24 0.00976 0.900 113 209.14 1020.81 . 0.00 1550.67 0.00 ' 1.519 8.77 33.24 0.00837 0:900 114 . 91.05 1020.81 ' '0.00 . 1438.22 0.00 ' 1.409 7.75 33.24 0.00988 0.900 115 209.14. 1020.81 0.00 ' 1550.67 0.00 1.519 8.77 33.24 0.00837 0.900 116 ' 91.05 1020:81 0.00 1438.22 0.00 1.409 7.75' 33.24 0:00988 0.900 *** End of output *** ' i oay trial ice e. OCK user:, r rne M r sr i.:\04 project9 .0land ps (d-b)\l c 'P\ .gl1_l2int_c4&..c76_mpr.cti enera1 Information: File Name: i:\04 projects\2016\216003.00 legolandps (d-b)\l central fo ... \gll_12int_c44_c76_mpr.cti Project: 216003.00 Co : L2_C44_C76 Engineer:'MN C ACI318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4aterial Properties: f'c =5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 3ection: Rectangular: Width = 24 in Gross section area, Ag = 864 in2 Ix = 93312 in4 rx = 10.3923 in Xo = 0 in leinforcement: fy =75ksi Es = 29000 ksi Depth = 36 in ly = 41472 in4 ry = 6.9282 in Yo = 0 in Bar Set: ASTM A615 Size Diam (in) Area (in"2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Other; #5 ties with #10 bars, #5 with larger bars. phi(a) = 1, phi(b) = 1, phi(c) =1 Pattern: Irregular. To steel area: As = 20.32 in2 at rho = 2.35% M*n clear spacing =.4.78 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 1.27 -3.1 15.2 1.27 3.1 15.2 1.27 9.2 15.2 1.27 -9.2 -15.2 1.27 -3.1 -15.2 1.27 3.1 -15.2 1.27 9.2 -15.2 . 1.27 -9.2 9.1 1.27 -9.2 3.0 1.27 -9.2 -3.0 1.27 -9.2 -9.1 1.27 9.2 9.1 1.27 9.2 3.0 1.27 9.2 -3.0 1.27 9.2 -9.1 ?actored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth .eps_t Phi No. kip k-ft k-ft k-ft k-ft in in 1 193.81 -20.52 0.00 -1944.76 -0.00 94.774 9.50 33.24 0.00749 1.000 2 187.64 -8.83 0.00 -1940.18 -0.00 219.726 9.46 33.24 0.00754 1.000 3 181.47 2.85 0.00 1936.27 0.00 679.392 9.43 33.25 0.00758 1.000 4 191.72 -20.13 0.00 -1943.21 -0.00 96.533 9.49 33.24 0.00751 1.000 5 186.44 -9.24 0.00 -1939.29 -0.00 209.880 9.46 33.24 0.00755 1.000 6 181.15 1.64 0.00 1936.03 0.00 999.999 9.43 33.25 0.00758 1.000 7 199.76 1298.07 0.00 1949.82 0.00 1.502 9.55 33.25 0.00744 1.000 8 193.77 296.49 0.00 1945.39 0.00 6.561 9.51 33.25 0.00749 1.000 9 187.78 713.06 0.00 1940.95 0.00 2.722 9.47 33.25 0.00753 1.000 10 208.78 -1341.11 0.00 -1955.84 -0.00 1.458 9.60 33.24 0.00739 1.000 11 202.79 -315.74 0.00 -1951.41 -0.00 6.180 9.56 33.24 0.00743 1.000 12 196.80 -708.52 0.00 -1946.97 -0.00 2.748 9.52 33.24 0.00747 1.000 13 199.40 1327.81 0.00 1949.55 0.00 1.468 9.55 33.25 0.00745 1.000 14 193.41 303.03 0.00 1945.12 0.00 6.419 9.51 33.25 0.00749 1.000 15 187.42 729.71 0.00 1940.68 0.00 2.660 .9.47 33.25 0.00753 1.000 16 209.14 -1370.85 0.00 -1956.10 -0.00 1.427 9.60 33.24 0.00738 1.000 17 . 203.15 -322.28 0.00 -1951.67 -0.00 6.056 9;56 33.24 0.00743 1.000 18 197.16 -725.17 0.00 -1947.24 -0.00 2.685 9.53 33.24 0.00747 1.000 19 :200.69 430.89 0.00 1950.51 0.00 4.527 9.56 33.25 0.00744 1.000 2 194.70 81.11 0.00 1946.07 0.00 23.993 9.52 33.25 0.00748 1.000 188.71 276.60 0.00 1941.64 0.00 7.020 9.48 3325 .0.00752 1.000 207.85 -473.94 0.00 -1955.15 -0.00 4.125 9.60 33.24 0.00739 1.000 23 201.86 -100.36 0.00 -1950.72 -0.00 19.437 9.56 33.24 0.00744 1.000 L aay trialcense. -jj'j.q• user: ~ggrMLcrsort L:\04 project Li P d- PS (b)\1 X\\g11...12int_c44_c76_mpr.cti 24 195.87 -272.06 0.00 -1946.28 -0.00 7.154 9.52 33.24 0.00748 1.000 25 200.51 451.02 0.00 1950.37 0.00 4.324 9.56 33.25 0.00744 '1.000 26 194.52 85.60 0.00 1945.94 0.00 22.733 9.52 33.25 0.00748 1.000 27 188.53 287.75 0.00 1941.50 0.00 6.747 9.48 33.25 0.00752 1.000 2 208.03 -494.07 0.00' -1955.28 -0.00 3.958 9.60 33.24 0.00739 1.000 202.04 -104.85 0.00 -1950.85 -0.00 18.606 9.56 33.24 0.00743 1.000 196.05 -283.21 0.00 -1946.42 -0.00 6.873 9.52 33.24 0.00748 1.000 31 97.93 1308.74 0.00 1873.86 0.00 1.432 8.91 33.25 0.00820 1.000 32 94.68 301.44 0.00 1871.41 0.00 6.208 8.89 33.25 0.00822 1.000 33 91.42 712.30 0.00 1868.96 0.00 2.624 8.87 33.25 0.00825 1.000 34 106.95 -1330.44 0.00 -1879.92 -0.00 1.413 8.95 33.24 0.00814 1.000 35 103.69 -310.78 0.00 -1877.46 -0.00 6.041 8.93 33.24 0.00816 1.000 36 100.43 -709.28 0.00 -1875.01 -0.00 2.644 8.91 33.24 0.00819 1.000 37 97.57 1338.48 0.00 1873.59 0.00 1.400 8.91 33.25 0.00820 1.000 38 94.31 307.99 ' 0.00 1871.14 0.00 6.075 ' 8.89 33.25 0.00823 1.000 39 91.05 728.95 0.00 1868.68 0.00 2.564 8.87 33.25 0.00825 1.000 40 107.31 -1360.18 0.00 -1880.19 -0.00 1.382 8.95 33.24 0.00814 1.000 - 41 104.06 -317.33 0.00 -1877.74 -0.00 5.917 8.93 33.24 0.00816 1.000 42 100.80 -725.94 0.00 -1875.29 -0.00 2.583 8.91 33.24 0.00819 1.000 43 98.86 441.57 0.00 1874.56 0.00 4.245 8.91 33.25 0.00819 1.000 44 95.60 86.07 0.00 1872.11 0.00 21.751 8.89 33.25 0.00822 1.000 45 92.34 275.84 0.00 1869.65 0.00 6.778 8.87 33.25 0.00824 1.000 46 106.02 -463.26 0.00 -1879.22 -0.00 4.057 8.95 33.24 0.00815 1.000 47 102.76 -95.41 0.00 -1876.76 -0.00 19.671 8.93 33.24 0.00817 1.000 48 99.51 -272.82 0.00 -1874.32 -0.00 6.870 8.91 33.24 0.00820 1.000 49 98.68 461.70 0.00 1874.42 0.00 4.060 8.91 33.25 0.00819. 1.000 50 95.43 90.56 0.00 1871.98 0.00 20.671 8.89 33.25 0.00822 1.000 51 92.17 286.98 0.00 1869.52 0.00 6.514 8.87 33.25 0.00824 1.000 52 106.20 -483.39 0.00 -1879.35 -0.00 3.888 8.95 33.24 0.00814. 1.000 53 102.94 -99.90 0.00 -1876.90 -0.00 18.788 8.93 33.24 0.00817 1.000 54 99.68 -283.97 0.00 -1874.45 -0.00 6.601 ' 8.91 33.24 0.00819 1.000 55 209.14 1020.81 0.00 1956.75 0.00 1.917 9.61 33.25 0.00738 1.000 56 91.05 1020.81 0.00 1868.68 0.00 1.831 8.87 33.25 0.00825 1.000 57 209.14 1020.81 0.00 1956.75 0.00 , 1.917 9.61 33.25 0.00738 1.000 58 91.05 1020.81 0.00 1868.68 0.00 1.831 8.87 33.25 0.00825 1.000 59 219.40 -18.42 0.00 -1963.68 -0.00 106.606 9.67 33.24 0.00731 1.000. 60 213.24 -5.73 0.00 -1959.13 -0.00 341.908 . 9.63 33.24 0.00735 1.000 61 207.07 . 6.96 0.00 1955.22 0.00 280.923 9.60 33.25 0.00739 1.000 62 218.86 -17.04 0.00 -1963.28 -0.00 115.216 9.67 33.24 0.00731 1.000 63 213.58 -5.69 0.00 -1959.38 -0.00 344.356 9.63 . 33.24 0.00735 1.000 6 208.29 5.65 0.00 1956.12 0.00 346.216 9.61 33.25 0.00738 1.000 220.56 1267.00 0.00 1965.17 0.00 1.551 ' 9.69 33.25 0.00730 1.000 214.57 293.62 0.00 1960.76 0.00 6.678 9.65 33.25 0.00734 1.000 67 208.58 695.35 0.00 1956.34 0.00 2.813 9.61 33.25 0.00738 1.000 68 . 244.21 -1304.35 ' 0.00 -1981.93 -0.00 1.519 9.84 33.24 0.00714 1.000 69 238.22 -305.73 0.00 -1977.53 -0.00 6.468 9.80 33.24 0.00718 1.000 70 232.23 .-682.22 . 0.00 -1973.13 -0.00 2.892 9.76 33.24 0.00722 1.000 71 220.41 1299.16 0.00 1965.06 0.00 1.513 , 9.69 33.25 0.00730 1.000 72 214.42 300.58 0.00 1960.65 0.00 6.523 9.65 33.25 0.00734 1.000 73 208.43 713.60 0.00 1956.23 0.00 2.741 9.61 33.25 0.00738 1.000 74 244.36 -1336.51 0.00 -1982.04 -0.00 1.483 9.84 33.24 0.00714 1.000 75 238.37 -312.69 0.00 -1977.64 -0.00 6.325 9.80 33.24 0.00718 1.000 76 232.38 -700.47 0.00 -1973.24 -0.00 2.817 9.76 33.24 0.00722 1.000 77 228.92 395.55 0.00 1971.33 0.00 4.984 9.74 33.25 0.00724 1.000 78 . 222.93 80.81 0.00 1966.92 0.00 24.340 9.70 33.25 0.00728 1.000 79 216.94 249.30 0.00 1962.51 0.00 7.872 9.66 , 33.25 0.00732 1.000 '80 235.85 -432.90 0.00 -1975.79 -0.00 4.564 ' 9.78 33.24 0.00720 1.000 81 229.86 -92.92 0.00 , -1971.38 -0.00 . 21.216 9.74 33.24 0.00724 1.000 82 223.87 -236.16 0.00 -1966.97 -0.00 8.329 9.70 33.24 0.00728 1.000 83 228.81 . 416.86 0.00 1971.24 0.00 4.729 9.74 33.25 0.00724 1.000 84 ' 222.82 ' 85.56 0.00 1966.84 0.00 22.988 9.70 33.25 0.00728 1.000 85 216.83 261.10 0.00 1962.42. 0.00 7.516 9.66 33.25 0.00732 1.000 86 235.96 -454.21 0.00 -1975.87 -0.00 4.350 9.78 33.24 0.00719 1.000 87 229.97 -97.67 0.00 -1971.46 -0.00- 20.185 9.74 33.24 0.00724 1.000 88 223.98 -247.97 0.00 -1967.05 -0.00 7.933' 9.70 33.24 0.00728 1.000 89 104.15 1275.94 0.00 1878.54 0.00 ' 1.472 8.95 33.25 0.00815 1.000 90 100.89 296.65 0.00 1876.09 0.00 6.324 8.93 33.25 0.00818 1.000 91 97.63 692.47 0.00 ' 1873.63 0.00 2.706 8.91 33.25 0.00820 1.000 92 127.79 ' -1295.41 0.00 -1895.56 -0.00 1.463 9.08 33.24 0.00798 1.000 '93 124.53 -302.70 0.00 -1893.12 -0.00 6.254 9.06 33:24 . 0.00800 1.000 94 , 121.27 -685.10 0.00 -1890.67 -0.00 2.760 9.04 33.24 0.00803 1.000 95 103.99 1308.10 0.00 1878.42 0.00 1.436 8.94 33.25 0.00815 1.000 96 100.74 303.61 0.00 1875.97 0.00 6.179 8.92 33.25 0.00818' 1.000 97 97.48 710.72 0.00 1873.52 0.00 2.636 8.90 33.25 0.00820 1.000 98 127.94 -1327.58 0.00 -1895.68 -0.00 1.428 9.08 33.24 0.00798 1.000 99 124.69 -309.66 0.00 -1893.24 -0.00 6.114 9.06 33.24 0.00800 1.000 10 . 121.43 -703.35 0.00 -1890.79 -0.00 ' 2.688 9.04 33.24 0.00803 1.000 112.51 404.48 0.00 1884.82 0.00 4.660 9.00 33.25 0.00809 1.000 109.25 83.84 0.00 1882.37 0.00 22.452 8.98 33.25 0.00811 1.000 103 105.99 246.41 0.00 1879.92 0.00 ' 7.629 8.96 33.25 0.00814 1.000 L.aaytriaJ. làe e. ocK '' :' .471i'. user: r M r sr \04 1and ps (d-b)\1 cPX\ U c44 c76mpr cti 104 1.119.43, -4,23.96 0'.00 -1.889.29 -0.00 4 456 9 03 33 24 0 00804 1-700.0. 105 116 17 -89.89 0.00 -1886 84 -0 00 20.991 9Al 33 24 0 00807 1 000 106. .1129] -239.05. . ' 0.00 '-1884.40 '; '-0.00. 7.883 8:99 ': 33.24 0.00809 1.000. 107. .112.40 .425.79 0.00. 1884.73 . .0.00 A.426 : 9.00. 3325 0.00809 1.000 10 .)109.14 88.59 0.00 1882.29 '0.00, 21.247 8. 9.8 33.25 0.001 8'1 L000': 1 0 .105..88 258 22 :O AO 1879 84 0.00 7 280 8 96 33.25 0 00814 1.-00.0, 11 119.54 -445.27 0.00 -1889 37 -0.00 4.243 9.03 33 24 0.00804 I 000 111 ].'16.28 . -94.64. 0.00 '-1886.93 -0.00 19.938. 9'01 33.24 0.008071.000: 112 -113.02 250.86 -JRR4 oob 2 0.00 5? I H H H H I .006 I 244.36 1020.81- 73 115 0.00 * ll~ 97.48 1020 0 .000 ** End output ., ) ft • Hope Amundson 21300 00 Calculations by M Nekuda P (kip) MF 189 3500 G o 0 0 (Pmax) (Pmax) • Y 0 0 o o 0 0 24 x:36 in Code AC131811 Units English :: I -2000 / 2000 SleSess Not considered M (00-.(k Column type Structural Bars ASTM A615 Date 07/09/16 Time 11:40722'(Pmin) (Pmin) -1500 spColumn v4 81 15 day trial license Locking Code 4-1 F514 User Mary Anne, Microsoft File i:\04.projects\2016\216003.00 legoland ps (d b)\1 central folders\03 calcs\spcolumn\mf columns\f \gll_l3int_cl 12_c1 10 cti Project 21600300 Column L3_C112_C11O Engineer MN 0. fc=5ksi fy =60ksi Ag=864 InA2 16410bars Ed = 4031 ksi Es = 29000 ksi As .,'= 20M inA2 rho = .235% fc 25 ksi Xo = 0:00 in lx= 9 8312IJ04 &W6.003 003 in/in Yo = 0.0.0 in ly = 41472 mM Betal = 0.8 Mm clear spacing = 4 78 in Clear cover = 2 12 in Confinement Tied phi(a) = 0 8 phi(b) =:O'.9, phi(c) =.0.65 PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi k-ft in in 21,6.16 117.476 12.21 37.89 0.00635 0.900 292.30 158.857 13.27 38.80 0.00579 0.900 91.90 49.946 9.87 35.44 0.00788 0.900 246.98 111.757 12.76 38.44 0.00604 0.900 323.20 146.242 13.63 - 39.02 0.00560 0.900 104.14 47.124 10.12 35.74 0.00768 0.900 14.90 '6.836 8.52 33.60 0.00888 0.900 10.36 4.752 8.40 33.49 0.00900 0.900 3.74 - 1.713 8.24 33.33 0.00916 0.900 13:38 6.139 8.57 33.56 0.00880 0.900 11.08 5.082 8.48 33.50 0.00889 0.900 4.05, 1.859 8.31 33.34 0.00905 0.900. 14.62 6.706 ' 8.52 33.59 0.00889 0:900 10.16 4.662 8.39 33.48 0.00901 '0.900 3.67 - 1.681 8.23 33.33 0.00916 0.900 13.16 6.035 8.56 33.55 0.00881 0.900 10.86 ' 4.980 8.48 - 33.50 0.00889 0.900 3.97 1.822 '8.31 33.33 0.00905 0.900 82.99 38.071 9.84 35.22 0.00786 0.900 - 33.93 15.564 8.87 34.05 0.00862 0.900 13.07 5.996 8.43 33.55 0.00899 0.900 50.03 22.949 9.24. 34.43 0.00831 0.900" 42.33 19.418 -9.05 34.25 0.00847 0.900 L uay triai We e. ocic ':-1 1'1. user: r jne m r sr U b L:\04'project land PS (d-b)\l' .\gll_13int_c112_cllo.cti 3eneraI Information: File Name: i:\04 projects\2016,\216003.00 legoland ps (d-b)\l central fold.. .\gll_l3int_c112_c110.cti Project: 216003.00 Co : L3_Cll2_Cll0 Engineer: MN C ACI 318-11 . Units: English Run Option: investigati6n - Slenderness: Not considered Run Axis:: Biaxial . Column Type: Structural 4ateria1 Properties: fc = 5ksi fy = 60 ksi Ec = 4030.51 ksi . . Es = 29000 ksi- Ultimate strain = 0,003 in/in Betal = 0.8 section: Rectangular: Width = 24 in . : Depth .= 36 in Gross section area, Ag = 864 in '2, Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0-in . '-: Yo= 0 i einforcement: Bar Set: ASTM A615 Size Diam '(in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) '# 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 4 6 0.75 0.44 # 7' 0.88 0.60 4 8 1.00 0.79 4 9 1.13 1.00 # 10 1.27 . 1.27 # 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 Confinement:' Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular To steel area: As = 20.32 in'2 at rho = 2.35% M*n clear spacing = 4.78 in Area in2 X (in) Y (in) Area in2 X (in) . Y (in) Area in2 X (in) , Y (in) 1.27 -9.2 15.2 1.27 -3.1 15.2 1.27 3.1 15.2 1.27 9.2 ' 15.2 1.27 -9.2 -15.2 1.27 -3.1 -15.2 1.27 3.1 . -15.2 1.27 9.2 -15.2 1.27 -9.2 .9.1 1.27 -9.2 3.0 . 1.27 -9.2 -3.0 1.27. -9.2 -9.1 1.27 9.2 9.1 1.27 9.2 3.0 , 1.27 9.2 -3.0 1.27 9.2 -9.1 aôtored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx No. kip k-ft k-ft k-ft '1 ' 144.86 -11:98 1.84 -1407.36 2 140.30 8.56 1.84 1359.82 '3 ' 135.73 '29.09 1.84 1452.92 4 ' 145.03 -12.46 2.21 -1392.50 5 141.11 . 9.16 2.21 1339.58 6 - . 137.20 30.78 - 2.21 1450.46 7 149.65 217.96 2.18 1489.96 8 145.2,1 312.93 2.18 1487.19 9 , 140.78 . 866.71 2.18 1485.05 10 157.87 -243.97 2.18 -1497.72 11. 153.43 -294.03 . 2.18 -1494.26 12 149.00 -802.89 2.18 -1492.29 13. . 149.51 ' 222.19 , 2.18 1489.92 14 145.07 319.02 2.18 1487.12 15 140.63 883.11 2.18 1484.93 16 . 158.01 -248:20 2.18 -1497.92 17 153.58 -300.11 2.18 -1494.47 18 ''149.14 -819.29 2.18 -1492.45 19 ' 152.17 38.63 2.18 1470.68 2 147.73 95.23 2.18 1482.14 143.30 247.57 - 2.18 1484.52 155.35 -64.65 2.18 -1483.63 23 150.91 -76.32 ' 2.18' -1481.95 M].CrSOtt r1: 'i-i'i&. LD aay trisi License. user:uf L:\04 pr6ject? R41 and ps (d-b) \1 . \gll_l3int_c112_cllo .cti 24 146.48 -183.75 2.18 -1485.61 17.62 8.085 8.55 33.66 0.00888 0.900 25 152.08 . 41.77 2.18 1472.55 76.85 35.254 9.72 35.08 0.00795 0.900 26 147.64 99.77 2.18 1482.54 32.39 14.860 8.84 34.01 0.00865 0.900 27 143.21 259.79 2.18 1484.63 12.46 5.715 8.42 33.54 0.00900 0.900 2 155.44 -67.78 2.18 -1484.45 47.74 21.901 9.20 34.38 0.00834 0.900 151.00 -80.86 2.18 -1482.78 39.98 18.338 9.01 34.20 0.00850 0.900 3 146.57 -195.97 2.18 -1486.04 16.53 7.583 8.53 33.64 0.00890 0.900 31 72.46 224.63 0.97 1418.40 6.12 6.314 7.71 33.39 0.01002 0.900 32 70.05 308.00 0.97 1416.50 4.46 4.599 7.66 33.35 0.01009 0.900 33 67.63 850.17 0.97 1414.92 1.61 1.664 7.59 33.28 0.01017 0.900 34 80.68 -237.30 0.97 -1426.01 5.83 6.009 7.77, 33.38 0.00992 0.900 35 78.27 -298.96 0.97 -i424.00 4.62 4.763 7.73 33.35 0.00997 0.900 36 75.85 -819.42 0.97 -1422.46. 1.68 1.736 '7.65 33.28 0.01006 0.900 37 72.32 228.87 0.97 1418.29 6.01 6.197 7.71 33.39 0.01003 0.900, 38 69.90 314.09 0.97 1416.38 4.37 4.509 7.66 33.35 0.01009 0.900 39 67.49 866.58 0.97 1414.79 1.58 1.633, 7.58 33.28 0.01017 0.900 40 80.82 -241.53 0.97 -1426.18 5.73 5.905 7.77 33.38 0.00991 0.900 41 78.41 -305.04 0.97 -1424.16 4.53 4.669 7.73 33.35 0.00997 0.900 42 76.00 -835.82 0.97 -1422.62 1.65 1.702 7.65 33.28 0.01005 0.900 43 , 74.98 45.31 0.97 1414.08 30.27 31.209' 8.20 33.98 0.00955 0.900 44 ' 72.57 , 90.30 0.97 1415.96 15.21 15.681 7.89. 33.61 0.00986 0.900 45 70.15 231.04 0.97 , 1416.19 5.95 6.130 7.69 33.39 0.01006 0.900 46 78.16 -57.97 0.97 -1418.50 23.74 24.470 8.10 33.82 0.00963 0.900 47 75.75 -81.25 0.97 -1418.08 16.93 17.453 7.95 33.65 0.00978 0.900 48 73.33 -200.28 , 0.97 -1418.54 6.87 7.083 7.73 33.41 0.01000 0.900 49 74.89 48.44 0.97 1414.54 ' 28.33 29.202 8.17 33.93 0.00959 0.900' 50 . 72.48 94.84 0.97 1416.08 14.48 14.931 7.88 33.59 0.00987 0.900 51 70.06 243.26 0.97 1416.18 5.65 5.822 7.68 33.38 0.01006 0.900 52 78.25 -61.11 0.97 -1418.93 22.52 23.219 8.08 33.79 0.00965 0.900 53 75.84 . -85.79 0.97 -1418.42 16.04 16.534 7.93 . 33.63 0.00980 0.900 54 . 73.42 -212.50 0.97 -1418.74 6.48 6.676 7.73 33.40 0.01000 . 0.900 55 158.01 916.05 2.18 1501.49 3.57 1.639 8.38 33.33 0.00894 0.900 56 . 67.49 916.05 0.97 1414.82 1.50 1.544 7.58 33.28 0.01018 0.900 57 158.01 1372.81 2.18 1501.87 2.39 1.094 8.36 33.30 0.00896 0.900 58 67.49 1372.81 0.97 , 1414.96 1.00 1.031 7.57 33.26 0.01019 0.900 59 116.93 -10.48 6.20 -1004.29 , 594.14 95.829 14.57 37.31 0.00468 0.873 60 112.36 1.83 6.20 274.06 928.51 149.760 7.69 25.06 0.00714 0.900 61 107.79 ' 14.15" 6.20 ' 1150.19 503.97 81.286 14.69 38.90 0.00495 0.895 62 115.77 -11.11 7.46 -944.80 634.41 85.041 14.22 36.35 0.00467 0.872 63 ' 111.86 3.20 7.46 . 391.30' 912.21 122.281 8.82 26.70 0.00608 0.900 6 . 107.94 17.50 7.46 1163.13 495.83 66.465 14.70 39.03 0.00497. 0.897 110.45 213.18 7.37 •' 1442.22 , 49.86 ,6.765 8.87 34.44 0.00880 0.900 106.01 328.11 7.37 1443.18 32.42 4.398 8.49 34.02 0.00914 0.900 67 101.57 888.36 7.37 1444.94 11.99 1.627 8.06 33.53 0.00953 0.900 68 ' 136.16 -236.19 7.37 . -1467.11 45.78 6.212 9.00 34.34 0.00858 0.900 69 131.72 -322.52 7.37 -1466.72 33.52 4.548 8.73 34.04 0.00882 0.900 70 127.29 . -854.15 7.37 -1468.91 12.67 1.720 8.29 ' . 33.54 0.00919 0.900 71 109.89 217.73 7.37 1442.01 48.81 6.623 8.84 34.42 0.00882 0.900 72 ' 105.46, 333.78 7.37 1442.82 31.86 4.323 8.48 34.01 0.00915 0.900 73 101.02 904.23 . 7.37 1444.47 11.77 1.597 8.05 33.52 0.00954 0.900 74 136.71 -240.74 ' 7.37 -1467.88 44.94 6.097 8.99 34.32 0.00858 0.900 75 132.28 -328.18 , 7.37 -1467.42 32.95 4.471 8.72 34.03 0.00882 0.900 76 127.84 -870.03 7.37 -1469.50 12.45 1.689 8.29 33.54' 0.00919 0.900 77 119.68 '38.51 7.37 1365.30 261.29 35.453 12.76 38.57 0.00607 0.900 78 , 115.24 93.46 7.37 1427.92 112.60 15.278 10.11 35.95 0.00774 0.900 79 110.80 236.24 7.37 1443.98 45.05 6.112 8.78 34.33 0.00887 0.900 80 126.93 -61.53 . 7.37 -1414.82 169.47 22.994 11.24 37.07 0.00694 0.900 81 , 122.49 -87.87 7.37 -1431.74 120.09 16.294 10.31 36.13 0.00756 0.900 82 118.06 -202.03 7.37 -1447.99 . ' 52.82 7.167 8.98 34.51 0.00867 0.900 83 119.38 41.65 7.37 ' 1375.57 243.41 33.027 12.51 38.37 0.00621 0.900 84 114.94, 97.64 7.37 1429.07 107.87 14.636 10.02 35.84 0.00781 0.900 85 110.50 247.74 7.37 1444.32 42.97 5.830 8.73 34.28 0.00891 0.900 86 127.23 ' -64.67 7.37 -1418.68 161.68 21.937 11.11 36.94 0.00702 0.900 87 122.79 -92.05 7.37 -1433.62 114.78 15.574 10.21 36.00 0.00764 0.900 88 . 118.36 -213.54 7.37 -1449.12 50.01 6.786 8.93 34.44 0.00871 0.900 89 48.95 219.15 3.28 1391.38 20.82 6.349 7.82 33.75 0.01007 0.900 90 46.53 326.28 3.28 1390.85 , 13.98 4.263 7.66 . 33.58 0.01023 0.900 91 44.12 878.73 . 3.28 1390.83 5.19 1.583 7.47 33.37 0.01044 0.900 92 74.66 ' -230.23 3.28 -1416.11 20.17 6.151 . 8.00 33.73 0.00974 0.900 93 ' 72.25 -324.35 3.28 -1415.41 14.31 4.364 . 7.87 33.59 0.00988 0.900 94 69.83 -863.78 3.28 -1415.54 5.37 1.639 7.68' 33.37 0.01007 0.900 95 48.39 223.69 3.28 1390.95 20.40 6.218 7.80 ' 33.74 ' 0.01008 0.900 96 45.98 331.95 3.28, 1390.37 13.74 4.189 7.65 33.58 0.01024 0.900 97 43.56 894.61 3.28 1390.31 5.10 1.554 7.46 33.37 0.01045 0.900' 98 75.21 -234.77 3.28 -1416.75 19.79 . 6.035 ' 8.00 33.72 0.00974 - 0.900 99 ' 72.80 -330.01 3.28 -1416.01 14.07 ' 4.291 7.87 33.58 '0.00987 0.900 70.39 -879.65 3.28 -1416.11 5.28 1.610 7.68 .33.37 0.01007 0.900 10 58.18 44.48 3.28 1378.29 101.64 30.987 9.48 35.73 0.00842 0.900 ' 55.76 91.63 3.28 1390.15 49.76 15.171 8.44.' 34.46 0.00943 0.900 103 53.35 226.61 3.28 1395.84 20.20 6.160 7.84 33.74 0.01002 0.900 Lo Gay L:\04 triai ce e. OCK :'1-11j. projetP user: r ine M r sr U b ps (d-b)\l ..\g11_13int_c112_c110.cti 104 65.43 -55.56 3.28 -1390.01 82.06 25.018 9.15 35.25 0.00872 0.900 105 63.02 -89.69 3.28 -1396.28 51.06 15.568 8.52 34.49 0.00932 0.900 106 60.60 -211.66 3.28 -1402.01 21.73 6.624 7.92 33.77 0.00989 0.900 107 57.88 47.62 3.28 1379.81 95.04 28.975 9.35 35.57 0.00855 0.900 10 .55.46 95.81 3.28 1390.45 47.60 14.513 8.39 34.41 0.00947 0.900 1 53.05 238.12- 3.28 1395.82 19.23 5.862 7.82 33.71 0.01004 0.900 1 65.73 . -58.70 3.28 -1391.49 77.75 23.705 9.06 35.14 0.00879 0.900 111 63.31 -93.88 3.28 -1397.17 48.81 14.883 8.48 34.43 0.00936 0.900 112 60.90 -223.16 3.28 -1402.60 20.62 6.285 7.90 33.75 0.00991 0.900 113 136.71 916.05 7.37 1478.63 11.90 1.614 8.36 33.53 0.00909 0.900 114 -43.56 916.05 3.28 1390.34 4.98 1.518 - .7.46 33.36 0.01045 0.900 115 136.71 1372.81 7.37 1479.85 7.94 - 1.078 -8.28 33.43. 0.00915 0.900 116 43.56 1372.81 3.28 1390.78 3.32 1.013 7.43 33.32 0.01048 0.900 End of output *** ... Hope Amundson 213 :24x36.in: Code: AC131.8L1'l: . . . :. . .:. •. Units English Run axis Biaxial I _L - I t1OO112I!P97I -i__ fl164_I Runoption Investigation 2000 2000 side ess: Not considered M (SO) (k4fl .Column type:: Structural N / Bars: ASTM A615 Date: 07/.09/16 Time 111:41:30.(Pmin) (Pmin) : -150 spColumn V4.81. 15 day trial license Locking Code 4-1 F514 User Mary Anne, Microsoft File i \04 pr6jects\201 6\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\f \gl1_14int_cl 12_c1 10 cti Project 21600300 Column L4_C112_C110 Engineer MN f c = 5 ksi fy = 60 ksi Ag = 864 inA2 16 #10 bars Ec = 4031 ksi Es = 29000 ksi As = 20.32 inA2 rho = 2.35% fc 25 ksi Xo = 0.00 in lx .= 93312 inA4 e_ 0.003 in/in Yo = .0 .00 in ly = 41472 inA4 Betal = 0.8. Min clear spacing = 4.76 in Clear cover = 2.12 in Confinement Tied phi(a) =.0.8, phi(b) = 0 9, phi(c) = 0.65. L oay trial ice e. ocK user: r ine N r sr -. 1) b i:\04 projèct PS (d-b)\1 ...\glLl4int_c112_c110.cti enera1 Information: File Name: i:\04 projects\2016\216003.00 leg oland ps (d-b)\1 central fold...\gll_14int_c112_cllo.cti Project:. 216003.00 Co : L4_C112_Cll0 Engineer: MN C ACI 318-11 Units: English S S Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4ateria1 Properties: f'c =5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 3ection: Rectangular: Width = 24 in Gross section area, Ag = 864 in2 Ix = 93312 in4 rx = 10.3923 in Xo = 0 in leinforcement: fy =60k5i Es = 29000 ksi Depth = 36 in - ly = 41472 in4 ry = 6.9282 in Yo= 0 i Bar Set: ASTM A615. Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2). # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 - 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69. 2.25 # 18 2.26 4.00 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. 'phi(a) = 0.8, phi(b) = 0.91 phi(c).= 0.65 Pattern: Irregular To steel area: As = 20.32 in2 at rho = 2.35% M*n clear spacing =-4.78 in Area in"2 X (in) Y (in) Area in2 X (in) (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 1.27 -3.1 15.2 1.27. 3.1 15.2 1.27 9.2 15.2 - 1.27 -9.2 -15.2 1.27 -3.1 -15.2 1.27 3.1 -15.2 1.27 9.2 -15.2 1.27 -9.2 9.1 1.27 -9.2 - 3.0 1.27 -9.2 -3.0 1.27 - -9.2 -9.1 1.27 9.2 9.1 1.27 9.2. 3.0 1.27 9.2 -3.0 1.27 9.2 -9.1 - - 'actored Loads and Moments with Corresponding Capacities: - Pu - Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth epst Phi No. -: - kip - k-ft k-ft k-ft k-ft in in 1 40.55 27.50 15.63 - 1016.28 577.62 - 36.956 14.08 37.63 0.00502 0.900 2 36.72 56.28 15.63 1236.42 - 343.38 21.969 13.12 39.20 0.00598 0.900 3 - 32.89 85.05 - 15.63 1300.95 239.08 15.296 11.83 38.41 0.00675 0.900 4 39.83 30.42 18.81 - 976.28 603.68 32.093 .13.85 36.98 0.00501 0.900 5 36.55 57.28 - 18.81 1198.48 - 393.56 20.923 - 13.60 39.35 0.00568 0.900 6 33.26 - .84.14 - 18.81 1272.36 284.44 15.122. 12.40 38.79 0.00641 0.900 7 - 24.28 59.91 18.57 1204.74 373.43 20.109 13.38 39.40 0.00583 0.900 8 20.56 190.81 18.57 1335.24 129.95 6.998 9.78 36.46 0.00818 - 0.900 9 16.83 331.17 18.57 1345.99 75.47 4.064 8.67 35.12 0.00935 0.900 10 60.85 2.07 - 18.57 102.15 916.35 49.346 - -5.74 22.65 0.00934 0.900 11 57.13 _70.17 18.57 -1261.04 333.73 17.971 13.16 39.12 0.00594 0.900 12 - 53.40 -151.88 - 18.57 -1350.80 165.16 8.894 - 10.65 37.07 - 0.00750 0.900 13 23.69 61.56 18.57 1210.15 365.05 19.658 13.29 39.36 0.00589 0.900 14 - 19.96 193.99 - 18.57 1335.56 127.85 6.885 9.74 36.42 0.00822 0.900 15 16.24 339.19 - 18.57 1345.87 73.68 - 3.968 - 8.63 35.08 0.00939 0.900 16 61.44 0.42 18.57 -, 20.97 926.96 49.917 4.97 - 21.53 0.01016 0.900 17 - - 57.72 -73.35 18.57 -1269.79 -321.47 17.311 13.02 39.04 -0.00602 0.900 18 54.00 - -159.90 18.57 -1354.64 157.32 8.472 -10.51 36.93 0.00759 0.900 19 - 38.25 55.63 18.57 1195.27 - 399.00 21.486 13.65 39.33 0.00565 0.900 2 - 34.52 90.97 18.57 1287.85 262.89 14.157 -12.16 38.63 0.00655 0.900 30.80 146.62 18.57 1328.75 .168.29 '9.063 10.54 37.14 0.00763 0.900 - 46.88 - 6.35 18.57 - 301.49 -881.67 47.478 -7.57 25.40 0.00744 0.900 23 - 43.16 - 29.67 18.57 - 9-71.83 - 608.25 32.755 - 13.84 36.89 0.00500 6.900 LO oay trial ice e. OCK ':q-ir ji'. user: r M r sr U b L:\04 project?P2 PS (d-b)\1 ...\g11_14int_c112_c110.cti 4i.M 24 39.44 32.67 18.57 1015.69 577.33 31.089 14.07 37.63 0.00502 0.900 25 37.90 56.28 18.57 1198.16 395.34 21.289 13.62 39.34 0.00567 0.900 26 34.17 93.02 18.57 1290.95 257.72 13.878 12.09 38.60 0.00658 0.900 27 30.45 . 151.38 18.57 1330.55 163.22 8.789 10.45 37.05 0.00770 0.900 2 47.23 5.70 18.57 271.83 885.60 47.690 7.28 24.99 0.00775 0.900 43.51 27.62 ' ' 18.57 937.88 630.58 33.957 13.65 36.34 0.00498 0.899 3 39.79 27.91 18.57 941.71 626.57 33.741 13.65 36.42 0.00500 0.900 31 3.15 43.45 8.26 1271.56 241.73 29.265 11.64 38.46 0.00692 0.900 32 1.12 160.23 ' 8.26 1332.55 68.69 8.316 8.42 34.96 0.00967 0.900 33 -0.90 286.48 8.26 1338.02 38.58 4.671 7.80 34.21 0.01036 0.900 34 39.72 -14.38 8.26 -1010.64 580.52 70.281 14.05 37.55 0.00502 0.900 35 37.69 -100.74 8.26 -1355.99 111.18 13.460 9.53 35.99 0.00841 0.900 36 35.67 -196.57 8.26 -1368.23 57.49 6.961 8.44 34.66 0.00951 0.900 37 2.56 45.11 8.26 1274.53 233.38 28.254 11.48 38.31 0.00703 0.900 38 0.53 163.42 8.26 1332.31 67.34 8.153 8.39 34.93 0.00970 0.900 39 -1.49 294.50 8.26 1337.71 37.52 4.542 7.77 34.18 0.01039 0.900 40 40.31 -16.04 8.26 -1054.38 ' 542.97 65.734 14.11 38.14 0.00511 0.900 41 38.29 -103.92 8.26 -1357.43, 107.89 13.062 9.47 35.91 0.00847 0.900 42 36.26 -204.59 8.26 -1369.38 55.29 6.693 8.40 34.61 0.00955 0.900 43 17.12 39.17 8.26 1268.46 267.49 32.384 12.07 38.67 0.00663 0.900 44 15.09. 60.39 8.26 1309.39 179.09 21.682 10.62 37.34 0.00762 0.900 45 13.07 101.93 8.26 .1334.14 108.11 13.089 ' 9.30 35.94 0.00869 0.900 46 25.75 -10.10 8.26 -838.33 685.61 83.003 12.93 34.75 0.00507 0.900 47 23.73 -0.90 8.26 -97.02 890.46 107.804 5.49 22.59 0.00989 0.900 48' 21.70 -12.01 8.26 -918.05 631.40 76.440 13.43 36.16 0.00508 0.900 49 16.77 39.83 8.26 1270.74 263.53 31.904 12.02 38.64 0.00666 0.900 50 14.74 62.45 8.26 1311.43 173.46 21.000 . 10.52 ' 37.24 0.00769 0.900 51 - 12.72 106.69 8.26 1335.00 103.36 12.513 9.20 ' 35.82 0.00879 0.900 52 26.10 -10.76 8.26 , -869.14 667.20 80.775 13.17 35.31 0.00504 0.900 53 24.08 -2.95 8.26 -308.88 864.85 104.704 7.52 , 25.52 0.00755 0.900 54 22.05 -16.78 8.26 -1061.45 522.50 63.257 13.99 38.37 0.00523 0.900 55 61.44 589.74 18.57 1397.19 ' 44.00 2.369 8.37. 34.32 0.00947 0.900 56 -1.49 589.74 8.26 1342.32 18.80 2.276 7.39 33.71 0.01080 0.900 57 61.44 1091.73 18.57 1402.73 '23.86 1.285 7.97 33.82 0.00984 0.900 58 . -1.49 ' 1091.73 8.26 1344.44 . 10.17 1.231 7.22 33.50 0.01100 0.900 59 74.35 -3.15 2.69 -827.83 706.94 262.802 13.10 34.37 0.00488 0.890 60 70.51 6.08 2.69 1128.14 499.13 185.549 14.39 38.87 0.00510 0.900 61 66.68 15.31 2.69 1334.69 234.51 87.178 12.03 . 38.33 0.00658 0.900 62 74.66 -2.49 3.24 -627.13 816.03 251.860 10.93 30.37 0.00539 0.900 63 71.38 5.49 3.24 1003.55 . 592.26 182.796 14.21 37.35 0.00489 0.890 6 68.09 13.46 3.24 1287.54 309.93 95.657 12.97 . 38.96 0.00604 0.900 77.83 42.21 3.19 1395.62 105.47 33.064 9.69 35.81 0.00818 0.900 74.11 223.26 3.19 1416.05 20.23 6.343 8.00 33.73 0.00975 0.900 67 70.39 . 409.17 3.19 1415.00 11.03 3.458 7.79 33.51 0.00996 0.900 68 80.28 -48.06 3.19 -1400.95 92.99 29.150 9.47 35.50 0.00838 0.900 69 76.56 ' -211.10 3.19 -1417.60 21.42 6.715 8.04 33.76 0.00969 0.900 70 72.84 -379.00 3.19 -1416.65 11.92 3.738 ' 7.83 33.53 0.00991 0.900 71 77.65 42.25 3.19 1395.49 105.36 33.029 9.69 35.81 0.00818 0.900 72 73.93 228.75 3.19 ' 1416.01 19.75 6.190 7.99 33.72 0.00976 0.900 73 70.21 420.20 3.19 1414.91 10.74 . 3.367 7.78 33.50 0.00997 0.900 74 80.46 -48.10 3.19 -1401.14 92.92 29.130 9.47 35.50 0.00838 0.900 '75 76.74 -216.60 3.19 -1417.93 20.88 . 6.546 ' 8.04 33.75 0.00970 0.900 76 73.01 -390.03 3.19 -1416.91 ' 11.59 3.633 7.82 33.52 0.00992 0.900 77 78.54 19.63 3.19 1351.66 219.65 68.857 ' 11.84 38.06 0.00668 0.900 78 74.82 56.65 3.19 1400.29 78.85 24.718 9.15 35.16 0.00868 0.900 79 71.09 . 107.60 3.19 1407.12 ' 41.72 13.077 8.40 34.26 0.00939 0.900 80 . 79.58 -25.48 3.19 -1372.28 171.80 53.857 10.96 37.18 0.00723 0.900 81 75.85 -44.49 3.19 -1394.82 100.01 31.351' 9.57 35.68 0.00829 0.900 82 72.13 -77.43 3.19 -1403.13 57.81 18.121 . 8.72 34.65 0.00909 0.900 83 78.41 20.11 3.19 1353.62 214.72 67.311 ' 11.75 37.97 0.00674 0.900 84 74.69 60.04 ' ' 3.19 1401.40 74.46 23.341 9.07 35.05 0.00876 0.900 85 70.96 113.90 3.19 1407.64 39.42 12.359 8.35 34.20 0.00944 0.900 86 79.70 -25.96 ' 3.19 -1373.66 168.80 52.914 10.91 37.12 0.00727 0.900 87 75.98 -47.88 3.19 -1396.89 93.07 29.175 9.44 35.51 0.00842 * 0.900 88 72.26 -83.73 ' 3.19 -1404.46 53.51 16.774 8.64 34.55 0.00917 0.900 89 38.07 43.47 1.42 1374.37 44.90 31.616 8.21 34.35 0.00973 0.900 90 36.05 220.39 1.42 1381.89 8.90 6.270 7.48 33.46 0.01048 0.900 91 34.02 402.18 1.42 1380.95 4.88 3.434 7.38 33.36 0.01059 0.900 92 40.52 -46.80 1.42 -1377.07 41.78 29.425 8.17 34.27 0.00976 0.900 93 38.50 -213.96 1.42 -1383.74 9.18 6.467 . 7.50 33.47 0.01044 0.900 94 36.47 -385.99 1.42 -1382.82 5.09 3.583 7.41 33.37 0.01055 0.900 95 37.89 43.51 1.42 1374.21 44.85 31.584 8.21 34.35 0.00974 0.900 96 35.87 225.89 1.42 1381.77 8.69 6.117 7.47 , 33.45 . 0.01049 0.900 97 33.84 413.21 ' 1.42 ' 1380.81 4.75 3.342 7.38 33.36 0.01059 0.900 98 40.70 -46.84 1.42 -1377.26 41.75 29.403 8.17 34.27 0.00976 0.900 99 . 38.67 -219.46 ' 1.42 -1383.97 8.95 6.306 7.50 33.46 0.01044 0.900 .10 36.65 -397.02 1.42 -1383.03 4.95 3.484 7.40 ' 33.36 0.01055 0.900 38.78 20.89 1.42 1362.43 92.61 65.219 9.16 35.53 0.00877 0.900 36.75 53.78 1.42 1375.35 36.31 25.574 8.03 34.14 0.00992 0.900 103 34.73 100.61 1.42 1377.82 . 19.45 13.695 7.68 33.72 0.01029 0.900 L. aay trlai ce e. oc1c :'&-I1q. user: r N r sr . - U b L:\04 project #990449C ps (d-b)\1 cP\@-'é _l4int_cl12_cll0.cti M 104 39.81 -24.22 1.42 -1366.22 80.10 56.409 8.92 35.22 0.00901 0.90.0 105 37.79 -47.35 1.42 -1374.57 41.22 29.030 8.14 34.26 0.00981 .0.900 106 35.76 -84.42 1.42 -1377.36 23.17 16.316 7.76 33.81 0.01020. 0.900 107 38.65. 21.37 1.42 1362.85 90.56 63.774 9.12 35.48 0.00882 0.900 10 36.62 57.17 1.42 1375.79 34.17 24.065 799 34.09 0.00997 0.900. 1 34.60 .106.91 1.42 1377.99 18.30 12.889 7.65 33.69 0.01031 0.900 11 39.94 -24.70 1:42 -1366.75. 78.57 55.334 8.89 35.18 0.00904 0.900 111 . 37.92 -50.74- 1.42 -1375.42 38.49 .27.107 8.08 34.19 0.00986 0.900 112 35.89 -90.72 1.42 -1377.91 21.57 15.189 7.73 33.77 0.01023 0.900 113 80.46 1174.04 3.19 1426.84. 3.88 1.215 7.73 33.33 0.00995 0.900 33.84. 1174.04 1.42 1381.61 . 1.67. .1.177 7.32- 33.28 0.01066 0.900 115 80.46 1091.73 3.19 1426.76 - 4.17 1.307 - 7.-74 - 33.34 0.00995 0.900 116 33.84 - 1091.73 1.42 1381.58 -. 1.80 -1.265 - 7.32- - 33.28 - 0.01-065 0.900 - -- *** End of output *** SC. Hope Amundson 21300600 Calculations by M Nekuda MF 197 13O1ThirdAvern.e : SHOT OF__________ - Suite 300 . San 0ieo SHEE.CA 921St . . . . . - 1619.232.4673 PROJECT Southwestern College 9.619.235.4675 HOM - . NGINEER MN DATE Jun-15 E . S iahopo-:n,and::n:,n PROJECT NO.. 214017.10 Structural Engineers . . CONCRETE SMRF REINFORCEMENT CHECK . . . •. I FRAME: I I GRID: 1IC.6 I LEVEL: . 12 I JOINT LOCATION: EXTERIOR Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11, and 21 checks the given flexural and shear reirforcement in the beam,. the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. . . . . Input Data . . . S . .. . . •. : . : General Properties '101F 5000 psi . . . . . = :60 ksi biw 5000 psi . . 1yT = . 60 ksi flx 0.9 . . : fps= 175 ksi hTlnt = 0.85. . : •sit beam = 0.75 shr column = 0.75 Beams (Refers to Figures. 1, 3, and 4) . = 24 in Beam Length, 1u, 275 in hbm 49 in TLor"R"section= L hSlOb= 5 in . . Clrdist.to adjacent beam = 10.42 bTop 3.91 ft. . . . . b80 = 2 ft clrcov= 15 in Shear Reinf..: # 4 @ 4 in A0 = 0.2 in d 0.5 in wI .2 legs Top Long. Reinf.: Smallest# 6 A61T = 4.48 in 2 2 d3 = 45.95 in Bot. Long. Reinf: Smallest # 6 A 18 3.52 in L2J dIB = 45.75 in . .. . . Skin Reinf.: ( . . 2 ) # 3 . 0.44 in d2T = 30 in . Cblumn Shear . . . . . . A28 = 0.44 in2 d28 =. 30 in Reinf., A . . ..dcci .Top Slab (Y/N)? . . . Bot. Slab (Y/N)? : V. Reinf::Ani= .0 in2 N Reinf: AS B.= :0 in 2 d31 = 0 in d38 = 4-6.5. in Column Long r Reinf.,A001 : . : "\ •i1 s) - W 1/2 PT Reinf ( 0 ) Tendons Aps = 0 in2 dps = 46.5. in _. dr covLJ4 bcci Column __(Refersto Figure 1and 2) : bcoi = .24 •in. . # bms @ joint = 1. ., . . ._. . 36 in . • clrcov= 1.5 in .-. • . . h . . . . hcol biw = 36 in S dciii 51w =3224 in 2 t Vert. Shear legs 4—* Hor. Shear legs Shear Reint. # 5 @ 4 in W/ . 6 .vert. legs As = 0.31 in 4 hor. legs d5a7,v 0.625 in dr ht abv L, = 87 in h5 8 5 in Figure 2 Section B B Typical Frame Column clr.ht.blw. Lb = 117 in max.clr col. height, I = . 117 in :. • . . .. . S . : . : • Loads. Wgmy 2.58 kift . . bl'fl Vad 0 k bm V,= 98.85 k . col V, = 179.5 k - bm Mu1 = 930.5 k-ft col P = 0 bm M8 = 765.8 k-ft Slab çwhere dPS T' ... . dM d36 d113 hbm - - Cir Cover .-_ Hope Amur,dson 21300600 Calculations by M Nekuda MF 198 1301 ThirdAvorn,o Suilo 300 SHEET OF__________ . . . •••• San Diego, CA 92101 - 1619.232.6673 PROJECT Southwestern College I-KDPE -AJAUNI)SOI'.i :::::: PROJECT NO. 214017.10 ENGINEER MN DATE Jun-15 StructuraL Engineers . S CONCRETE SMRF REINFORCEMENT CHECK I FRAME: 1 I GRID: 1/C.6 LEVEL: L3 (Roof) I JOINT LOCATION: EXTERIOR I. Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11 and 21 checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. Input Data . S. C abv = 000 psi ty = 60 ksi biw = 5000 psi . f,.r = 60 ksi lox = 0.9 fps= 175 ksi •$shrint= 0.85 $shrbeam= 0.75 - . shr column = 0.75 Beams (Refers to Figures 1,3 and 4) 24 in : Beam Length, L, = 275 in h6m = 49 in 'T',"L", or "R" section = L hS b= 5 in . Clrdist.to adjacent beam = 10.42 ft brop 2 ft. . . b801 = 3.91 ft. clrcov= 1.5 in . Shear Reinf.: # 4 @ 4. in A9 = 0.2 in d9 = 05 in w/ 2 legs Top Long. Reinf.: Smallest # 6 ASIT = 3.52 in 0 dIT = 45.75 in Bot. Long. Reinf.: Smallest # 6 AS1B = 3.52 in' 0 dIB = 45.75 in . I Skin Reinf.: ( . 2 ) # 3 A = 0.44 in2 d. = 30 in Column Shear A028 = 0.44 in d28 = 30 in Reinf., A. d 1 Top Slab (YIN)? . N Reinf: A02.r = 0 in2 d3T = 0 in Column Long k -. Bot. Slab (YIN)? V . Reinf: A02B = 0 in2 d3B= 46.5 in Relnf.,Aco •I•-N (•N . •) • 1/2 CD PT Reinf ( 0 ) Tendons A 5 = 0 in dips = 46 in. dr coverJ14 bcoi Column (Refers to Figure 1and 2) __. • L. __.1 _• • = 24 in • # bms @ joint = 1 . IF hcolebv= 36 in clrcov= 1.5 in • h=1 - hCCubIW = - 36 in • : . • dcci blw = 33.24 in t Vert. Shear legs 4—* Hor.'Shear. legs Shear Reinf. - # 5 @ 4 in w/ • 6 veil, legs A0 = 0.31 in • 4 hor. legs dbO,V = 0.625 in clr.ht.abv. La = #9 in . h0= 8.5 in Figure 2- Section B-B, Typical Frame Column clr.ht.blw; Lb = 87 in • • max. dr col height, L, = ##### in Loads. _. • . . • W 9= 2.58 k/ft • bmVCdd= 0 k • • S • bmV= -76.84k • col Vu 113.3 k . • : bm MUT 642 k-ft • • • col P = 0 k - • • • bm MUB = 520.5 k-ft . • • S • • . • . S S I............ ) V hslab b _ Bot. Slab Figure 3 - Plan Section A-A, Upturned Frame Beam Hope Amundson 21300 0 0 0 0 Cbde:ACl 31811: Units English Run axis Biaxial ic Run option:..I.nvdstigc 200011 I I N t consi ered.. JI1IJSlesess.: M (SO) Column type Structural ASTMA615 Date: 07/09/16 Time 11 3253 (Pmin); (Pmin) -1500 spColumn v4 81 15 day trial license Locking Code 4-1 F514 User Mary. Anne Microsoft File i \04 projects\2016\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\frame 1\ \gll_l2ext_cl cti Project 21600300 Column L2 -C1 Engineer MN fc = 5 ksi fy =.60 ksi Ag = 864 in'2 16 #10 bars Ec =4031 ksi Es = 29000 ksi As = 20.32 in'2 rho = 2.35% fc 25 ksi Xo = 0.00 in lx = 93312 inA4 e_ 0 003 in/in a Yo = 0.00 in ly = 41472 in"4 Betal = 0:8 Mm clear spacing = 4 78 in Clear cover =.'2'1 2 in Confinement Tied phi(a) = 0 8, phi(b) = 0 9 phi(c) = 0.65 L oay trial ice e. OCK4,"op: 4-it,oiq. user: r 1xe' L pros L:\04 project9 PS Lc (d-b)\1 s\spc. . .\gll_12ext_cl.cti 1l:32"N eneral Information: File Name: i:\04 projects\2016\216003.'DO légoland ps (d-b)\l central folders\03 . . .\gll_12ext_cl.cti Project: 216003.00 Co : L2-Cl Engineer: MN C ACI 318-11 Units: English Run Option: Investigation . . Slenderness: Not considered . Run Axis: Biaxial Column Type: Structural laterial Properties: -------------------- .' . f'c = 5 ksi . fy = 60 ksi ' Ec ' = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 'Section: . Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = .93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in . Xo= Din Yo= Din i einforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in 2) # 3 0.38 ' 0.11 # 4 0.50 0.20 # 5 0.63 ' 0.31 # 6 . ...75' 0.44 # 7 0.88 . ' 0.60 '# 8' 1.00 ' 0.79 # 9 . 1.13 ' 1.00 # 10 1.27 '1.27 # 11 1.41 . 1.56 # 14 1.69 2.25 # 18 2.26 4.00 . . Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. •' . . phi(a) = 0.8, phi (b), = 0.9, phi(c) =,0.65 Pattern: Irregular To steel area: As = 20.32 in2 at rho = 2.35% Mii clear spacing 4.78.in . . • . . Area in2 X (in) Y (in) Areain2 X (in) Y (in) Area in2 X (in) Y (in). 1.27 -9.2 15.2 1.27 -3.1 • 15.2 1.27 3.1 15.2 1.27 9.2 15.2 . 1.27 -9.2 ' -15.2 ' ' 1.27 -3.1 -15.2 1.27 3.1 , -15.2 1.27 9.2 -15.2 1.27 -9.2 9.1 1.27 -9.2 3.0 1.27 -9.2 ' -3.0 1.27 -9.2 -9.1 .1.27 9.2 9.1 1.27 ' 9.2 .3.0 1.27 9.2 -3.0' 1.27 • 9.2 -9.1 . . , ' , • • ?actored Loads and Moments ------------ with Corresponding Capacities: Pu Mux ' Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft k-ft k-ft in in 1 150.78 68.46 0.00 1495.76 • 0.00 21.850 • 8.25 33.24 0.00909 0.900 2 144.61 39.39' ' 0.00 1489.88 0.00 37.827 8.20 33.24 0.00917' 0.900 3 138.45 59.45 0.00 1483.99 0.00 24.963 8.14 33.24 0.00924 0.900 4. 152.95 77.90 0.00 1497.83 0.00. 19.227 8.27 33.24 0.00906 0.900 5 147.67 49.35 , • 0.00 1492.80 0.00 30.247 8.22 33.24 0.00913 0.900 6 142.38 67.01 0.00' 1487.74 0.00 22.201 8.18 33.24 0.00919 0.900 7 • 50.74 . 1221.88 ' , 0.00 1398.75 0.00 1.145 7.42 33.24 0.01044 0.900 •' 8 44.75 426.76 0.00 ' 1392.84 0.00 3:264 7.37 33.24 0.01053 0.900 9 .38.76 514.53 0.00 1386.92 0.00 2.696 7.32 33.24 0.01062 0.900 10 271.84 1293.62 0.00 1596.86 0.00 1.234' 9.26 • 33.25 0.00777' 0.900 11 265.85 - 437.48 0.00 1592.70 0.00 3.641 9.22 33.25 0.00782 0.900, 12 259.86 .464.25 0.00 1588.54 ' 0.00 • 3.422 9.17 33.25 0.00788 0.900 13 • 48.34 1249.77 0.00 1396.39' 0.00 1.117 7.40 33.24 0.01048 0.900 14 • 42.35 435.33 0.00 1390.47 • 0.00 3.194 7.35 33.24 0.01057 0.900 15 ' ' 36.36 525.28 ' 0.00 1384.55 0.00 2.636 7.30 33.24 '0.01065 0.900 16 274.24 1321.51 ' 0.00 1598.55 ' 0.00 1.210 9.28. • 33.25 .0.00775 0.900 17 268.25 446.06 0.00 1594.37 0.00 3.574 9.24 33.25 0.00780 0.900 18 262.26 '474.99 0.00 1590.21 0.00 3.348 9.19 ' • 33.25 0.00786 0.900 . • • 19 • 132.09 482.29 0.00 1477.89 . 0.00 3.064 8.09 33.24 0.00933 0.900 2 126.10 158.66 0.00 1472.14 . 0.00 9.279 8.04 33.24 0.00940 0.900 120.11 309.48 0.00 1466.37 • 0.00 4.738 7.99 33.24 0.00948 0.900 ' 190.49 554.03 0.00 1533:26 • 0.00 • 2.767 8.60 33.24 0.00860 0.900 23 184.50 '169.39 0.00 1527.65 0.00 9.019 8.55 33.24 0.00867 0.900 • L ay trial ce e. OCK ' : 'i-iriq. user: r M r s1 : U b L:-\04 project ps (d-b)\1 c 'P \cs\spo. . .\gll_12ext_cl.cti 24 178.51 259.19 0.00 1522.03 0.00 5.872 8.49 '. 33.24 0.00874 0.900 25 .130.44 501.05 0.00' 1476.31 0.00 2.946 8.08 33.24 0.00935 0.900 26 124.45 164.53 0.00 1470.55 0.00 8.938 8.02 33.24 0.00943 '0.900 27 '118.46 316.50 0.00 1464.78 0.00 4.628 7.97 33.24 0.00951, 0.900 2 192.14 572.79 0.00 .1534.80 . 0.00 2.680 8.61 33.24 0.00858' 0.900 186.15 175.26 ' 0.00 ' 1529.20 0.00 8.725 8.56 33.24 0.00865 0.900 180.16 266.21 0.00 1523.57 0.00 5.723 8.51 33.24 0.00872 0.900 31 -30.85 1216.73 0.00 1317.48 . 0.00 1.083 6.79 33.24 -0.01168 0.900 32 -34.11 406.47 ' 0.00 1314.20 ' 0.00 3.233' 6.77 33.24 0.01174 0.900 33 -37.37 479.11 0.00' 1310.91 0.00' 2.736 6.74 33.24 0.01179 0.900 34 ' .190.25 ' 1252.23 . 0.00 1533.04 0.00 1.224 •. 8.60 33.24 . 0.00860 0.900 - - 35 - 186.99 411.23 - 0.00 ' 1529.98 0.00 3.721 8.57 33.24 0.00864 0.900 36 183.73 453.13 . 0.00 1526.89 ' 0.00 .3.370, 8.54 .33.24 0.00868 0.900 .37 -33.25 1244.63 0.00 1315.06 0.00 ' .1.057 6.77. 3-3.24 0.01172 0.900 38 -36.51 415.05' '0.00 1311.78 - 0.00 3.161 6.75 33.24 0.01177 0.900 39 ' -39.77 489.85 - 0.00 1308.50 0.00 2.671 6.73 33.24 0.01183 0.900 40 192.65 ' 1280.12 , 0.00 1535.28 ' 0.00 1.199 8.62 . 33.24 0.00857' 0.900 41 189.39 419.81 0.00 1532.23 0.00 13.650 8.59 '33.24 0.00861 0.900 42 . 186.13 463.88 0.00 1529.18 0.00 3.297 - 8.56 133.24 0.00865 0900. 43 50.49 . 477.15 ' 0.00 1398.51 . 0.00 . 2.931 7.42 33.24 0.01045 0.900 44 ' 47.23 138.38 , . 0.00 1395.29 0.00, 10.083 7.39 33.24 0.01049 0.900 45 43.98 274.05 ' 0.00 1392.08 0.00 5.080 7.36 ' 33.24. 0.01054 0.900 46 .108.90 512.64 ' 0.00 1455.54 . 0.00' 2.839. 7.89 33.24 0.00963 0.900 47 105.64 ' 143.14 0.00 1452.39 0.00 10.147 ' 7.87 33.24 0.00968 0.900 48 ' 102.38 248.08 0.00 1449.23 . '0.00 5.842. 7.84 - 33.24 0.00972 0.900 .49 48.85 . 495.90 0.,00 1396.89 0.00 2.817 7.40 33.24 0.01047 0.900. 50 45.59 144.25 0.00 1393.67 0.00 9.662 7.38 33.24 0.01052 0.900 51 42:33 ' 281.07 0.00 1390.45 - 0.00 . 4.947 7.35 33.24 0.01057 0.900 52 , 110.54 531.40 0.00 . . 1457.13 0.00 2.742 7.91 33.24 0.00961 0.900 53 107.28 149.01 . 0.00 1453.98 0.00 9.758 7.88 33.24 0.00965 0.900. 54 ' 104.03 255.10, 0.00 , 1450.83 0.00 5.687 .7.85 33.24 0.00970 0.900 55 274.24 560.16 0:00 1598:55 -, 0.00 2.854 9.28 33.25 0.00775 0.900 - 56- -39.77 560.16 0.00 1308.50 ' 0.00 2.336 '6.73 33.24 0.01183 0.900 57 274.24 560.16 0.00 1598.55 , 0.00 "2.854 9.28 33.25' 0.00775 0.900 58 - -39.77 ' 560.16 0.00 1308.50 - 01.00 2.336 ' 6.73 33.24 0.01183' 0.900 End of output *** Hopp -Amundson 2130 o 0 0 0 24 x 36 in Code AC131811 Units English - Run axis Biaxial Run option Investigation SleOless Not considered I 8 / I -2500 2500 Column pe Structural (k-ft) Bars: ASTM A615. Date: 07/09/16 I Time: 11-:33:31 (Pmin) (Pmin) -2000 spColumn V4.81. 15 day trial license Locking Code 4-1 F514 User Mary Anne, Microsoft File 'i:\04 projects\2016\216003 00 legoland ps (d b)\1 central folders\03 calcs\spcolumn\mf columns\fram \gll_l2ext_cl_mpr c ti- Project-216003.00 Mpr Column L2_C1 Engineer MN f c = 5 ksi fy = 75 ksi Ag = 864 inA2 16 #10 bars Ec =4031 ksi Es = 29000 ksi As = 20.32 inA2 rho = 2.35% fc 25 ksi Xo = 0.00 in lx = 93312 in"4 e_ 0003 in/in Yo =000 in Iy=41472inM Betal ='.0.8 Min clear spacing = 4.78 in Clear. cover = 2.12 in Confinement Other phi(a) = 1 phi(b) = 1 phi(c) = 1 L oay trial ice e. ocK ':'1-J i'i. user: r 1Je M r sr L:\04 project?P PS (d-b \1 . .\gli_12ext_cl_mpr.cti 1l:33AN eneral Information: File Name: .:\04 projects\2016\216003.00 legoland ps (d-b)\l central folders... .\gli_12ext_cl_mpr.pti' Project: 216003.00- . . CO : L2-Cl.'. Engineer: MN C . ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial . Column Type: Structural .., 4ateria1 Properties: . . -------------------- f'c '= '5 ksi fy = 75 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in. Betal = 0.8 3ection: Rectangular: Width =24 in Depth =' 36 in . Gross section area, Ag = 864 in2 ' . . Ix = 93312 in4 , , ly = 41472 in4 ' . . . ... rx = 10.3923 in ry = 6.9282 in Xo= Din . Yo= Din einforcement: Bar Set: ASTM A615 Size Diem (in) Area '(in2) Size Diam (in) Area (in2) . Size Diam (in) Area (in2) , # 3 0.38 0.11 # 4 , 0.50 0.20 ' #. 5- 0.63 0.31 . # 6 0.75 0.44 # 7 0.88 ' 0.60 # 8 . 1.00 0.79 # 9 ' 1.13 1.00 -# 10 1.27 1.27 # 11 , 1.41 1.56 . # 14 1.69 2.25 # 18 2.26 ' 4.00 Confinement: Other; #5 ties with #10 bars, #5 with larger bars. ' phi(a) =1, phi(b) = 1, phi(c) = 1 Pattern: Irregular To steel area:,As= 20.32 in2 at rho = 2.35% M*n clear spacing = 4.78 in , Areain2 X (in) Y (in) Area in2 X (in). ,Y (in), Area in2 X (in) •'f (in) 1.27 -9.2 15.2 1.27 -3.1 . 15.2 1.27 3:1 15.2 1.27 '9.2 15.2 1.27 -9.2 ' -15.2 1.27 ' 73.1 -15.2 1.27. 3.1 -15.2 •1.27 9.2 '-15.2 1.27 -9.2 ' 9.1 1.27 -9.2 3.0 . 1.27 -9.2 -30 1.27 " -9.2 -9.1 1.27 9.2 ' 9.1 1.27 ' 9.2 3.0 1.27 9.2 -3.0 1.27 9.2 -9.1 . . . ?actorè'd Loads and Moments with Corresponding ----------------------------------------------- Capacities: Pu Mux Muy . •PhiMnx PhiMny PhiMn/Mu'NA depth Dt-depth . eps_t Phi No. .'kip k-ft - , k-ft. , k-ft k-ft ' in in . . '• 1 - 150.78 68.46 - - 0.00 1913.46 0.00 27.951 9.24 - 33.25 0.00780 '1.000 .2 144.61 39.39. 0.00 1908.85 ' • 0.00 48.464 ' 9.20 .33.25.., 0.00785 '1.000' 3 138.45 59.45 0.00' 1904.25 0.00 32.033 9.16 33.25 0.00789 1.000 4 152.95 77.90 • 0.00 1915.08 0.00 - 24.583. 9.25 33.25 0.00778 1.000 5 147.67 49.35 • '0.00 1911.14 • 0.00 38.724 9.22. 33.25 0.00782 1.000 • -- 6 • 142.38 67.01 • 0.00 , 1907.19 0.00 28.460 9.18 33.25' 0:00786 1.000 7 50.74 1221.88 . 0.00 1838.26 0.00 '1.504 862 33.25 0.00857 1.000 '8 44.75 4,26.76 0.00 1833.73 .0.00 4.297 8.59 33.25 0.00862 1.000 9 - 38.76 514.53 '0.00 1829.20 0.00 3.555 8.55 33.25 '0.00866 1.000 10 271.84 1293.62 0.00 2002.74 0.00 1.548 10.03 - 33.25 0.00694 1.000' 11 - ' '265.85 '437.48 •- 0.00 - 1998.37 0.00 4.568 - 9.99 33.25 0.00698 1.000 12 259.86 464.25 • 0.00 1994.00 0.00 4.295 9.95 33.25 .0.00702 1.000 • 13 48.34 1249.77 - 0.00 1836.45 0.00 1.469 - 8.61 . 33.25 0.00859 1.000 - • - • 14 42.35 .435.33 • 000 .1831.91 0.00 - 4.208 8.57 • 33.25 0.00864 1.000 15 36.36 525.28 0.00 - 1827.38 0.00 3.479 8.54 - '.33.25 0.00868 1.000 16 '. 274.24 1321.51 0.00 2004.48 - " '0.00 1.517' 10:05 • 33.25 0.00693 1.000 - 17 2,68.25 446.06 0.00 2000.12 0.00 4.484 10.01 33.25 0.00697 1.000 - • ', 18 262.26 -474.99 0.00 1995.75 0.00 • 4.202 9.97 • '33.25 - 0.00701 1.000 - 19 132.09 482.29 0.00 1899.49 - - 0.00 3.939 9.12 33.25 ', 0.00794- 1.000 2 126.10 158.66 0.00 1895.00 - 0.00 11.944 9.08 33.25 0.00798 1.000 120.11 309.48 • 0.00 1890.52 • .0.00 6.109 9.04 33.25 0.00803 1.000' • 190.49 - 554.03 0.00 - 1942.96. 0.00' 3.507 - 9.49 33.25 0.00751 1.000' 23 184.50 169.39 0.00 1938.52 - 0.00' 11.444 - 9.45 • 33.25 0.00755 1.000 ID .oay triai ice e. : ':-1Diq. user: r rs1e N r SI L:\04 PS (d-b)\1 c 4cs. . .\g11_l2ext_cl_i9pr.cti 3M.: 24 178 51 / 259.19 0.00 1934 07 .0 .00 7.462 9,41 :33.25 0 00760 1.000 25 :130.44 . 501.05 0.00 1898.25 0.00. :3.789' 9.11 33.25 0.00795 J. 000 . 26 :.. 124.45 164.53. 0.00 : 1893.77 , ' 0.00' .11.510 " 9.07. 33.25 0.00800 .1.000 27 118.46 . 316.50 0.00 1889.28 0.00 5.969. 9. 03 '33.25 0.00804 1.000 .2 . .192.14 .. 572.79. 0.00. 1944.18 : 0.00 3.394 9.50 33.25 0.00750 L000 186.15 175.26 0.00 1939.74 . . 0.00 11.068 9.46 : 33.25 0.00754 1.000 180.16, . . 266.21 0.00 . 1935.30 " 0.00 7.270 9.42: 33.25 .0.00758. 1.000 31 '-30.85 1216.73 0.00 1776.36 0;00' 1.460 ' 8.15 33.25. :0.00923 '1.000 32 .. -34.11: 406.47 0.00 1773.88 0.00 . 4.364 .8.14 33.25 0.00926 1.00,0, : 33, -37.37 479.11 0.00 ' 1771.39 '000 3.697 ' 8.12 :33.25 0.00929' 1.000 34 190.25 1252.23 . 0.00 1942.78 ' . , 0.00 1.551 9.49.' ..33.25. .0.00751 1.000 35 . 186.99 , ' 411.23 ' 0.00 1940.36 0.00 , 4.718 9.47 33.25 .0.00754 1.000 ' 36 ' ' 183.73 453.13 000 1937.94 0.00 .4.277 :9.45 . 33.25 0.00756 1.000 37 -33.25 1244.63 : ' 0.00 1774.53. 0.00' '' 1.426 8.14 33.25 0.00925 1.000 38 -36.51 : . 415.05 ' ' 0.00. .1772.05 . 0.00 4.270 8.12 33.25 0.00928 .1.000 39 . -39.77 '. 489.85 ' . 0.00 1769.56 . 0.00 : 3.612 . 8.11 : .33.25 0.00931 1.000 40 . 192.65 . ' 1280.12 ' 0.00 1944.56 . 000 1 .519 9:51 . 3325 0.00749 1.000 ' '1 41 . .189.39 . 419.81 ' 0.00 1942.14 0.00 . .4.626 9.48 , 33.25 0.00752, '000 : 42 186.13 463.88 : 0.00 1939.72 . 6. 016: 4.182 9.46 . 33:25 0.00754 1.000 . . 43 . . . . 50.49 47.7.15 ' .0.00 1838.07 0.00 3.852 8.62 33.25, 0.00857' 1.000 : 44 . '47.23 . 138.38 0.00 1835.61 .. 0.00 . 13.265' 8.60 33.25 0.00860' .1.000 : 45 43.98 274.05 - 0.00 1833.15 ' . ' 0.00 6.689 . 8.58 '33.25 0.00862 . 1.000 ......' 46 . '' 108.90 ' 512.64' 0.00, 1882.11 . .0.00 1 3.671 . 8.97 33.25 0.00812 .1.000..... '47' 105•64 143.14 . . 0.00' 187966 . : 0.00 ' 13.132 . 8.95 ' 33.25 0.00814. 1.000 .1 .48 '. 102.38 . . 248.08 . " 0.00 1877.21. ' : : 0.00 : 7.567.. 8.93 ' ,33:25 - 0.00817 . . 1.000 . 49 48.85. 495.90 0.00 1836.83 . • 0.00 3.704 . • . .8.61 • 33.25 0.00858: .1.000' '50 • '4559 • 144.25 0.00 1834.37 ' 0.00:, 12.717 • 8.59 • .3325 ,0.00861' 1.000 51 • .42.33 ' 281.07 , 0.00 '1831.90' • 0.00 . '6.518 . 8.57 .33.25. 0;00864 • 1.000' ' • 52 ' • 110.54' ' 531.40- • 0.00. 1883.34 • :000 3.544 8.98,'... 33.25 '00081O. 1.000 '. : : • 53 107.28 149 01 0.0 0 1880-.89 0 00 12 623- .8.9 6 33 25 0 00813 1 000 54, '104.03 : • 255.10 ' 0.00 1878..45-': • 0.00 .: '7.3,64. '8.94: - 33.25 0.00.815. 1.000-• ,'; : 274 24 560.16 0.00. ,55.* 2004.46 ..0.00 3 578 10.05 33.25 0 00693 1 000 56 --:39'..77* 560.16 Q. 00 0-.00 3...15 9 8.11- 33.25 0.00931 1.000 . 57 • '' 274.24' : .560.16 0.00 • 2004.48 : .0.00 • 3.578.:. 1005. 33.25' 0. 0693. .1. 000' 58 -39 77 560.16 0.00 1769.56 0.00 3 159 8 11 33.25 0.00931' 1 000 End of output pr.. • rso L ne aay trial ice. LOCK '-ir1e. user: i:\04 projectP PS (d-b)\l m rt cs\spc.. .\gll_l3ext_cl.cti oe enerál Information: - File Name: i:\04 pr6jects\2016\216003.00 legoland ps '(d-b)\l central'folders\03 . . .\gll,l3ext,cl.cti Project: 216003.00 Co : L3-Cl-Engineer: MN C . ACI 318-11 . Units: English ' Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4aterial Properties: - . . .. . f'c = 5 ksi fy - = 60 ksi . Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in . Betal = 0.8 Section: Rectangular: Width = 24 in ' Depth = 36 in Gross section area, Ag = 864 in2 . Ix = 93312 in4 ly = 41472 in4 r = 10.3923, in . ry = 6.9282 in Xo= 0 i ' '10= 0 i '. .einforcement: . Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) # 3 0.38 0.11 # 4 0.50 0.20' #. 5 0.63 031 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 ' 079 # 9 1.13 1.00 # 10 1.27 , 1.27 # 11 1.41 1.56 4 '14 1.69 2.25 4 18 . . 2.26 ' '400 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(á) 0.8, phi(b) = 0.91 phi(c) = 0.65 Pattern: Irregular To steel area: As = 17.08 in2 at rho = 1.98% Mm clear spacing = 4.94 in . . . . Area in2 X (in) '1 (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in)' ' 1.27 -9.2 15.2 , '1.00 -3.1 15.3 1.00, 3.1 15.3 1.27 9.2 ' , '15.2, 1.27 -9.2 -15.2 1.00 -3.1 -15.3 . 1.00 . 3.1 -15.3 1.27 9.2 ' -15.2 1.00 -9.3 ' ' 9.1 1.00 -9.3 3.0 1.00 -9.3 -3.0 1.00 -9.3' - -9.1 1.00 ' 9.3'. 9.1' 1.00 9.3 ' 3.0 .- 1.00 9.3- -3.0 '1.00' 9.3 -91 Factored Loads and Moments with Corresponding Capacities:' Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t ., Phi No. . . kip k-ft k-ft k-ft k-ft ' in ,' in 1 72.88 .118.18 '' 0.83 1235.47 8.68 . 10.455 '6.96 33.54 0.01155 0.900 2 . 68.31 147.45 0.83 1231.26 ' 6.93 8.351 6.88 33.49 0.01167 0.900 3 63.75 212.67 - - 0.83 1227.08 4.79 5.770 . .6.80 33.44 0:01180 0.900 4 73.97 149.18 . 1.00 1236.66 - 8.29, 8.290 .6.96 33.53 0.01154 0.900 5 70.06 '178.63 ' 1.00 ' 1233.00 . 6.90 6:902 6.89 . 33.49 0.01164 0.900 6 66.14 246.00 1.00'. 1229.4,7 5.00 4.998. 6.82 33.44 0.01176 0.900 7 -33.31 210.20 0.99 ' 1195.83 ' 5.63 - 5.689 6.58 33.46 0.01232 0.900 8 ' - 28.88 - 420.92 . ' - 0.99 1191.85 - - 2.80 ' 2.832 6.48 33.39 0.01248 0.900 9 24.44 ' 822.08 0.99 1187.55 1.43 1.445 6.42 - 33.35 0.01261 0.900 10 122.66 249.55 0.99 1286.37 5.10 5.155 . 7.28 33.44 0.01082 0.900 11 118.23 . 319.23 0.99 1282.20 ' 3.98 !4.017 7:22 33.41 0.01091 0.900 '12 . 113.79 579.36 0.99 1278.17 2.18 2.206 7.14 33.37 0.01103 0.900 13 32.34 211.03 ' 0.99 - 1194.85 5.61 5.662 6.57 33.46 0.01234 0.900 14 27.90 426.51 0.99 - 1190.85 2.76 2.792 6.47 ' 33.38 0.01250 0.900 15 23.47 834.10 ..0.99 - 1186.56 1.41 . 1.423 6.41 33.35 0.01262 0.900 16 . 123.64 . 250.38 . 0.99 1287.35 - 5.09' '5.142 7.29 33.44 0.01080 0.900 17 -- 119.20 324.83 0.99 1283.19 . 3.91 3.950 7.23 . 33.41 0.01090 0.900 ' 18 114.76 591.38 0.99 1279.16 - 2.14 . 2.163' 7.15 33.37 0.01101 .0.900 19 ' 67.70 164.72 0.99 1230.54 . 7.40, 7.470 ' 6.89 ' 33.51 0.01167 0.900 2 - 63.26 248.05. ' 0.99 1226.56 4.90 4.945 680. 33.44 0.01181 0.900 - 58.83 379.11 0.99 . 1222.40 3.19 3.224 6.72 33.40 0.01193 '.0.900 88.28 . 204.08 0:99 1251.61 , 6.07 6.133 7.02 33:47 0:01136 0.900 23 83.84 ' 146.36 0.99 1246.60 - 8.43 , 8.517 -7.04 '33.53 0.01137 0.900 L aay L:\04 trial ice e. OCK i? '-iSi'. user: r ine N r sr (d-b)\1 cP\@ project PS cs\spc. ..\gll_l3ext_cl.cti 3AN 24 79.40 136.39 0.99 1241.99 9.02 9:106 7.01 33.55. 0.01143. 0.900 25 67.04 165.51 0.99 1229.88 7.36 7.431 6.88 33.51 0.01168 0.900 26 62.60 251.83 0.99 1225.90 , '4.82 4.868 '6.79 33.44 0.01182 0.900 27 58.16 387.46 0.99 1221.74 '3:12 3.153 6.72 .33.39 0.01195 0.900 2 88.94, 204.87 0.99 1252.28 6.05 6.113 7.03 33.47 0.01134 0.900 84.50 150.15 0.99 1247.32 8.22 8.307. 7.04 33.53 0.01136 0:900 80.07 144.74 0.99 1242.78 8.50 8.586 7.01 33.53 0.01143 .0.900 31 -6:15 152.46 0.44 1155.67 3:34 7.580 6.23 33.40 0.01312 0.900 32 :-8.57 327.13 0.44 1153.47 ' 1.55 3.526 6.17 .33:35 0:01323 0.900 33 -10.98 692.24 0.44 1151.14 0.73' '1.663 6.14. 33:33 0.01330 0.900 34 83.20 '171.45 0.44 1247.11 3.20 7.274 . 6.92 33.39'. 0.01151 0.900 . 35 80.78 277.18 ' . 0.44 1244.93 1.98 .4.491 6.87 33.36 0.01159 '0.900 36 78.37, 573.35 0.44 ' 1242.71 0.95 2.167 6.83 33.34 0.01165 0.900 37 -7.12 153.29 0.44 1154.63 3.31 ',,7.532 - 6.22 . 33.40 0.01314 0.900 38 - . -9.54 332.73 . 0.44 1152.47 1.52 3.464 6.17 33.35 . 0.01325 0.900 - 39 - -11.95 704.27 . 0.44 1150.14 0.7,2 1.633 6.13 33.33 0.01332 0.900 40 84.17 172.28 ' 0.44 1248.10 - 3.19 7.245 ' 6.92 . 33:39 0.01150 0.900 ' 41 - 81.76 282.78 0.44 1245.93.' - 1.94 4.406 6.88 33.36 0.01157 0.900 42 79.34 585.38 0.44 '- 1243.70 0.93 . 2.125 6.84 33.34 0.01164 0.900 43 28.23 106.98 . 0.44 1190.77 - 4.90 11.131 6.52 33.44 0.01243 0.900 44 . ' 25.82 154.26 - 0.44 - 1188.59 3.39 7.705 .6.47 33.40 0.01252 0.900 45 23.40 249.28 •. 0.44 - 1186.35 - 2.09 4.759. .6.43 - 33:37 0.01260 0.900 46 .. ' 48.81 - 125.98 0.44 1211.96 . 4.23 - 9.620, 6.67 33.42 0.01208 0.900 47 - 46.40 104.31 0.44 1209.33 5.10 11.594 6.67 33.45 0.01210 0.900 48 43.98 ' 130.39 ' 0.44 1207.06 - ' ' 4.07 9.257 6.63 33.42 0.01217 0.900 .49 27.57 107.77 - 0.44 - 1190.10 -. 4.86 11.043 6.52 . 33.44 0.01245 '0.900 50 25:16 158.04 - 0.44 1187.93' - 3.31 .7.517 6.47. 33.4.0 0.01254 0.900 51 - 22:74 257.62 ' 0.44 1185.69 2.03 4.602 6.42 33.37 0.01262 0.900 - 52 49.47" 126.77 0.44 1212.64 4.21 9.566 - 6.67 33.42 0.01-207 0.900 53 47.06 . 108.09 0.44 1210.04 • 4.93 11;195 - 6.67 33.44 ' 0.01209 0.900 54 - 44.65 138.74 0.44' 1207.79 3.83, 8.705 6.63 - '33.41 0.01217 0.900 .55 123.64 1070.56 ', .0.99 1288.28, - 1.19 -1.203 7.21 33.34 0.01089 .0.900 56 -11.95 1070.56 0.44 1150.19 . 0.47 1.074 6.12 " 33.32 0.01333 0.900 57 123.64 753.32 0.99 1288.16 . -1.69 1.710 7.22 33.35 0.01088 0.900' - - 58 -11.95 - 753.32 0.44 1150.15 - - 0.67 -1.527 6.13 - 33.33 0.01332 0.900 End of output f .- ..-.- Hope Amundson 21300600 Calculations by M Nekuda MF 208 . . Jf4 1301 Third . : . . . Sud 300 SHEET : OF .. - . . . Son Diego, CA 92101 ..: • T619.23246731 . PROJECT SouthwesternCollege I-lOPE AAAUND5()P4 .• . PROJECT NO. 214017.10 _. S . . . . ENGINEER MN__. DATE Jun-15 Structural Engineers . . . . . . CONCRETE SMRF_REINFORCEMENT CHECK .1 FRAME:. . 1 1 GRID: .. . 1/D.9 . I LEVEL: L2 I JOINT-LOCATION. EXTERIOR Based on the 2012 IBC Section 1905 and ACI 318-11 Chapters 10, 11 and 21 checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. • : InputData .. . . . . : •. S •. Gpnpral Pronertiesi . . . . . . S . . . . .. . . . . 5000 psi . :fy 60 k77 si = . 5000 psi . . . . fyr = 60 ksi = 0.9 . . . . f= 175 ksi Qshrint.= 0.85 shrbeam = S 0.75 shr column = 0.75 Beams . (Refers to Figures 1,3, and 4) = 24 in . Beam Length, L1, = 275 in hbm = 49 in ',"••, or "fl" section = L hS b= 5 in. Clrdist.to adjacent beam= 10.42 ft bTop= 3.91 ft. •. . 0 . bROT 2 ft. clrcov= 1.5 in . . . . . . . Shear Reinf. : # 4 @ 4 in A = 0.2 in2 . id, = 0.5 in w/ 2 legs Top Long. Reinf.: Srnallest# 6 A511 = 4.48 in D d11 = 45.95 in Bot. Long. Reinf.: Smallest# . 6 AS1B = 3.52 in LI dIB = 45.75 in Skin Reinf.: ( . 2 )# 3 A 2 = 0.44 in2 . d= 30 in ColumnShOar L— . 2 A52B = 044 in d2B = 30 in Reinf. A. \ dcoi TOP Slab (Y/N)? . \'. Bpt.Slab(Y/N)? N Reinf: A= 0 . in2 Reinf: AS3B= 0 in2 d31= 0 in d3B 46.5 in Column Long.r Reinf . . . 'N •) -1 1/2 c12 PT Reinf ( 0 ),Tendons A 5 = 0 in2 d dr coverJ4 bcoi Column _.(Refers to_ Figure 1and 2) _. _.... . .. _si• bcoi= 24 In #bms@joint= 1 hcoi abv = 36 In dr coy = 1.5 in hcoi hi biw = 36 in • .dcal biw = 33.24 in 2 Vert-Shear legs . 4—* Hor. Shear legs . Shear Reinf. # 5 @ 4. in w/. 6 vert. legs : AS = 0.31 in .. • : 4 hor. legs db3,v = 0.625 iF1 . . . .. . . . . dr ht abv L. = 87 in h5 = 8 5 fl Figure 2 B B Section Typical Frame Column dir ht biw Lb 117 in max dr col height L fir= 117 in. Loads _... __. _• . :. . . . . . W0,55 258 k/ft . . bm Vadd= 0 k : . . . :. bmV= 98.85 k . col V. 179.5 k . . . . • . . . . bm M 1 = 859.4 k ft col P = 0 k bmM59 = 768 kft Slab where -occurs dps IF hSIOb b Bot. Slab Figure 3 - Plan Section A-A, Upturned Frame Beam b • . . . Top Slab • • hulab 4_.. • . . .5........ Alk Slab where :'• • : d d 31 dIT hbm occurs Cover dps 2T ___ • •• . 0 Figure 4- Plan Section A-A; Down-turn Frame Beam . Hope-Amundson 213006.00 . Calculations-by M. Neküda . MF -209 Jf4 1301 Third Avenea ......S . S,cto 300 SHEET OF___________ Sen DiegoCA 92101 1619.232.4673 PROJECT Southwestern College F 619.2354675 — IIOPEIV1UND5Ots1 PROJECT NO. 214017.10 ENGINEER MN DATE Jun-15 Structural Engineers . . . . CONCRETE SMRF REINFORCEMENT CHECK FRAME: I I GRID: 1ID.9 I LEVEL:. L3 I JOINT LOCATION: EXTERIOR Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11 and 21, checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. Input Data . General Properties . f' 8b = 5000 psi f, = 60 ksi f'c biw = 5000 psi tyT 60 ksi flex = 0.9 . . . f= 175 ksi $ 8hr1n0 0.85 0 sii beam = 0.75 • . shrcoIurnn - 0.75 Beams (Refers to Figures 1,3, and 4) b = 24 in Beam Length, Lcir = 275 in hbm = 49 in T,'L', or "R" section = L hSfb= 5 in . . C!rdist.to adjacent beam = 10.42 ft bop= 2 ft. . bBoT= 3.91 ft. clrcov= 1.5. in . Shear Reinf. # 4 @ 4 in A = 0.2 in d = 0.5 1n wi 2 legs Top Long. Reinf.: Smallest # 6 ASIT = 3.52 in: d11 = 45.75. in Bot. Long. Reinf. Smallest # 6. AS1B = 3.52 in LJ diB = 45.75 in Skin Reinf.: ( 2 ) # . 3 A. = 0.44 in AT = 30 •. in Column Shear AS21 = 0.44 in d2B = 30 in Reinf., A . \ dcci Top Slab (YIN)? Bot. Slab (YIN)? N Reinf: A. = 0 in V Reinf: A 9 = 0 in2 d31 = 0 in d3 = .46.5 in Column Long.I . Reinf.,Aeai W 1/2" 0 PT Reinf.: ( 0 ) Tendons A = 0 in2 d = 46.5 in dr cover 14," b Column (Refers to Figure 1 and 2) I________________ beap = 24 in . # bms @ joint I . _____ heai abe = 36 in dr coy = 15 in hcci heap bpw = 36 in deap blw = 33.24 in 2 f Vert. Shear legs +—* Hor. Shear legs Shear Reinf. # 5 @ 4 in w/ 6 vert. legs A = 0.31 in . 4 hor. legs db., V = 0.625 in . ctr.ht.abv. L = 73 in h= 8.5 in Figure 2- Section B-B, Typical Frame Column clr.ht.blw. Lb = 87 in max. dr col height, L0, = 87 in Loads . . w0,,,= 2.58 k/ft . . bm Vadd = 0 k . . bm.V= 76.84 k col V. 113.3 k : bm Mu1 = 608.1 k-ft . . bm MUB = 514.9 k-ft col u = 0 k . . . 14 b . Slab occurs [ •dPsd2B d3B d1B hm IF if .................. f ..; T "slab b Bot. Slab Figure 3.- Plan Section A-A, Upturned Frame Beam Hope Amundson 21300600 Calculations by M Nekuda MF 210 Suite SHEET OF - S J I3O1ThirdAvumio - . - San Diego, CA 92101 - - -. - : ;-'' •- 1619.232.4673 PROJECT Southwestern College E1OPEvAIVliJf*1D5OFJ 6dohopon::nom PROJECT NO 214017.10 S ENGINEER MN DATE Jun-15'- Structural'Engineers - CONCRETE SMRF REINFORCEMENT CHECK I FRAME:.' 1 I GRID: 1/0.9 I LEVEL: L4 (Roof) .1 JOINT LOCATION: EXTERIOR Based on the 2012 IBC Section 1905 and ACl 318-11, Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. Input Data ' ' General Pranerties ' ' ' ' '' ' I ' '• = '5000 s , - " ' :fy = 60 ksi 5000 psi ' . ' . . f= 60 ksi 0.9 . , . . ' ' ' ' ' fps= 175 ksi $ shr lot = .0 .85 0 sir beam = 0.75 $sh,column 0.75 Beams' , (Refers to Figures 13, and 4) b = . 24 in ' , ' ' Beam Length, Leir 275 'fri hbm 49 in , . T',"L',or'R" section = ' L Nab= . ' 5 in ' , dr dist. to adjacent beam = 1042 ft bI-P = 2 ft. ' ' b81 = 3.91 ft. 'clrcov= , 1.5 in Shear Reinf.: # 4 '4 in A8 = 0.2 in2 ', d8'= 0.5 in wI '2 'legs' Top Long. Reinf.: Smallest# ' 6: A911 = 1.76 in El 'dii'= 46.63 in Bot. Long. Reinf.: : Smallest #- 6 A91 =, 1:76 in' 0 ds = 46.63, in. Skin Reinf ( 2 ) # 3 A821 = 044 in2 d2T = 30 in Column Shear A B'= 0.44 in d2B = 30 in Reinf A9 col : Top Slab(Y/N)?' ' N Bot. Slab (YIN)? '. ' Y ' Reinf: A 1= 0 in2 •d= 0 in ' Reinf: A,8'= ,0 'in2 d3 = 46.5. in' Column Long ' - ' ' ' Reinf., A001 1'N ' W 1/2 CD PT Reinf ( 0 ) Tendons As = 0 in2 dp5 = 465 in dr cov LJrJr b001 Column (Refers to Figure 1 and 2) IL,• I. .1 • bc,,i = '24 in' ' , - , # bms @ joint = -1. - , , . •' ' ' S S ' , ' ' heaiabv = 36 in - ' , - Ctrcov= 1.5 in hcoibiw = 36 in d00ibbe = 3324 in- 2 t Vert Shear legs .- Hor. Shear legs Shear Relnf. # 5 @ 4 in w/ 6 vert legs A9 = 031 in 4 hor legs db9, = 0 625 in dr ht abv L = ##### in h9= 85 in Figure 2 Section B B Typical Frame Column dIr ht blw Lb = 73 in max dr col height, L11, = ##### in Loads Wgmv = 2.58 'k/ft ' . , : , • .' bm V01111 0 ,k - • ' , - • : - • ' ' ' ''5..' bm Vu= 5001 k Col Vu 4807 k bm Mu1 = 262.1 k ft col P,= 0.79 k - 'bm M, 199.9 k-ft - ''' : • . • " ' • ' S • ' • ' ' S ' , • • ' , ,'•' ' ' L aay triai ce e. ocK Diq. user: r re M r L:\04 projct R.?4land ps (d-b)\l 11:9AM Seneral Information: File Name: i:\04 projects\2016\21600.00 legoland ps (d-b)\l central folders\03. .\gll_l2ext_c77.cti''' Project: 216003.00 Co : L2_C77 Engineer: MN C .ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural :' '. -• 4ateria1 Properties: . . . f'c = 5 ksi . fy = 60 ksi . Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in . .: Betel 0.8 . Section: . Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag 864 in"2 Ix = 93312 in4 ly = 414.72 in4 . . .rx = 10.3923 in ry = 6.9282 in Xo= Din ' Yo= Din .einforcement: Bar Set:. ASTM A615 Size .Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 . # 6 ' 0.75 0.44 # 7 " 0.88 0.60 4 8 1.00 .0.79 . . . . # 9 1.13 1.00.. # 10 1.27 1.27 # 11 '' 1.41 '.- 1.56 . # 14 1.69 2.25 . # 18 2.26 .4.00 Confinemnt: Tied; #5 ties, with #10 bars, 45 with larger bars. . phi(a) = 0.8, phi(b) =0.9, - phi(c) = 0.65' Pattern:- Irregular To steel area: As = 20.32 in2 at. rho 2.35% .M*m clear spacing = 4.78 in Area in2. X' (in) Y (in) Area in2 X (in) Y (-in) Area in2 X (in) Y (in) 1.27 -9.2 '15.2 1.27 ' -3.1 15.2 1.27 3.1 .15.2 1.27 9.2 15.2 1.27 ' -9.2 -15.2 1.27 -3.1 -15.2 1.27• 3.1 -15.2 1.27 ' 9.2 -15.2 ' 1.27 . -9.2 9.1 1.27 ' -9.2 3.0 ' 1.27 -9.2 -3.0 1.27 - -9.2. -9.1 1.27 . 9.2 9.1' ' 1.27 9.2 - - - 3.0 1.27 - 9.2 -3.0 1.27 ' 9.2 -9.1 . . . . . Factored .Loads and Moments with Corresponding Capacities: Pu Mux ' Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt.depth eps_t - Phi No. - - kip k-ft - k-ft k-ft k-ft - , , in in 1 - 134.77 10.67 . 0.00 . 1480.46 0.00 138.750 8.11 33.24' 0.00929 0.900 2 - 128.60 - -19.35 0.00. -1474.04 - -0.00. 76.178 .8.06 33.24 0.00937 0.900 3 122.44 -49.37 0.00 71468.12 -0.00' -29.73-7 8.01 ' 33.24 0.00,945 0.900 4 130.62 - 13.64 0.00 1476.48 0.00 1p8.246. •.' 8.08 33.24 -0.06935 .0.900 5 - - 125.33 -19.09 0.00 -1470.90, -0.00 '77.051 - '8.03 33.24 0.00942 ' 0.900 . 6 120.05 -51.82 0.00 -1465.82 ' -0.00 28.287 7.99 - 33.24 0.00948 0.990 7 14.95 1159.16 0.00 1363.30 . 0.00 1.176 7.14 33.24 0.01097 0.900 8 8.96 357.16 - 0.00 1357.35 0.00 3.800 709 33.24 0.01106 0.900 9 2.97 342.23 0.00 - 1351.36' - .0.00 3.949 7.05 '33.24 'D-.Dl'llS ' 0.900 10 265.77 -1132.81 - 0.00 -1592.10 - -0.00 1.405 9.21 ' 33.24 0.00783 0.900 11 259.78 -397.88 .0.00 -1587.94 -0.00 3.991 - 9.16 - 33.24 0.00789 0.900- 12 253.79 -450.0 0.00 -1583.77. -0.00 3.51 911 33.24 0.00794 0.900 13 . 12.03 1191.50 0.00 1360.43 0.00 - 1.142 7.11 33.24' 0.01102 0.900 14 - 6.04- 366.62 0.00 1354.43 0.00 3.694 - 7.07 33.24 0.01111 0.900 15 - , . 0.05 ' 355.64 0.00 - 1348.45 0.00 - 3.792 7.02 33.24 0.01120 0.900 16 268.69' -1165.16 0.00 -1594.13 -0.00 1.368 9.23 33.24 0.00181-0'.900 17 - - 262.70 -407.35 0.00 -1589.97 -0.00 3.903 9.18 33.24 0.00786 0.900 18 256.71 -463.43 0.00 -1585.80 --0.00. 3.422 9.14 33.24 0.00791 0.900 19 108.42 367.82 0.00 .1455.08 0.00 3.956 -7.89 33.24 0:00964 0.900 2 - 102.43 86.50 0.00 1449.28 0.00 16.755 7.84' 33.24 0.00972 0.900 96.44 90.69 - 0.00 1443.46 - 0.00 15.916 7.79 33.24 0.00980 - 0.900' - 172.30 -341.47 0.00 -1515.71. ' -0.00 4.439 - 8.44 33.24 0.00882 0.900 23 - - 166.31 -127.22 . 0.00 -1510.01 - -0.00 11.869 8.39 - 33.24 0.00,889 0.900 - ?U.GrrsoIt 'j-ii'. user: LD aay trial .L.lcense. 1OCK i: \04 poject? RM 1and PS (d-b) \1 c cs\sp. . .\g11_l2ext_c77.cti 4M 24 160.32 -198.49 0.00 -1504.33 -0.00 7.579 8.33 .33.24 0.00897 0.900 25 '106.49 388.61 0.00 1453.21 0.00. 3.740 .7. 87 33.24 0.00967 0.900 26 '100.50 9,2.96 0.00 1447.41 0.00 15.570 7.82 33.24 0.00975 0.900 '. . 27 94.51 98.56 . 0.00 1441.59 0.00 ''14.627 7.77 33.24 0.00983 0.900 2 174.22 -362.26 0.00 -1517.51 '-0.00 4.189 8.46 . 33.24 0.00879 .0.900 168.23 -133.69 0.00 -1511.82 -0.00 11.308 8.40 33.24 0.00887 0.900 3 162.24 . -206.35 .0.00 -1506.15 -0.00 7.299. 8.35 33.24 0.00894 0.900 31 -54.17 1151.62 0.00 1293.96 0.00 1.124 . 6.62 . 3324 0.01206 0.900 32 -57.43 361.29 0.00 1290.66 . 0.00 3.514 6.60 33.24 0.01211 0.900 33 -60.69 370.03' . 0.00 128.7.37 . 0.00 3.479 6.57 33.24 0.01217 0.900 34 196.65 -1140.34 ' 0.00 -1538.51 -0.00 1.349 . 8.65 33.24 0.00852 0.900 35 . 193.39 -387.74 0.00 ' -1535.47 -0.00 3.960 8.63 33.24 000856 0.900 36 190.13 -422.22 0.00 -1532.43 -0.00 .:3.629 8.60 33.24 0.00860 0.900 37 . -57.09 1183.97 . 0.00 1291.01 . 0.00 1.090 6.60 "33.24 0.01211 0.900 38' -60.35 . 376.76 . 0.00 1287.71 0.00 3.418 6.58 33.24' 0.01216 0.900 39 -63.61 '383.44 0.00 1284.41. 0.00 3.350 6.55, 33.24 0.01222 0.900 40 ' 199.56 -1172.69 0.00 -1541.23 -0.00 1.314 8.68 33.24 0.00849 0.900 41 ' 196.31 -397.21 0.00 -1538.20 ' -0.00 3.873 8.65 33.24 0.00853 0.900 42' .193.05 ' -435.63 0.00 -1535.16 , -0.00 . 3.524 8.62 33.24 .0.00857 0.900 43 39.30 360.29 0.00 1387.45 0.00 3.851 7.33 ' .. 33.24 0.01061 0.9.00 44 36.04 96.63 0.00 1384.23 . 0.00 14.325 7.30 33.24 .0.01066 0.900 ' 45 32.78 ' 118.50 0.00 1381.00 0.00 11.654. 7.28 33.24 0.01071 0.900 46 103.17 -349.00 0.00 -1449.50 -0.00 ' 4.153 7.85 33.24.0.00971 0.900 47 ' ' 99.92 -117.09 0.00 -1446.35 -0.00 12.352 ' 7.82 . 33.24 .0.00975 0.900 48 . 96.66 -170.68 , 0.00 -1443.18 -0:06 8.455 7.79 . 33.24 .0.00980 0.900. 49 37:37 . 381.08 0.00 1385.55 0.00 ' 3.636 7.31 '33.24 0.01064 '0.900 34.11 103.10 0.00 1382.32' 0.00 13.408 7.29 33.24 0.01069 0.900 51 30.85. 126.36 0.00 1379.09. ' 0.00 10.914 7.26 ' 33.24 0.01073 0.900 52 105.10 . -369.80 0.00 . -1451.37' -0.00 . 3925 . 7.86 33.24 0.00968 0.900 53 ' ' 101.84 7123.55 ' , 0.00 -1448.21 -0.00 11.722 7.83 ' 33.24 0.00973 0.900 54 98.58 7178.55 0.00 ' -1445.05 '-0.00 8.093 ' 7'81 33.24 0.00977 0.900 55 268.69 560.16 0.00 1594.67 0.00 2.847 ' 9.24 .33.25 0.00780 0.90&- 56 -63.61 ' . 560.16 . 0.00 1284.41 ' ' 0.00 2.293 6.55 33.24 0.01222 0900 ' 57 268.69 560.16 0.00 1594.67; 0.00 2.847 9.24 33.25 0.00780 0.900 58 -63.61 560.16 ' ' 0.00 1284.41 ' 0.00 2.293 6.55 33.24 0.01222 0.900 *** End of output *** Hope-Amundson 21300 24 x 36 in Code: AC1318-11 Units English Run axis Biaxial Run option Investigation Sle Not ess considered -4- 4 5 1J458 -2500 2500 Column pe Structural (O (k-ft) bars-"ASTM A615 - --- -- --- - -- - --- --- -------- -- ---------- M (Pmin) (Pmin) -2000 spColumn v4 81 15 day trial license Locking Code 471F514 User Mary Anne, Microsoft File i:\04 projects\2016\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\fr \gll_l2ext_c77_mpr cti Project 21600300 Mpr Column L2 _C77 Engineer MN f'c=5ksi fy. =75ksi Ag=864inA2 16#lObars . Ec = 4031 ksi Es = 29000 ksi As = 20 32 inA2 rho = 2 35% fc 25 ksi Xo = 6.00 in Ix = 93312 in '4 e_ 0.. 003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.8 Mm clear spacing = 4 78 in Clear cover = 2.12 in Confinement Other phi(a) = 1, phi(b) = 1', phi(c) = 1 land ps \gll_12ext_c77_mpr cti ,eneral Information File Name: i:\04 projects\2016\216003.00 legoland PS (d-b)\l central folder.. .\gll_l2ext_c77_mpr.cti Project: 216003.00 Co : L2_C77 Engineer: MN C ACI 318-11 ' Units: English . Run Option: Investigation Slenderness: Not considered - Run Axis: Biaxial Column Type: Structural . . 4aterial Properties: . f'c = 5 ksi fy = 75 ksi . Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal-= 0.8 . 3ection: Rectangular: Width = 24 in Depth =36 in . . . Gross section area Ag = 864 in2 Ix = 93312 in4 . ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= Din - .Yb= Din .einforcement Bar Set: ASTM A615 . . Size •Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area -(in2) # 3, 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 . . # 9 1.13 1.00 # 10 1.27 ' 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 .; 4.00 Confinement: Other; #5 ties with #10 bars, #5 with larger bars.. . . phi(a) = 1, phi(b) = 1, phi(c) = 1 Pattern: Irregular To steel area: As =.20.32 in2 at rho = 235% - - Mi clear spacing = 4.78 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 1:27 -3.1 15.2 1.27 3.1 15.2 1.27 9.2 15.2 -- 1.27 - -9.2 -15.2 1.27 -3.1 -15.2 1.27 -3.1 -15.2 1.27 9.2 -15.2 1.2,7 -9.2 9.1 1.27 -9.2 3.0 1.27 - -9.2 -3.0 1.27 -9.2 -9.1 1.27 9.2 9.1 - 1.27 9.2 - 3.0 1.27 9.2 -3.0 ' 1.27 9.2 -9.1 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip . k-ft k-ft k-ft k-ft , - - in • - in 1 134.77 • 10.67 0.00 ' 1901.49 - - 0.00 178.209 .9.14 33.25 0.00792 1.000 2 - 128.60 -19.35 0.00 -1896.17 -0.00 97.993 9.09 33.24 0.00797 1.000 3 122.44 • -49.37 0:00 -1891.55 -0.00 38.314 9.05 • 33.24 0.00802 1.000 4 130.62 13.64 0.00 1898.39 0.00 139.178 .9.11 - 33.25 0.00795 1.000 5 .125:33 719.09 - 0.00 -1893.72 -0.00 99.200 9.07 33.24 0.00800 1.000 6 - - 120.05 -51.82 • 0.00 -1889.76' -0.00 36.468 9.03. ' 33.24 0.00804 1.000 7 ' - 14.95 1159.16 , - 0.00 - 1811.16 0.00 - 1.562 8.41 .33.25 0.00886 1.000 8 • • - 8.96 - 357.16 0.00 1806.61 0.00 5.058 8.38 33.25 0.00890 1.000 9 2.97 342.23. 0.00 - 1802.06 0.00 '5.266 8.35 33.25 0.00895 1.000 10 265.77 -1132.81 0.00 -1997.70 - -0.00 1.763 9.98 '33.24 0.00699 1.000 11 259.78 ' -397.88 - 0.00 -1993.33 -0.00 5.010 9.94 33.24 0.00703 1.000 12 253.79 -450.02 0.00 ' -1988.95 -0.00 - 4.420 9.90 '33.24 0.00707 1.000 13 12.03 1191.50 0.00 1808.94 0.00 1.518 8.40 .33.25 0.00888 1.000 14 6.04 366.62 0.00 1804.39 0.00 4:922 8.36 33.25 0.00893 1.000 15 0.05 355.64 .0.00 1799.85 0.00 5.061 8.33 33.25 0.00898 1.000 16 268.69 '-1165.16 0.00 -1999.83 -0.00 1.716 10.00 33.24 0.00697 1.000 17 262.70 -407.35 0.00 -1995.46 -0.00 4.899' 9.96 33.24 0.00701 1.000 18 256.71 -463.43 0.00 - -1991.08 -0.00 - 4.296 9.92 33.24 0.00705 1.000 19 108.42 367.82 0.00 1881.74 0.00 5.116 8.97 33.25 0.00812 1.000 - - -. 2 102.43 - 86.50 - 0.00 1877.24 0.00 21.702 8.94 - 33.25' 0.00816 1.000 90.69 - 0.00 ' - 1872.74 0.00 20.650 8.90 33.25 0.00821 1.000 172.30 - -341.47 0.00 -1928.78 -0.-00 -5.648 9.36 33.24 0.00765 1.000 - - 23 • - 166.31 -127.22 0.00 -1924.32 , -0.00-- 15.126 9.33 33.24 0.00769 1.000' - • L aay trial ce e OCK q-j n. j' user r iin e t r sr u b 'i:\04 proj'ectP .41and PS (d-b)\1 c. .\gll_l2ext,.c.77_mpr.cti, M 24 160.32 . -198.,49 0 00 -1919.86, -0 00 9.672- 9.29 33 24 0.00774 1 000 .25:. 106.49. 388.61 0.00 1880.30 0.00 .4.839 896 33.25: 0.00813 1.000 .' . . 26 100 50 92 96 0'.00- 1875.79 0.00. -20.17.8 8.92 33 25 0'.00818' 1 000 27 94 51 98.56 0'..0 0 1871 29 6.00 18-.986 8.89 33.25 0.00823 1.000 2 174.22 -362.26 . . 0.00:, '-1930.21° 0.00 . 5.328 9.38: 33.24 0.00764 :1. 000 168.23 -133 69 0 00 -1925 75 -0 00 14.405 9 34 33 24 0 00768 1.-000 162.24 -206.35 0.00 -1921.29 ' -0.00 -9.311 9.30 .33.24 '0.00772.1;000 .. :31 ' :-54.17 , 1151.62 ' 0.00: 1757.98 0.00. 1.527° :8.01 33.24 ° 0.00945 :1.000 32 -57.43 . 367.29 ' ' ' 0.00 1754.81 , 000 4.778 7.99 33.24 0.00949 1.000 .. -60.69 . ' 370.03, 0.00 1751.68 . 0.00 4.734 .7.96 33.24 .0.00953 '1.000 ...4 :196.65 '' '-1140.34 ' 0.00 -1946.86 . -0.00'. 1.707. . 9.52, 33.24 0.00747 '1.000' 193.39 -387.74 ' . .O,. 00 -1944.45 . -0.00 . .5.015 9. 50 .33.24 0.00750 :i.000 36:' 190.13 -422.22 : ' 0.00 -4 , 942.03 -0.00 4.600 9.48. 33.24 .....00752' :1.000 '37 ' :-57'.09 '1183.97 •: . 1755.14 . 0.00: . 1.482 7.99. 33.24 0.00948 '1.000 ' 38 . -60:35 - 376.76 0.00 1752.00' ' 0.00 4.650 ' 7.96 .33.24, 0.00952 1.000.- 39 .-63.61' '393.44 0.00. 1748-86 0.00 .4 .561 7.94 33 24 0 00956 1.000 .40 ' - 199.56 -11.72.69 ' ' 0.00 -1949.02' ' ' -0.00 1.662 9.54 ' 33.24 :0.00745 1.000 ' 41 ' 196.31 ' 7397.21 ' .0.00 -1946.6,1 . , -0.00 '4.901 9.52' 33.24 0.00748: 1.000 : . 42' : ' , 193.05 , -435.63 0.00 -1944.19 -0.00' 4.463, ' 9.50 : ' 33.24 0'.00750 1.000 . . 43 ....39.30' . 360.29 ' ' 0.00 1829.61 : 0.00 5.078' 8.56 '33.250.00866 '1.000 44' ' . . 36.04 ' 96.63 . ' .0.00 1827.14 ' ' 0.00'.' 18.909 ' 8.54', 33.25 0:00869' 1.000 ° 45' ' '.32.78 '' 1,18.50 .0.00 ' 1824.67, ° ° 0 0 15.398 8.52 33.25 0.00871 1.000 '. , H ° 46 ., 103.17 ° : '-349.00 ' ' 0.00 -1877.07' ' 0.00 .5378 8.93 33.24 '0.00817. 1.000 .47 .99.92 : . --117.09, ,' '9:00 ' -1874.63 -0.00: 16.010 . ' :8.91 . 33.24 0.00819 .1. 000 48 . :96.66 ' -170.68 , . : 0.00 -1872.17 , -0.00 ' '10.969 ' 8.89 33.24 0.00822 1.000 49 : ' 37.37. , . 381.08 ' 0.00 . 1828:14 ' 0.00 ° 4.797' 8.54 ' 33'25 ' 0.00867 1.000 .° .50' ' , 34.11 . ' 103.10 , . 0.00 1825.68 , . :0.00 17.708 . . , 8.53 ' 33.25. 0.00870 '.1.000 si ° - H '30.85 126.36' ' . 0.00 ' 1823.21 , 0.00 14.429 ° 8.51 ° ' 33.25 '0.00,873 1.000 52'. . 105.10 -369.80, .0.00. -1878:52 ' -0.00 •' 5.080 .8.94 33.24 000815. .1.000'.- : '53' ' :101.84 ° '-123.55'' .0.00' -1876.07 ° --0.00° 15.185. 8.92 '.33.24 0.00818 1.000 54 , . , 98.58 . -178.55 , ' 0.00 -1873.62: -0.00 . 10.494° 8.90 . 33.24 0.00820 1.000. 55 ' . :268.69 : , 560.16 ' - 0.00 2000.44 ' 0.00 . 3.571 . ' .10.01 , 33.25 0.00696: 1.000 '56 '. ' -63.61 ' 560.16 . : . 0.00 174RR6 ' ' 0.00. . ° 3.122 7.94. 33.24' '0.00956 1.000 . . 57 268.69: .560.16 0 00 2000 441 0.00 3 571 10.01 33.25 0 00696 1.000 58 -63.61 560.16 0 00 1748 86 0.00 3.122 7 94 33.24 0 00956 1.000 .End'of' output.*** Hope Amundson 21300 Code:ACl 318-11: Units English Run axis:*Biaxial Run op~idh:lnvestigation 45 SlelSets Not considered *4 I I ' -1600 'N / 1600 Column type Structural (00) (k-ft) :: :: N / Time 11 5752 (Pmin) (Pmin) -1000 spColumn v4 81 15 day trial license Locking Code 4,1 F514 User Mary Anne, Microsoft File i:\04 projects\2016\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\frame \gll_13ext_c77 cti Project 21600300 Column L3 C77 Engineer MN f c = 5 ksi fy = 60 ksi Ad = 864 InA2 16 bars Ec = 4031 ksi Es = 29000 ksi As = 12 28 inA2 rho = .1.42%, fc 25 ksi Xo = 0.00 in lx = 93312 inA4 e_ 0.003 in/in Yo = 0.00 in ly = 41472 in'4 petal :'= 0.8 Mm clear spacing = 5 14 in Clear cover = 2.12 in Confinement Tied phi(a) = 0 8 phi(b) = 0.9* phi(d) - 0.65: t oay trlaj. ice e. 0CK ':-1i 11. user: r rne N r sr . u b :\04 project?P .4land PS (d-b)\1 cP \@ cs\sp...\g11_13ext_c77.cti eneral Information:' - File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central folders\03. .\gll_13ext_c77.cti Project: 216003.00 S Co : L3-C77-Engineer: MN .. C ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4ateria1 Properties: f'c = 5, ksi fy = 60 Asi Ec = 4030.51 ksi Es = 29000 ksi -Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24 in Depth = 36 in - Gross section area, Ag = 864 in"2 Ix = 93312 'in4 ly = 41472 in4 rx = 10.3923 in ry.= 6.9282 in Xo= Din . Yo= 01n einforcement: Bar Set: ASTM A615 Size Diam. (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in'2) # 3 0.38 0.11 # 4 0.50 0.20 #- 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 . 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular' To steel area: As = 12.28 in2 at rho = 1.42% Mn clear spacing = 5.14 in Area in2 • X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y. (in) 1.27 -9.2 15.2 0.60 -3.0 15.4 0.60 3.0 15.4 1.27 9.2 15.2 1.27 -9.2 -15.2 0.60 -3.0 -15.4 - 0.60 3.0 -15.4 1.27 9.2 -15.2 0.60 -9.4 9.0 0.60 -9.4 . 3.0 0.60 -9.4 -3.0 0.60 -9.4 -9.0 0.60 9.4 9.0 0.60 9.4 3.0 0.60 9.4 -3.0 0.60 9.4 -9.0 . S . S ?actored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip -k-ft k-ft k-ft k-ft in in 1 - 87:01 14.50 0.44 964.64 29.27 66.527 6.20 34.22 0.01392 0.900 2 82.44 -14.20 0.44 -959.61 29.73 67.578 6.17 34.23 0.01401 0.900 3 77.87 -42.90 0.44 -958.19 9.83 22.336 5.69 33.71 0.01496 0.900 4 84.57 14.39 0.53 960.92 35.39 66.777 6.32 34.38 0.01373 0.900 5 80.66 -15.14 0.53 -957.02 33.50 63.211 6.24 34.33 0.01390 0.900 6 76.74 -44.67 0.53 -956.71 11.35 21.417 5.71 33.75 0.01492 0.900 7 -. 29.30 114.35 0.52 903.54 4.11 7.902 5.12 3355 0.01676 0.900 8 24.87 234.73 0.52 898.57 1.99 3.828 5.03 33.49 0.01703 0.900 9 20.43 .542.22 0.52 893.41 0.86 1.648 .4.96 33.46 0.01726 0.900 10 152.24 -83.74 0.52 -1038.47 6.45 12.401, 6.22 33.62 .0'.01331 0.900 11 147.80 -266.03 0.52 -1034.50 2.02 3.889 6.08 33.49 0.01357 0.900 12 143.36 -635.45 0.52 -1029.98 0.84 1.621 6.01 33.46 0.01372 0.900 13 . 27.92 114.38 0.52 901.89 4.10 7.885 .5.11 33.55 0.01681 0.900 14 23.49 240.62 0.52 . 896.92 1.94 3.728 - 5.01 33.49 0.01709 0.900 15 19.05 554.04 . 0.52 891.75 0.84 1.610 4.95. 33.46 0.01731 0.900 16 153.62 -83.76 0.52 -1039.94 6.46 12.416 6.23 33.62 0.01327 0.900 17 • 149.18 • -271.93 0.52 -1035.97 1.98 - 3.810 6.09 .1 33.49 0.01354 ..0.900 18 144.74 -647.26 0.52 -1031.45 . 0.83 1.594 6.02 • 33.46 0.01369 0.900 19 76.24 42.27 0.52 956.09 11.76 22.619 5.72 33.76 0.01491 0.900 2 , 71.81 . 58.73 0.52 951.88 8.43 16.208 5.61- 33.67 0.01517 .0.900 67.37 109.49 0.52 947.76 4.50 8:656 '5.48 33.56 0.01546 0.900 105.30 -11.66 0.52 7981.88 43.79 84.209 '6.70 - 34.62 0.01292 0.900 23 100.86 -90.03 0.52 -983.70 5.68 10.926 5.77 33.59 0.01455 0.900 ID oay trial ce e. OCK ':-iJDiq'. user: r M r St - .:\04 project 2? PS (d -b)\1 cs\sp...\g11_13ext_c77.cti 24 96.42 -202.72 0.52 -979.47' 2.51 4.832 5.66 33.51 0.01479 0.900 25 75.37 42.79 0.52 955.18 ' 11.61 22.322 5.71 33.76 0.01494 0.900 26 70.94 63.27 0;52 951.05 ' '7.82 15.032 5.58 ' 33.65 0.01522 0.900 27 66.50 119.08 0.52 946.89 ' 4.13 7.952 5.47 ' 33.55 0.01550 0.900' 2 106.17 -12.17 0.52 -983.14 42.01 80.783. 6.66 34.57 0.01297 0.900' 101.73 -94.57 0.52 -984.68 5.41 10.412 5.77 33.59. 0.0154 0.900 3 97.29 -212.31 0.52 -980.43 2.40 4.618 5.67 33.50 0.01478 0.900 31 -15.47 106.71 .0.23 849.83 -. 1.83 7.964 4.65 33.49 0.01866 0.900 32 -17.89 242.87 0.23 847.02 . 0.80 3488 4.61 .33.46 0.01882 0.900 33 . -20.30 566.16 . 0.23 ' 844.14 ' 0.34 1.491 4.57 33.45 0.01895 0.900 34- 107.46 -91.38 0.23 -991.35 2.50 10.849 , 5.75 33.50 0.01452 0.900 35 105.04 -257.89 0.23 -989.03 0.88 3.835 5.69 33.46 0.01464 0.900 36 102.63' -611.51 0.23 -986.53 0.37 1.613 5.66 33.45 0.01473 0.900 37 ' -16.86 106.73 0.23. 848.14 ' 1.83 7.947 -4.64 33.49 0.01872 0.900 38 . -19.27 ' 248.77 0.23 845.34 0.78 3.398 4.59 33.46 0.01888 0.900 39 -21.68 ' 577.97 0.23 842.46 . 0.34 1.458 4.56. ' 33.45 0.01901 0.900 -- 40 108.84 -91.41 . .0.23 -992.83 2.50 10.861 5.76 33.51 0.01448 0.900 41 106.42 -263.78 ' 0.23 -990.51 0.86 3.755 5.71 33.46 0.01461 0.900 42. 104.01 -623.33 0.23 '-988.01 0.36 1.585 5.67 33.45 . 0.01469 0.900 43 ' 31.46 34.63 0.23 905.82' 6.02 26.157 5.18 33.60 0.01659 0.900- 44 29.05 66.87 0.23 903.40 3.11 13.510 5.09 33.52 0.01682 0.900 45 26.63 133.43 ' ' 0.23 900.75 1.55 6.751 , 5.04 33.48 0.01699 0.900 46 60.52 -19.31 0.23 ' -939.16 11.19 48.636 5.58 33.74 0.01534 0.900 47 58.10 -81.89 0.23 -937.95 2.63 11.454 5.36 33.51 ' 0.01579 0.900 48 ' 55.69. -178.78 0.23 -935.37 1.20 '5.232 -.5.31- 33.47' 0.01594 6.900 - 49 ' 30.59 35.14 0.23 904.79 ' 5.92 25.748 5.17 ' 3360 0.01662 0.900 50 28.18 ' 71.41 ' 0.23 902.39, , ' 2.91 12.637 5.08 33.52 0.01686 0.900 51 25.76 143.02 0.23 899.72' 1.45 , 6.291 5.02 33.48 0.01702 0.900 52 ' 61.39 -19.82 0.23 -940.15 10.91 47.434 5.58 33.73 0.01533 0.900 53 58.97 -86.43 0.23 -939.02 2.50 10.865' 5.37 33.51 0.01577 , 0.900 54 ' 56'.56 -188.37 0.23 -936.40 1.14 4.971 5.32 33.47 0.01591 0.900 55 . 153.62 488.45 ' 0.52 1040.84 1.11 2.131 6.10 ' 33.47 0.01347 0.900 56 -21.68 488.45 - 0.23 842.45 - ' 0.40 1.725 4.56 33.45' 0.01901 0.900 57 153.62 753.32 ' 0.52 1040.90 '0.72 . 1.382 6.09 33.46 0.01348 0.900 58 -21.68 753.32 0.23 842:47 . 0.26 1.118 4.56 33.44 0:01901 0.900 *** End of output Hope Amundson 21300i J00 Calculations by M Nekuda P (kip) M 220 ' ' ':' ' ''..': , ., . ' •' • 3000' o (Pmax) (Pmax) 0. Y 0 o o o 0 0 24 x 36 In Code AC 131.8-11 Units English Run axis Biaxial Run option:,Investigation SleSless Not considered I I Hh142*54))l l339 -1600 N 1600 Column type Structural M (00) (k-ft) Bars ASTM A615 Date 07/09/16 Time 11 5943 (Pmin) (Pmin) 2:',.: '; •." :'. ' ' ' : :. • .: .'-lOOO: spColumn v4.81 15 day trial license Locking Code 4 1 F514 User Mary Anne, Microsoft File i \04 projects\2016\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\frame \gl1_l4ext_677 cti Project 21600300 Column L4_C77 Engineer MN fc =.5 ksi fy = 60 ksi Ag = 864 in'2 16 bars Ec = 4031 ksi Es = 29000 ksi As = 12.28 inA2 rho = 1 42% fc 25 ksi Xo = 0 00 in lx = 93312 inA4 e_ 0.0 in Yo = 0 00 in ly = 41472 inA4 Betal -_A8. Min clear. spacing = 5 14 in Clear cover = 2.12 in Confinement Tied phi(a) = 0.8,-phi(b) "-'0.9, phi(c) = 0.65 '-iii'. user L .aay trial License. IOCK1 L:\04 nm 4land os (d-b\l c cs\s ... \oll 14ext c77 .cti 5M eneal Information: S. S File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central folders\0...\gll_l4ext_c77 .cti Project: 216003.00 . Co : L4-C77 . Engineer: MN - S . C ACI 318-11 '' Units: English Run Option: Investigation Slenderness: Not considered Run Axis:. Biaxial . Column Type: Structural 4ateria1 Properties: . f'c = 5 ksi fy =60 ksi Ec '= 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal =.0.8 . Section:. Rectangular: Width'= 24 in Depth = 36 in Gross section area, Ag '= 864 in2 Ix = 93312 in4 . . ly. = 4147,2 in4 rx - 10.3923 in ry = 6.9282 in Xo= Din Yo= Din . .. ., .. einforcement: Bar Set: ASTM A615 . . . . . . Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) # 3 0.38 0.11 # .4 0.50 0.20 # 5' 0.63 0.31 # 6 0.75 0.44' # 7 0.88 .0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 . 1.41 1.56 . # 14 1.69 2.25 # 18 . 2.26 ' 4.00 . . . Confinement: Tied; #5' ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) =0.9, phi(c) = 0.65 Pattern: Irregular To steel area: As = 12.28 in2 at rho = 1.42% . . . Mn clear spacing = 5.14 in ,Area in2 X (in) . Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 0.60 -3.0 15.4 : 0.60 . 3.0 15.4 1.27 9.2 15.2 1.27 -9.2 -15.2 0.60 - -3.0 -15.4' 0.60 3.0. -15.4 1. 27 9.2 -15.2 0.60 -9.4 9.0 0.60 -94 3.0 0.60 -9.4 -3.0 0.60 -9.4, -9.0 0.60 9.4 9.0 0.60 9.4 . '3.0' 0.60 9.4 -3.0 0.60 9.4 -9.0 . .. , ?ctored Loads and Moments'with Corresponding Capacities: Pu '' Mux Muy PhiMnx PhiMny PhiMn/MuNA depth Dt depth . eps_t Phi No. , kip k-ft k-ft ' k-ft k-ft in in 1 42.24 4.88 0.41' 906.90 ' 76.19 185.840 6.88 .35.50 0.01289 0.900 2 .38.40 -33.15 0.41 -913.22 11.29 27.548 ' 5.37 33.74 0.01608 0.900 3 34.57 -71.19 0.41. -909.65 5.24 12.778 5.19 33.58 0.01651 0.900 4 ' 41.11 4.69 . 0.50 90,2.29 ' 96.19 192.387 7.32 36.03 '0.01197 0.900 5 37.82 -34.07 0.50 -912.18 13.39 . 261774 541 33.80 0.01600 0.900 6 34.54 ' , -72.84 0.50 ' -909.45, ' 6.24 12.486 5.22 33.61 . 0.01646 0.900 7 . 27.03, 109.65 . 0.49 900.84 4.03 8.216 5.09- 33.55 0.01685 0.900 8 - ' 23.30 131.47 0.49 896.48 3.34 6.819 . 5.04' 33.53 0.01702 .0.900 9 19.58 155.69 0.49 ' . 892.10 2.81 5.730 5.00 33.51 0.01719 0.900 10 ' 61.16 -99.53 0.49 . -941.02 4.63 9.455 ' ' 5.44 33.56' 0.01562 .0.900 11 . 57.44 -202.95 . 0.49 -937.24 2.26 4.618 5.35 33.50 0.01583 0.900 12 53.71 -308.78 0.49 -932.98 1.48 3.022 5.30 .33.48 0.01600 ' 0.900' 13 26.61 111.45 ' 0.49 900.35 , 3.96 .8.078 ' 5.09 33.54 0.01687 0.900 14 ' 22.89 135.06 0.49 896.00 3.25 6.634 5.04 33.52 0.01704 0.900 15 19.17 161.06 0.49 , . 891.62 . 2.71 5.536 4.99 33.51 0.01721 0.900 16 61.57 -101.33 0.49 ' -941.48 4.55 9.291 5.44 33.56 0.01561 0.900 17 - 57.85 -206.54 0.49 -937.73 ' 2.22' 4.540 5.35 33.50 0.01582 0.900 18 54.13 -314.15 0.49 -933.48 1.46 2.971 5.30 33.48 0.01598 0.900 19 40.07 38.98 0.49 915.16 ' 11.50 23.478 5.39 33.75 0.01601 0.900 2 36.34 , 4.58 0.49 896.97 95.96 ' 195.846 7.27 36.02 0.01209 0.900 32.62 -21.83 0.49 - -904.91 20.31 41.453 .5.52'. 33.98 - 0.01585 0.900 48.12 -28.86 0.49 -923;91 15.69 32.014 5.56 ' 33.86 0.01554 0.900 23 - 44.40 -76.06 0.49 -921.20 5.93 12.11,2 5.31 33.60 0.01612 0.900 L uay trial ice e. OCK ': user: r N r sr U b L:\04 project?P2 PS (d-b)\1 cP\ I cs\s ... \gll_l4ext_c77 .cti 24 40.68 -131.26 0.49 -917.22 3.42 .6.988 5.21 33.53 0.01637 0.900 25 39.85 40.99 0.49 914.99 10.94 22.322 5.37 33.73 0.01605 0.900 26 36.12 7.00 . 0.49 902.07 63.14 .128.867 6.52 35.14 0.01367 0.900 27 32.40 -18.99 0.49 -904.17 2333 47.613 5.58 34.06 0.01571 0.900 2 48.34 -30.86 0.49 -924.34 14.68 29.953 5.54 33.84 0.01558 0.900 44.62 -78.49 0.49 -921.49 5.75 ' , 11.740 5.30 33.59 0.01612 0.900 40.90 -134.11 0.49 -917.49 3.35 6.841 5.21 33.53 0.01637 0.900 31 5.26 107.17 0.22 874.99 1.80 8.164 4.84 33.49 0.01781 0.900 32 3.23 149.69 0.22 872.60 . 1.28 5.829 4.81 33.47 0.01792 0.900 33 1.21 194.60 0.22 870.19 ' 0.98 4.472 4.78 33.46 0.01801 0.900 34 39.39 -102.01 0.22 -915.93 1.98 8.979 5.17 33.49 0.01649 0.900 35 37.37 -184.73 0.22 -913.66' 1.09 4.946 5.13 33.47 0.01661 0.900 36 . 35.34 -269.86 0.22 ' -911.30 0.74 3.377 5.10 33.46 0.01670 0.900 37 4.84 108.97 0.22 874.48 1.77 8.025' 4.84 33.48 0.01782 0.900 38 ' . 2.82 153.27 0.22 872.11 1.25 . 5.690 4.80 33.47 0.01793 0.900 39 0.79 199.98 0.22 869.69 0.96 4.349 4.78 33:46 0.01803 0.900 40 , 39.81 -103.81 , 0.22 -916.43 ' 1.94 8.828 .5.17 , 33.49 0.01648 0.900 41 37.78, -188.32 0.22 ' -914.16 , 1.07 , 4.854 5.13 33.47 0.01659 0.900 42 .35.75 -275.24 0.22 ' -911.79 0.73 3.313 5.10 33.46 , 0.01668 0.900 43 18.30 36.50 0.22 890.17 5.37 24.388 . 5.04 33.58 0.01711 0.900 44 . 16.27 22.80 0.22 887.26 8.56 38.915 5.10 ' 33.67 0.01702 0.900 45 14.25 17.08 0.22 884.42 11.39 51.781 5.14 33.74 ' 0.01695 0900 46 ' '26.35 . -31.34 , 0.22 -899.67 6.32 28.707 5.14 33.61 0.01676 0.900 47 24.33 ' -57.85 ' 0.22 -897.70 3.41 15.518 5.06 33.53 0.01698 0.900 48 ' '. 22.30 ' -92.34 , , 0.22 -895.46 2.13 9.697 5.01 33.49 - 0.01712 0.900 49 18.08 , 38.51 . 0.22 889.95 5.08 23.110 5.03 33.57 0.01713 0.900 50 16.05 25.22 0.22 887.12 7.74 35.175 5.07 ' 33.64 0.01707 0.900 51 14.03 19.93 .0.22 884.39 9.76 44.375 5.10 ' 33.70 0.01705 0.900 52 26.57 ' -33.34 0.22 -899.99 5.94 26.994 5.13 33.60 0.01677 0.900 53 24.55 -60.27 0.22 -897.99 3.28 14.899 5.05 33.53 0.01698 0.900 54 2252 -95.19 0.22 -895.74 2.07 '9.410 5.01 33.49 0.01712 0.900 55 ' 61.57 589.74 0.49 942.15 ' . 0.78 ' 1.598 , 5.35 33.46 0.01578 0.900 56 ,. 0.79 589.74 0.22 869.78 '0.32 1.475 . 4.76' 33.45 0.01807 0.900 57 . 61.57 582.12 0.49 942.15 0.79 1.618 5.35 33.46 0.01578 0.900 58 0.79 582.12 0.22 ' 869.78 0.33 1.494 4.77 33.45 .0.01807 0.900 End of.output 0 CL I— CD —L C) 0 3 CD -n 3 CD C) CD 0 3 CD —' .czz - eprne j Aq SUO!EIfl3Ie3 C) N.) 0 C) 00900C uospunwv-adoH C3 C.6 C.7 0 / 1 \ 71'-0 ' 21-O' 1 bId 21O' - - 36 in 36 in . 36 in 36 in . 216 in______ _________216 in cr 4 - • —I--- . 3I11 ,QAO L CD .i-:-i- . z R .11 • .D11 I • . • -• - Ico H.. .1 . -; CL -. - ••----•- • .•• . • . - .• - ........ L i . -. - - ------- fl II I I 11 41VOL FI (1_I1u)1'Yr. 2 - Ell IXP JIL . . . I ETABS 2015 15.2.2 IGrid Line 16- Moment Frame Geometryl •612412016 16 16 lb 16 16 •• •- ....- •- 0.3. 'CG -0.7 • -- - .-- -. • . R 36 in.. • 36 in . • 36 in . 36 in i • 216 in • 216 n • 216 in ZY ;_,— ~ 01~7 LIJ r -! - -- T. l 1' •- • flii - -:. - - • . WI: J Jil 1fl1 U CD 3 I ---- -- - I Slenderness Check Interior Exterior Interior Exterior mt Ext r= 10.39 L,01.02 117 Level01-02 k= 1.41 1.59 klIr= 15.8742 17.900745M NSt;~ L 02.03 87 Level 02-03 k = 0.8 0.88 kl/r = 6.69726 7.3669894 CD C CL - CD Nonsway Frames Sway Frames 'F ratio of E(EIIt) of compression members to E(ElIt) of flexural members in 'a plane at one end of a compression member £ = span length of flexural member measured center to center of joints Fig RIO. 10 1 1—Elrecine length factors It. 10.10.1.1 - The unsupported length of a compression change.,was made because of some concern that the member, e, shall be taken as the clear distance multiplier of six might not be conservative enough For the ''or.'other between floor slabs beams members 2008 Code a more conservative multiplier of 12 was capable of providing lateral support in the direction chosen The stiffness of the lateral bracing is considered being considered Where column capitals or haunches based on the principal directions of the framing system are present Eu.shall be measured to the lower extremity, Bracing elements in typical building structures consist of of the capital or haunch an the plane considered .shear walls or lateral braces Torsional eccentricity of the structural system can increase second order effects and 110.116..1.2 - It shall be permitted to take the radius should be considered of gyration r equal to 0 30 times the overall dimension in the direction stability is being considered for rect angular compression members and 0.25:. times the diameter for circular compression members For other shapes it shall be permitted to compute rfor the gross concrete section American Concrete institute Copyrighted Materiai—www concrete org TAtTh • TO Fffy M. N u a • • A ________ 1HHHhjdj--Ii M1 . - cIji S , t, ?•,. • -. : : • • (ft: 7 • • • •. 2 • .LI I I 1 rg~.1.! 9I •E. •..FYc: W- ° ri'1! fl tU I = O'titbl -ag. P*r 0 4 ...4 _..4. ..4... 4 ' J- -4- ......j.....4.. .1_ IL , . • 'i 1!c$T L' i l l -Ir? ••o• ! : •-:- - • I ------ - =.-- --• -----•- -+ j •_s,_•_ ....4 - : ;::.-4- _ -4.. • S I M- IrI Ih I c_ S 't t i1' I T T°, 'E'G - --- .41 5 4- A - . r. ftI .. ' •4 1 !!j i I ' • ._-_---. I - . _ i -.-.-.-....-____ Jill PrOT 1-4 EJ I -IJ ,' 2!JI!.t !---------•--'.D ;-t\ :p: ; ; • % • • : • 04%;D1' o-•-•--- .......L. • !63 I p •---.+-- -4.- --i -- - _t____t J I I\ . I- I I -q- -- - 2 . — • P j....4. —4 1 F I -• I U a o . -; rt P 1 1 (I t ri i S . I ETABS 2015 1522 Grid Line 16 - Moment Frame Geometryl 6/24/2016 CL 116 16 16 16 , ' 16 C. -' C) !C6 C.7 D - 4 4•._______._,____-.--;•- 21 0 21 0 I 21'-0" 36 in 36 in . 36 in 36 in 216 in 216 in 216 in Poo 1= a1Z2 GO Cl 0,1 _____z z Hopei-Amundson 21300600 Calculations by M Nekuda MF 232 Moment Frame - Grid Line 16 B Distributed Loads D oad j Distributed Loads Density (pcf) Width (ft) Depth (ft) Length (ft) Load (k) 5 Slab 150 750 042 2100 984 49x24 MFBM 150 200 4.08. 2100 25.73. 3557 Dist Load (k/ft) = 1 69 Distnbuted Loads Area Load (psf) Width (ft) Depth (ft) Length (ft) Load (k) 5 psf .. . 5 :7.50 . .:• 21.00 .0.79 079 Dist Load (k/ft) = 0.04 Distributed Loads Area Load (psf) Width (ft) Depth (ft) Length (ft) Load (k) • :• :40 psf : 40 . 7.5 21.00 :: .6.30 • . ••.. .•.. • .6.30.'. s Dist Load (kift) = 0.30 Distributed Loads (kif) 12+02S05+i 0L 265 0902SDs 129 cmvi) 1 ... . .. S ••• . . . Hope Amundson 21300600 Calculations by M Nekuda MF 233 Moment Frame - Grid Line 16 C n Point Loads - Exterior Joints (GL C - L2) D ad o Point Loads Density (pcf) Width (ft) Depth (ft) Length (if) Load (k) 16x49 UpturnedBm 150 133 408 3100 2532 49"A" Crash Wall 150 0.50.408 3100 949 5" Slab : 150 : 7.50,.. 0.42 : 31.00; :14.53 .: 4934 Superimposed Dead Load Point Loads Area Load (psi) Width (ft) Depth (if) Length (ft) Load (k) : 5psf 5 7.50 31.00 1.16 116 Live Load * : Point Loads ; Area Load (psf. Width (ft) Depth (ft) Length (if) Load (k) 40psf: 40 7.50 .31.00 :9.30 : 930 Point Loads (k) I2+02SDS+IOL= 109.51,0902SDS = 584 Column Point Loads - Exterior Joints (GL C - L3) Dead Load ..* Point Loads . 16"09" Upturned Bm Density (pcf) Width (ft) Depth (ft) Length (if) Load (k) 150 1 33 4.018 31.00.: 2532 5"-Slab 150 7.50.042 3100 14.53, 3985 Superimposed Dead Load Point Loads Area Load (psf) Width (if) Depth (if) Length (if) Load (k) • • sf • •5 • :: 7.50 • 31.00 1.16 •1 • 116 Live Load * Point Loads • Area Load (psf) Width(ft): Depth (ft) Length (ft) Load (k) : • ; • * 40psf: 40. T50 • 31.00 9.30 : • -9.30 Point Loads (k) 12+02SD5+l OL= 9068 09025D5 475 Hope Amundson 213006 00 Calculations by M Nekuda MF 234 Moment Frame - Grid Line 16 C n Point Loads - Exterior Joints (GL D - L2) DdWoad. Point Loads : Density:(pci) Width, (4) . Depth. (ft) Length (ft) Load (k). •. . . 16"x49" Upturned Bm 150 .1.33. 4 08 24.50 20.01 49"x6" Crash Wall 150 0.50* 4.-08 24 50 7.50 5' Slab 150 7-50 042 .24.50' 11.48 .: . . .39.00 Superimposed Dead Load Point Loads Area Load (psi) Width (ft) Depth (ft) Length (It) Load (k) 5 psI ••. . . 7.50. . . 24.50 0.92 092 Live Load Point Loads Area Load (psi) Width (It) Depth (ft) Length (It) Load (k) 40 psI 40 7.60-: 24.50,' 7.35 .. . .• .7.35 •: Point Loads (k) 1.2+0.2S Ds+l OL = 86 55 0 9 0 2S0 = 4.62 Column Point Loads - Exterior Joints (GL C - L3) Dead Load : • : . . .... . ... . : Point Loads . 16"x49" Upturned Bm Density (pci) Width (It) Depth (ft) Length (ft) Load (k) 150 1.33 4.08,24.50 20 01 5 Slab 150 750 0.42.2450 1148 3149 Superimposed Dead Load Point Loads ......... Area Load (psi) Width (ft). Depth (ft) Length (It) Load (k). .5 psI : •• . 5 • .7.50 .: .. 24.50. 0.92. . • .... . . .. . . . .. . : . • :. :: : 0.92 Live Load Point Loads Area Load (psi) Width (ft) Depth (ft) Length (ft) Load (k) 40 psf 40 7.50 24.50 T35 7.3.5 Point Loads (k) 1 2+0 2SDS+l OL-'= 71 66 0 9-0 2S05 = 3 75 • S.- ETABS20151522 7/1/2016 .r lam M S ETABS 261515.2.2-': 711/2016 - (o\ Pumin ETABS 2015 1522 7/1/2016 Oil. Col. . ETABS 2015 15.2.2 ; 7/1/2016 2016-0701LEGOLAND.EDB. Elevation View - 16 Shear Force 2-2 Diagram (ENVCONC) [kip] 2016-07-01_LEGOLAND.EDB Elevation View - 16 Moment 3-3 Diagram.,(ENVCONC) [kip-ft) S • ETABS201515.2.2 7/1/2016 IJoint1 I t. IMI-m-ept IYPPI iCoIumn k k-ft I k-ft 1 -0.296 11.550 I 14.542 2 1.740 37.208 I 38.525 3 - -1.443 Hope Amundsori 21300600 Calculations by M Nekuda MF 241 Project Name 21600300 Lego Land PS Specific Title B201U_GL16_100 File Name B2O1J.2_G116.,100 Date of Generation Thursday1 July 07 2016 5- MOMENTS SHEARS AND REACTIONS Aft.2 Reactions and-Column Moments (Excluding Live . Load) Jtht dCi' t" 4LierC mm 4Uppe11CoIumn' k-ft ' k-ft 1. . SW 15.49. -33.14 41.74: 2 SW 46.50 -39.10 40.49 3 . SW 26.18 1 27:38 w,110bii3i91miiii .1 'SDL 3.43 -5.60' . -7.05 2 SQL 2.45 . -0.53 . . -0.55. 3'. SDL '.1.19' .i5:72 I5 1 XL .. . . 000 0.00. . 0.00. '2 XL . '. .0.00. 0.00 0.00 3 XL. 0.00 0.00 0.00 5.4 Reactions and Column Moments (Live Load) . ....... . . . . Jht eaction, U,6- Min wJIwer'rolumn Mavi otumn Mir Möiëin ax fMöt' ColumrMay Colñ1Min k 'k . k-ft T k-ft. k-ft .k-ft P . 1 .8.33 -0.65 . . 3.32 -17.88 . 418 -22.51 2 . _14.65 6.13 14.63 -25.31 . .15.15. -26.21 '3 ' 8.25 wO,20 I'41O4 W 11 A,97-. .SP5áii) SM -entibiiff M5fiECiitëi bMiifi-f Ri6hOWSFe-a-KOeftO SNOW k-ft . 'kft . k-ft . k . . k 87.83 . 47.15 . 164.25 030 . 0.30' 2 241.42' -177.33 236.00 -1.44 . ' -1.44 Reactions and Column Moments. Hope Amundson 21300600 Calculations by M Nekuda MF 242 * Project Name: 2160.03.00 1690 Land PS Specific Title: B110_12_GLI6_100 Fite Name 13110_L2_GL16_100 Date of Generation Thursday July 07 2016 5-MOMENTS SHEARS AND REACTIONS 1.2 Reactions and Column.Moments (Excludina LIve Load) Ion Calu :1 SW 31.99 ' -126.44 2 SW 29.26. . 93.63 . . 96.95 ____.1. SDL 2.00 i j8l7 2 SOL 1.83 . .5.84 .1- . XL 0.00 0.00 0:00- 2 XL 0.00 . . 0.00 0.00 5.4'.Retinnnd (nl.imn MrimnI fl Iva[ rr4t V Iólñt1 RèctiOi, R ti on.. Mm MOêit1i Ccl nWMa ltIMiiItfl ZolumMir "Mr6mvent 1ax MOieiit per oIumnMa k . . . kft . k-ft. k-ft . k-ft .1 13.31. 0.00 .000 . -52.601 0.00 A 2 ..12.17 0.00 ..38.95 0.00 .4033 . 0.00 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES Approximate weight of strand 203.8 LB 7.6Post.Tensioning Balance Moments, Shears and Reactions * ., .. . • : Span Moments and Shears • . . . ,. . ., . . . . . tS1i1I zMO W 11-eftrt M50tCéiitëi IM5ThñtRiht1 St arLéft& ShëaRiqht k-ft: . kft •. kft . k . .. k j . 233.33 • -180.58 180.42 • . 1.23 1.23. Sections and Column Moments • . • . . . . .. ,. . . . • JöIñ Rea n MOI1n .iMofliiitYT A. .. -1.225 113667 2 - 1.225 ... 44.167 1 . -87.167 Hope Amundson 21300600 Calculations by M Nekuda MF 243 Project Name 21600300 Lego Land PS Specific Title U201_L3_GL16_100 File Name U20IR_L3_GL16_100 Date of Generation Thursday July 07 2016 5- MOMENTS. SHEARS AND REACTIONS S2 Reactions and Column Moments (Excludinq Live Load) tJoInt C! LdCäsé 6Eiumn :.Môthent Upperh"wColumh k. k-ft k-ft 1: SW 11.68 -34.11 0.00 2 .SW . 41.30 -37.27 0.00 3 •. SW 21.70 19223 0.00 • : SDL 0.64. 1.86 • 0.00 2 . SDL 2.25 -2.03 . 0;00 3 SDL 1.18 i0f49 0.00. V . XL 664 .. .19.38 • . 0.00 :2 . XL . 23.46 . -21.18. 0.00 3 : XL 12.33 . 1.0922 0 •• - . .. 'I 54 Reactions and Column Moments (Live Load) 061ñt1$ Réti&iUL13ia-~~qbÔ MT J M6iht Lower oIumniM 1TMë11t I Lower i I'oiumri M Z. Upper otuhin Mar Mãhñt." C61umn.Min k.. k . k-ft T . k-ft .. k-ft. 5.29. . -.1.04 8.70 :1 ..-21.11 : 15.03 6;09 . .. 16.34 J -29.90 0.00 0.00.....0.00 .0.00 3 :_8.23 .-0.34 7b:o2]- -6.07 0.00 0.00 tSiñi 4Mbiñéiit1L'ftt MöëñtCtëi M6iëit1Riht1 ShiLteftD !SheatiRight A-ft . k1t . . k-ft .. : k . -- - 92.75 -62.63 . .170.75 -1.05 .. . -1.05 . 2- •- .214.00 .175.67 . 214.00 064 -0.64 Reactions and Column Moments - tión. L& r M6fiiet. owe 4Upp CokmnI Cdtuiii3 k. - . k-fl--- k-ft .1 • 1.054 4.630 0.000 2 0.415 41325 • . 0.000 3 . -0.639 Jr 1211LO83N -0.000 Jolnt V ad4Ca se è1 1RtiöhT., 4Mô it 76w e rCoin Oeri F1MomentI1 k k-ft ..SW. . 21.52 . UI.15609.L 0.00• 2 . SW 18.50 82.05 0.00 .1. . . SDL: . 1.03. •:745 0.00 2' -: . SDL. . 0.88 . . _3.92 . 0.00 XL : .10.70 0.00 .2 . XL 9.20. 40.79 .o.00 Hope Amundson 21300600 Calculations by M Nekuda MF 244 Project Name 21600300 Lego Land PS Specific Title U110R_L3_GL16_100 File Name U11OR_13_GL16_100 Date of Generation Thursday July 07, 2016 5- MOMENTS SHEARS AND REACTIONS 4' L2Reactions and ColUmn Moments (Excluding Live Load). 54 Reactions and Column Moments (Live Load) Jöiñt' Rtiöii ax 4in J comw .Rëtión . MâñiinF Colum er Lowe owerffier Mäuiëiit ,ffipd—~-m—ent M5iit. n Mim o umn in k . k . . k-ft k-ft k-ft 1 . . 6.85 . 0.00. 0.00 49.E'j 0.00 0.00 2 . 5.89 . 0.00 26I12. 0.00. 1 0.00 1 0.00: 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES Approximate weight of strand 203.8 LB 7.6 Post-Tensioning Balance Moments Shears and Reactions SpánMo merits and Shears M tCë1itë1 IMöfit1Riqht) DShiäiLTeftt1 fShRiflhtt3. : H A-ft .. . kft . ' : 'k-ft .. . k : . k AM 1 210.75.-18442 16008 117 117 qw Reactions and Column Moments. 4JöIñt1 .r. Rêätiô?i I!ower Cournn..J Moaetr.M6riéñt!' Upper Column. k k-ft 'k-ft -1.174 -1250. .0.000 2 1-174- -63.733 0.000 S S S 1- - "d"DistanceL2,L3,L4 352 1.250.-, g 0.66 45.75 45.75 62.75 61.25 1250 '750 6275, 352 .750 4575 4575 6i25 2;64 750 87 0.958 46.04 46.04 63.04 C 61.54 o 6 0.750 0.66 CIL No. ,in - 1.76 -- v 'A '-0000 66r• rsOf -out : (4)6 J'6 . 0.75O •. ::f . Z!663 . .63 Frame 16 in 352 750 74 1.250+ 45.75 45.76 62.75 w 61.25 352 6 10750 f 1250 .45754 4575 f6275 61 25 0.66~ 3.08 .750 2.805 : .1.125 45.88 45.88 : 62.88 . 61.38 220 - ' 0725 46 28 4628 6328' 61 78.. Hope Amundson 21300600 Calculations by M Nekuda ME 246 J . 1301 Third Avenue 5560 300 : SHEET OF . San Diego, CA 92101 1619.232.6673 PROJECT Southwestern College I-lOPE- -AIvUNI)SOtJ 35.4675 0 :::z: PROJECT NO. 214017.10 HOW ENGINEER • MN DATE Jun-15 StructuraL Engineers CONCRETE SMRF REINFORCEMENT CHECK F FRAME: .• 16 _1 GRID: 16---T LEVEL: L2___T,J01NT LOCATION: . INTERIOR Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11, and 21, checks the given flexural and shear reinforcement in the beam, the shear reinforcement in the column and within the joint, and calculates forces to be used for column flexural design. . Input Data General Properties = 5000 psi . . fy = 60 ksi biw = 5000 psi . fi = 60 ksi fkx= 0.9 . . f1 = 175 ksi $ shy ISO = 0.85 : - $ Sb, beam = 0.75 stir column 0.75 Beams (Refers to Figures 1, 3, and 4). : b= 24 in Beam Length,Li,= 216 in hbm = 49 in - . !T','L", or "A" section = L . slab 5 in Clrdist.to adjacent. beam= 11.42 ft bTop = 2 ft . -. bBOT = 3.5 ft. clrcov= 1.5 in. ShéarReinf.: #: 4 @ 4 in A,= 0.2 in d5 = 0.5 in • w/ 2 legs . . Top Long.Reinf.:. Smallest # • A911 = 3.52 in D d11 = 45.75 in Bot. Long. Reinf.: Smallest # . 6 A18 = 3.52 in' : dIB = 45.75 in .. . • . Skin Reinf.: ( . 2 ) # 3 . A = 0.44 in2 d2T = 30 in Column Shear .- . . . A528 = 0.44 in2 d28 = 30 in Reinf., A9 - - - - dcol - -. Top Slab (YIN)? N - Bot.Slab(YIN)? . . Y - Reinf: A52T =• 0 in2 Reinf: Algl, 0 in , d31 = 9 in d3 = 46.5 in Reinf. A=l Column Long: 11N ••• • W 1/2 0 PT Reinf ( 0 ) Tendons Aps = 0 in d,eg = 465 in dr covL44, b 1 Column - - (Refers to Figure 1 and 2) L• a .- b 01 = 24 in - - - # bms @ joint = 2 - - - - - heaiabv = 36 in : - - - clrcóv= 1.5 in - . - - h, -, hcoibtw = 36 in . . dcoi biw = 33.24 in 2 t Vert. Shear legs .4—+ Hor. Shear legs - - . - Shear Reinf. # 5 - @ 4 in w/ 5 vert. legs As = 0.31 in 4 hor. legs dba,,V = 0.625 in clr.ht.abv. L = 87 in - h.= 8.5 in Figure 2 - Section B-B, Typical Frame Column - clr.ht.blw. Lb = 117 in - max. dr col height, L1i, = 117 in Loads Wgev = 2.65 k/ft . : bm Vedd = 0 k - - - - - - - - - -: 94.31 k . - . col V5 = 179.6 k. . : - : . . - bm M1 = 646.2 k-ft - . - - col P = 41.3 -k bm M58 554.1 k-ft Hope Amundson 21300600 Calculations by M Nekuda MF 247 1301 ThirdA4oncô - . .. Suite 300 - - --Sen 0iege, 92101 'SHEET---------------- 1619.232.4673. - PROJECT Southwestern College. - - - - - - - - - F 619.235.4675 I-IPE"6JV%LjI1IDSOP1 iniothopoan,oniuon.con - PROJECT NO. 214017.10 - - - - -. ENGINEER MN -DATE Jun-15 - - ------ - - - - Structural Engineers - - - - - - - - - - - - - - 0 - - CONCRETE SMRF REINFORCEMENT CHECK I -FRAME: - .16 - - I - GRID:: 16 I LEVEL: L3 (Roof) I * JOINT LOCATION: : INTERIOR -. - - . Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11, and 21,-checksthe given flexural and shear reinfbrcernentinthe beam;!. - - - . -- - the shear reinforcement in the column and within the joint and calculates forces to be used for column flexural design Input Data General Prooerties cube = 5000 si - : - - - - . - f9 = 60 ksi - f'cbiw = .5000 psi - - - - - - fi = - 60 ksi : , - •118x 0.9 -- : - - - - - fps= 175 ksi - $shnjnt=- 0.85, shrbeam= 0.75 $shrcoiumn 0.75 -. - Beams - (Refers to Figures 1,3, and 4). -- - - b= 24 in' . - -: Beam Length, ,= 216 in - - - ' - h,,,= 49 in - - - 'T,L, or R section = L : - h8 =- 5 In - - Cir dist. to adjacent beam = 1-1.42 ft - - - bTop = 2 , ft. - - . - - - ' --15BOT = 3.5 ft. : clrcov= -, 1.5 in Shear Reinf. # 4-. 4- in A, 0.2 in2 . d8 0.5 fl --------: : - wI. 2. 'legs ' Top. Long. Reinf.: Smallest # - 6 -A. IT 2.64 in2 E d11 46.04 in - - 'Bot. Long. Reinf.:, Smallest # 6 - A818 = 1.76 - in' U - d18 = 46.63 in. - Skin Reinf ( 2 ) # 3 AaT = 044 in2 d2T = 30 in Column Shear A828 = 044 in2 d28 = 30 in Reinf A d., - Top Slab.(Y/N)'? - - N - - - Bot. Slab (YIN)?- - , V - Reinf: A83-r 0 in2 - d31,= o in Reinf:A828 = '0 in2 ' d38 = .46.5- in Column Long; ...J Reinf.,, - - ]'N - - ' - - - .S • W 1/2 'b PT Reinf ( 0 ) Tendons Aps = 0 in2 d 5 = 465 in dr cover44 bcci Column - (Refers to: Figure1 and 2) - - - - -. - - - . - - • .. - b 01 = 24 in it bms @ joint = 2 hcciabv = 36 in Or coy = 1.5 in 4 hcci if hcoibiw = 36 in dw"I bhV = 3324 in 2 t Vert Shear legs *—* Hor. Shear legs - - Shear Reinf. # 5 : @ 4 in w/ 5 vert. legs - A8 = 0.31 in - - 0 - - 4 hor. legs db8r,n= 0.625 in - - - - - 1'clr.ht.abv. L. = ##### in' - - - •h8= - 8.5. in : Figure 2- Section B-B, Typical Frame Column 'dr ht blw Lb = 87 in max dr coi height Ltir = ##### in - - - - - Loads -- Wgtv = .2 .65 klft bm V = 0 k l bm V = 66.12 k col V,, = 1225 k bmMUT = 3983 kft col 1941 k - - - - - ' - bm MUB 304.4 k-ft - , - : - -- - •.: - - , - - - - - - - : - - , , - L3 oay trial ice e. ocK user: r ne M r sr L:\04 land PS '(d-b)\l c PN\ 9 \g116_12int_c104_c105.cti eneral Information:' File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central fol. .\gll6_l2intcl04_cl05.cti Project: 216003.00 Co : L2_C104_C105 Engineer: MN C ACI 318-11 Units: English Run Option: Investigation . Slenderness: Not considered. . . Run Axis: Biaxial - Column Type: Structural 4ateria1 Properties: f'c = 5 ksi fy = 60 ksi. Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: , Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2- Ix = 93312 in4 rx = 10.3923 in Xo = 0 in einforcement: ly = 41472 in4 ry = 6.9282 in Yo= 0 in Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) # 3 ' 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # '6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41. 1.56 # 14 1.69 2.25 # 18 2.26. 4.00 Confinement Tied #5 ties with #10 bars #5 with larger bars phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 . . Pattern: Irregular To steel area: As = 17.78 in2 at rho 2.06% N clear spacing = 4.89 in Area in"2 X (in) Y (in) Area in2 X (in) y (in) Area in2 'X (in) . Y (in) 1.27 -9.2 15.2 . 1.27 -3.1 . 15.2 1.27 3.1 15.2 1.27 9.2 15.2 1.27 -9.2 -15.2 1.27 -3.1 -15.2 1.27 3.1 -15.2 1.27 9.2 -15.2 1.27 ' -912 7.6 '. 1.27 -9.2 0.0 1.27' -9.2 -7.6 1.27 9.2 7.6 1.27 9.2 0.0 1.27 9.2 -7.6 actored Loads and Moments with Corresponding Capacities Pu ' Mux --------------------------- Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. , kip k-ft . k-ft k-ft k-ft in . in 1 124.28 -9.64 0.00 -1338.60 -0.00 138.859 7.25 33.24 0.01076 0.900 2 118.11 -5.99 , 0.00 -1332.77 -0.00 222.499. ' 7.20 33.'24 0.01085 0.900 3 111.95 -2.34 0.00 -1326.94 -0.00 567.069 7.15 33.24 0.01094 0.900 4 - 124.11 -6.14 0.00 -1338.44 -0.00 217.987 7.24 33.24 0.01076 0.900 5 118.82 -5.49 0.00 -1333.44 -0.00 242.886 7.21 33.24' 0.01084 0.900 6 113.53 , -4.83 0.00 -1328.44 -0.00 275.039 7.17 33.24 0.01092 0.900 7 114.18 1059.83 ' 0.00 1329.05 0.00 . 1.254 7.17 33.24 0.01091 '0.900 8 108.19 210.13 0.00 1323.38 0.00 6.298 7.13 33.24 0.01099 0.900 9 102.20 633.10 0.00 1317.70 0.00 2.081 .7.08 33.24 0.01108 0.900 10 ' 149.25 -1075.92 0.00 -1362.13 -0.00 1.266 7.43 33.24 0.01041 0.900. 11 143.26 -22221 ' 0.00 -1356.50 -0.00 6.105 7.39 33.24 0.01050 0.900 12 137.27 -641.1,7 0.00 -1350.86 -0.00 2.107 7.34 33.24 0.01058 0.900 13 . ' 113.85 , 1089.48 ' 0.00 1328.74 ' - 0.00 1.220. 7.17 33.24 0.01091 0.900 14 - 107.86 215.33 0.00 1323.07 0.00 6.144 7.12 33.24 0.01100 0.900 15 101.87 652.34 ' 0.00 1317.39 0.00 2.019 7.08 33.24 0.01108 0.900 16 149.59 -1105.56 0.00 -1362.45 -0.00 1.232 7.44 33.24 0.01041 0.900 17 143.60 -227.41 0.00 -1356.82 -0.00 5.966 7.39 33.24 0.01049 0.900 18 137.61 -660.41 0.00 -1351.18 -0.00 2.046 7.35 33.24 0.01057 0.900 19 127.78 . 231.22 0.00 1341.91 0.00 5.804 7.27 33.24 0.01071 0.900 20 . 121.80 41.02 ' 0.00 1336.26 0.00 32.576 7.23 33.24 0.01080 0.900 2 115.81 145.22 0.00 1330.60 \ 0.00' 9.163 7.18 - 33.24 0.01088 0.900 135.65 -247.30 0.00 -1349.33 ' -0.00 5.456 7.33 33.24 0.01060 0.906 129.66 -53.10 0.00 -1343.68 -0.00' 25.305 7.29 33.24 0.01069 0.900 24 123.67 -153.30 0.00 -1338.03 -0.00 8.728 7.24 33.24 0.01077 0.900 L uay trial q-jjq. user L:\04 pro jectP2 land ps (dLb)\1c P\ proskg .\g116_l2int_c104_c105.cti 25 127.55 250.93 ' 0.00 1341.69 0.00 5.347 7.27 33.24 0.01072 0.900 26 121.56. 44.62 0.00 1336.03 0.00 29.942 7.23 33.24 0.01080 0.900 27 115.57 157.75 0.00 1330.37 0.00 8.433 7.18 33.24 0.01089 0.900 28 135.88 -267.01 0.00 -1349.55 -0.00 5.054 7.33 33.24 0.01060 0.900 2 129.89 -56.70 0.00 -1343.90 -0.00 23.702 7.29 33.24 0.01068 0.900 123.90 -165.82 0.00 -1338.24 -0.00 8.070 7.24 33.24 0.01077 0.900 48.15 1062.78 0.00 1266.23 0.00 . 1.191 6.70 33.24 0.01189 0.900 32' 44.89 213.01 0.00 1263.11 0.00 5.930 ' 6.67 33.24 0.01194 0.900 33 41.64 ' 635.90 0.00 1259.99 0.00 1.981 6.65 33.24 0.01199 0.900 34 83.23 -1072.97 0.00 -1299.68 ' -0.00 1.211 6.94 33.24 0.01136 0.900 35 79.97 -219.34 0.00 -1296.58 . -0.00 5.911 6.92 33.24 0.01141 0.900 36 76.71 -638.37 0.00 -1293.47 -0.00 2.026 6.90 33.24 0.01146 ' 0.900 37 ' 47.82 1092.42 ' 0.00 1265.91 0.00 1.159 6.69 33.24 0.01190 0.900 38 44.56 218.21 0.00 1262.79 0.00 5.787 6.67 33.24 0.01195 0.900 39 41.30 655.14 ' 0.00 1259.67 0.00 1.923 6.65 33.24 0.01200 0.900 40 83.56 -1102.62 0.00 -1299.99 -0.00 1.179 6.95 33.24 0.01135 0.900 41 80.30 -224.54 ' 0.00 -1296.89 -0.00 5.776 6.92 33.24 0.01140 0.900 42 77.04 -657.61 0.00 -1293.79 -0.00 1.967 6.90 33.24 0.01145 0.900 43 61.76 234.16 ' 0.00 1279.26 0.00 5.463 6.79 33.24 0.01168 0.900 44 58.50 43.90 0.00 1276.14 0.00 29.069 . 6.77 ' 33.24 0.01173 0.900 45 55.24 148.02 0.00 1273.02 0.00 8.600 . 6.75 33.24 0.01178 0.900 46 69.62 -244.35 0.00 -1286.72 -0.00 5.266 6.85 33.24 0.01156 0.900 47 66.36 -50.23 0.00 -1283.61 -0.00 25.555 6.82 33.24 0.01161 0.900 48 63.10 -150.50 0.00 -1280.54 -0.00 8.509 6.80 33.24 0.01166 0.900 49 61.52 253.87 0.00 1279.03 0.00 5.038 6.79 33.24 0.01169 0.900 50 58.26 47.49 0.00 1275.91 0.00 26.867 6.77 33.24 0.01174 0.900 51 55.01 160.55 0.00 1272.80 0.00 7.928 6.74 33.24 0.01179 0.900 52 69.86 -264.07 0.00 -1286.94 -0.00 4.873 6.85 33.24 0.01156 0.900 53 66.60 -53.82 0.00 -1283.83 , -0.00 23.854 6.83 33.24 0.01161 0.900 54 63.34 -163.02 0.00 -1280.72 -0.00 7.856 6.80 33.24 0.01166 0.900 55 125.52 -21:47 0.00 -1339.77 -0.00 62.402 7.26 33.24 0.01074 0.900 56 119.36 -4.17 , 0.00 -1333.95 -0.00 319.893 7.21 33.24 0.01083 '0.900 57. 113.19 13.14 0.00 . 1328.12 0.00 101.074 7.16 33.24 0.01092 0.900. 58 "125.34 -20.63 0.00 -1339.60 -0.00 64.935 7.25 33.24 0.01075 0.900 59 120.06 -3.79 0.00 , -1334.62 -0.00 352.141 7.21 33.24 0.01082 0.900 60 114.77 13.06 0.00 1329.61 0.00 101.808 7.18 33.24 0.01090 0.900 61 118.11 1015.01 0.00 1332.77 0.00 1.313 ' 7.20 33.24 0.01085 0.900 62 112.12 208.29 0.00 1327.10 0.00 6.371 7.16 33.24 0.01094 0.900 63 106.13 627.77 0.00 1321.43 0.00 2.105 7.11 33.24 0.01102 0.900 64 147.95 -1059.50 0.00 -1360.91 -0.00 1.284 7.43 33.24 0.01043 0.900 6 141.96 -216.66 0.00 -1355.27 -0.00 16.255 7.38 33.24 0.01051 0.900 135.97 -600.00 0.00 -1349.63 -0.00 2.249 7.33, 33.24 0.01060 0.900 117.80 1044.35 0.00 1332.48 0.00 ' 1.276 7.20 33.24 0.01085 0.900 68 111.81 213.46 0.00 1326.81 0.00 6.216 7.15 33.24 0.01094 0.900 69 105.82 646.78 0.00 1321.13 0.00 2.043 7.11 33.24 0.01103 '0.900 70 148.26 -1088.85 0.00 -1361.20 -0.00 1.250 7.43 33.24 0.01043 0.900 71 142.27 -221.83 0.00 -1355.57 -0.00 6.111 7.38 33.24 0.01051 0.900 72 136.28 -619.01 0.00 -1349.92 -0.00 2.181 7.34 33.24 0.01059 0.900 73 ' 129.68 ' 214.02 0.00 1343.70 0.00 6.278 7.29 33.24 0.01069 0.900 74 123.69 42.14 0.00 , 1338.05 0.00 31.752 7.24 33.24 0.01077 0.900 75 117.70 162.70 0.00 1332.38 0.00 8.189 7.20 33.24 0.01086 0.900 76 136.38 -258.51 ' 0.00 -1350.02 -0.00 '5.222 7.34 33.24 0.01059 0.900 77 130.39 -50.50 0.00 -1344.37 -0.00 26.621 . 7.29 33.24 0.01068 0.900 78 124.41 -134.93 0.00 -1338.73 -0.00 9.922 7.25 33.24 0.01076 0.900 79 129.44 233.55 0.00 . 1343.47 0.00 5.752 7.28 33.24 0.01069 0.900 80 ' 123.45 45.72 0.00 1337.82 0.00 29.261 7.24 33.24 0.01077 0.900 81 . 117.46 ' 175.06 0.00 1332.16 ' 0.00 7.610 7.20 33.24 0.01086 0.900 .82 136.62 -278.04 0.00 -1350.25 -0.00 4.856 7.34 33.24 0.01059 0.900 83 ' 130.63 -54.08 0.00 -1344.60 -0.00 24.863, 7.29 33.24 0.01067 0.900 84 . 124.64 -147.30 0.00 -1338.94 -0.00 9.090 7.25 33.24 0.01076 0.900 85 51.43 1025.91 0.00 1269.37 0.00 1.237 6.72 , 33.24 0.01184 0.900 .86 48.17 ' 210.27 . 0.00 1266.25 0.00 6.022 6.70 33.24 0.01189 0.900 87 44.91 620.83 0.00 1263.13 0.00 2.035 6.67 33.24 0.01194 0.900 88 81.27 -1048.60 0.00 -1297.81 -0.00 1.238 6.93 33.24 0.01139 0.900 89 78.01 -214.68 0.00 -1294.71 -0.00 6.031 6.91 33.24 0.01144 0.900 90 74.75 -606.94 0.00 -1291.61 -0.00 2.128 6.88 33.24 0.01149 0.900 91 , 51.12 1055.25 0.00 1269.08 0.00 1.203 6.72 33.24 0.01185 0.900 92 47.86 215.44 ' 0.00 1265.95 0.00 5.876 6.69 33.24 0.01190 0.900 93 44.60 639.84 0.00 , 1262.83 0.00 1.974 6.67 33.24 0.01195 0.900 94 ' 81.58 -1077.95 0.00 -1298.11 -0.00 1.204 6.93 ' 33.24 0.01138 0.900 95 78.32 -219.85 0.00 -1295.01 -0.00 5.890 6.91 33.24 0.01143 0.900 96 75.06 -625.95 0.00 -1291.90 -0.00 2.064 6.89 33.24 0.01148 0.900 97 63.00 224.92 0.00 1280.44 0.00 5.693 6.80 33.24 0.01166 0.900 98 59.74 44.12 0.00 1277.33 0.00 28.951 6.78 33.24 0.01171 0.900 99 56.48 155.76 0.00 1274.21 0.00 8.181 6.75 33.24 0.01176 0.900 100 69.70 -247.61 0.00 -1286.79 -0.00 5.197 6.85 33.24 0.01156 0.900 10 66.44 -48.52 0.00 -1283.68 -0.00 26.457 6.82 33.24 0.01161 0.900 63.18 -141.87 0.00 -1280.62 -0.00 9.027 6.80 33.24 0.01166 0.900 10 62.76 244.45 0.00 1280.22 . 0.00 5.237 6.80 33.24 0.01167 0.900 104' 59.50 47.70 0.00 1277.10 0.00 '26.774 6.78 33.24 0.01172 0.900 LD aay trial .Llcen.Se. '4-liq. user: tr R1an re ti 4c L:\04 project? d ps (d-b)\1 ce \@\g116_12int_c1O4c105.cti 105 56.24 168.12 0.00 1273.98 0.00 7.578 6.75 33.24 0.01177 0.900 106 69.94 -267.14 0.00 -1287.02 -0.00 4.818 6.85 33.24 0.01156 0.900 107 66.68 -52.10 0.00 -1283.91 -0.00 24.643 6.83 33.24 0.01161 0.900 108 63.42 -154.24 0.00 -1280.80 -0.00 8.304 6.80 33.24 0.01166 0.900 10- 149.59 904.70 -0.00 1362.45 0.00 1.506 7.44 33.24 0.01041 0.900 . 41.30 904.70 -0.00 1259.67 0.00 1.392 6.65 33.24 0:01200 0.900 1 11 149.59 - 904:70 -0.00 1362.45 0.00 1.506- 7.44 33.24 0.01041 0.900 112 41.30 904.70 -0.00 1259.67 0.00 1.392 6.65 .33.24 0.01200 0.900 End of output spColumn v4.81'. 15 day trial license Locking Code 4-1 F514..User Mary Anne, Microsoft File i:\04 projects\201 6\21 6003 00 legoland PS (d b)\l central folders\03 calcs\spcolumn\mf colu \gll 6_12int_cl 04_cl 05_mpr cti Project 216003 00 Mpr Column L2_C1 04_Cl 05 Engineer MN f'c=5ksi fy =75ksi Ag=864inA2 14#lobars Ec=4031 ksi Es 29000 As =l778inA2 rho =206% fc 25 ksi Xo = 0 00 in lx = 93312 in e_ 0 003 in/in Yo = 0 00 in ly = 41472 in"4 Betal = 0.8 Min clear spacing = 4.89 in Clear cover = 2.12 in Confinement: Other: phi(a) = 1 phi(b) = 1, phi(c) = 1 D oay triai ice e. ocK ':-ii'i'. user: r e M rsr U b .L:\04 . 4land PS (d-b) \l P?X\. 9.(l6_l2int_cl04_cl05_mpr . cti enera1 Information: File Name: i::\04 projects\2016\216003.00 legoland ps (d-b)\l central.. .\g116_l2int_c104_c105_mpr.cti Project: 216003.00; Co : L2_C104_C105 Engineer: MN " C ACI.318-ll Units: English Run Option: Investigation Slenderness: Not considered, Run Axis: Biaxial Column Type: Structural 4ateria1 Properties: f'c = 5 ksi fy = 75 ksi Ec = 4030.51 ksi Es = 29000 ksi S Ultimate strain = 0.003 in/in Betal = 0.8 3ectioñ: . . Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 . ly = 41472 in4 rx = 10.3923 in ' ' ry = 6.9282 in Xo= 0 i . . . '" Yo='Oin leinforcement: , Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) # 3 . 0.38 0.11 # 4 0.50 ' 0.20 # 5 ' 0.63 , 0.31 # 6 ' 0.75 0.44 # 7 . 0.88 0.60, # 8 '1.00 ' 0.79 # 9 1.13 1.00- # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 .2.25 # 18 2.26 4.00 Confinement: Other; #5 ties with #10 bars, #5 with larger bars. phi(a) = 1, phi(b) = 1, phi(c), = 1 ' Pattern: Irregular To steel area: As = 17.78 in2 at rho = 2.06% Mn clear spacing = 4.89 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (-in) 1.27 -9.2 15.2 1.27 -3.1 15.2 1.27 3.1 15.2 1.27 9.2 15.2 ' 1.27 -9.2 -15.2 1.27 -3.1 . -15.2 1.27 ' 3.1 -15.2 1.27 9.2 -15.2 1.27 -9.2 7.6 1.27 -9.2 . 0.0 ' 1.27 --9.2 ' -7.6 1.27- 9.2 7.6 1.27 9.2 0.0 1.27 9.2 -7.6 Factored Loads and Moments with Corresponding Capacities: ------------- Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi , No. , kip k-ft k-ft k-ft k-ft ' in in 1 .124.28 -9.64 0.00 -1737.21 -0.00 180.208 8.23 33.24 0.06911 '1.000 2 118.11 -5.99 0.00' -1731.56 -0.00 289.075 ' 8.19 33.24 0.00918 1.000, 3 111.95 ' -2.34 •' 0.00 -1725.91 -0.00 737.570 8.14 33.24 0.00925 1.000 4 124.11 -6.14 0.00' -1737.05 . -0.00 .282.907 8.23 33.24 0.00912 1.000 5 118.82 -5.49 0.00 -1732.21 -0.00 315.521 8.19 33.24. 0.00917 1.000 6 113.53 -4.83 ' 0.00 -1727.36 -0.00 357.632 - 8.15 - 33.24 0.00923 1.000 7 114.18 1059.83' 0.00 1727.96 0.00 1.630 8.16 33.24 .0.00923 1.000' 8 108.19 210.13 0.00 1722.46 0.00 8.197 8.11 33.24 0.00929 1.000 9'. 102.20 633.10 0.00 1716.96 0.00 2.712 8.07 33.24 0.00936 1.000 10 ' 149.25 -1075.92 0.00 -1759.95 '-0.00 ' 1.636 8.42 33.24 0.00884 f.0000 11 143.26 -222.21 0.00 -1754.51 . -0.00 '7.896 8.38 33.24 0.00891 1.000 12 137.27 -641.17 0.00 -1749.06 -0.00 2.728 8.33 33.24 0.00897 1.000 13 113.85 1089.48 0.00 1727.66 . 0.00 .1.586 8.15 33.24 0.00923 1.000 14 107.86 215.33 0.00 1722.16 0.00 7.998 .8.11 33.24 0.00930 1.000 15 101.87 652.34 0.00 1716.66 0.00. 2.632 8.07 33.24 0.00936 1.000 16 - 149.59 -1105.56 0.00 -1760.25 -0.00 1.592 8.42 33.24 0.00884 1.000 17 143.60 -227.41 0.00 --1754.81 -0.00 7.717 - 8.38 33.24 0.00890 1.000 18 137.61 -660.41 0.00 -1749.37 -0.00 2.649 8.33 33.24 0.00897 1.00,0 19 127.78 231.22 0.00 1740.40 0.00 - 7.527 8.26 33.24 0.00907 1.000 .20 121.80 - 41.02 - 0.00 1734.94 0.00 42.295 8.21 33.24 0.00914 1.000 2 115.81 145.22 0.00 1729.45 0.00 11.909 8.17 33.2,4 0.00921 1.000 135.65- -247.30 . '0.00 -1747.58 -0.00 7.067 -8.32 33.24 0.00899 1.000 129.66 -53.10 0.00 -1742.12 -0.00 32.808 - 8.27 33.24 0.00905 1.000 24 123.67 - -153.30 - - 0.00 -1736.65 - -0.00 11.328 8.23 33.24' 0.00912 1.000 'j-ltDJ. user: L oay trial .Llcen.se. L:\04 project R 1and PS (d b)\1 ce ~gg le 25 127.55 250.93 0.00 1740.19 0.00 6.935 ' 8.26 33.24 0.00908 1.000 26 121.56 44.62 0.00 1734.72 0.00 38.878 8.21 33.24 0.00914 1.000 27 115.57 157.75 0.00 1729.23 0.00 10.962 8.17 33.24 0.00921 1.000 28 135.88 -267.01 0.00 -1747.79 -0.00 6.546 8.32 33.24 0.00899 1.000 2 129.89 -56.70 0.00 -1742.33 -0.00 30.729 8.27 33.24 0.00905 1.000 123.90 -165.82 0.00 -1736.86 -0.00 10.474 8.23 33.24 0.00912 1.000 48.15 1062.78 0.00 1666.90 0.00 1.568 7.68 33.24 0.00999 1.000 32 44.89 213.01 0.00 1663.86 0.00 7.811 7.65 33.24 0.01003 1.000 33 41.64 635.90 0.00 1660.87 0.00 2.612 7.63 33.24 0.01007 1.000 34 83.23 -1072.97 0.00 -1699.47 -0:00 1.584 7.93 33.24 0.00958 1.000 35 79.97 -219.34 0.00 -1696.45 -0.00 7.734 7.91 33.24 0.00961 1.000 36 76.71 '-638.37 0.00 -1693.43 -0.00 2.653 7.88 33.24 0.00965 1.000 37 47.82 1092.42 0.00 1666.59 0.00 1.526 7.67 33.24 0.00999 1.000 38 44.56 218.21 0.00 1663.55 0.00 7.624 7.65 33.24 0.01003 1.000 39 41.30, 655.14 0.00 1660.55 0.00 2.535 7.63 33.24 0.01007 1.000 40 83.56 -1102.62 0.00 -1699.77 -0.00 1.542 7.93 33.24 0.00957 1.000 41 80.30 -224.54 0.00 -1696.76 -0.00 7.557 7.91 33.24 0.00961 1.000 42 77.04 -657.61 0.00 -1693.74 -0.00 2.576 7.88 33.24 0.00965 1.000 43 61.76 234.16 0.00 1679.57 0.00 7.173 7.77 33.24 0.00983 1.000 44 58.50 43.90 0.00 1676.54 0.00 38.190 7.75 33.24 0.00987 1.000 45 55.24 148.02 0.00 1673.50 0.00 11.306 7.73 33.24 0.00990 1.000 46 69.62 -244.35 0.00 -1686.86 ' -0.00 6.903 7.83 33.24 0.00973 1.000 47 66.36 -50.23 0.00 -1683.84 -0.00 33.523 7.81 33.24 0.00977 1.000 48 63.10 -150.50 0.00 -1680.81 -0.00 11.168 7.78 33.24 0.00981 1.000 49 61.52 253.87 0.00 1679.34 0.00 6.615 7.77 33.24 0.00983 1.000 50 58.26 47.49 0.00 1676.31 0.00 35.298 7.75 33.24 0.00987 1.000 51 55.01 160.55 0.00 1673.29 0.00 10.422 7.73 33.24 0.00991 1.000 52 69.86 -264.07 0.00 -1687.09 -0.00 6.389 7.83 33.24 0.00973 1.000 53 66.60 -53.82 . 0.00 -1684.06 -0.00 31.291 7.81 33.24 0.00977 1.000 54 63.34 -163.02 0.00 -1681.03 -0.00 10.312 7.79 33.24 0.00981 1.000 55 125.52 -21.47 0.00 -1738.34 -0.00 80.966 8.24 33.24 0.00910 1.000 56 119.36 -4.17 0.00 -1732.70 -0.00 415.517 8.20 3324 0.00917 1.000 57 113.19 13.14 0.00 1727.05 0.00 131.435 8.15 33.24 0.00924 1.000 58 125.34 -20.63 0.00 -1738.17 -0.00 84.255 8.24 33.24 0.00910 1.000 59 120.06 . -3.79 0.00 -1733.35 -0.00 457.347 8.20 33.24 0.00916 1.000 60 114.77 13.06 0.00 1728.50 0.00 132.351 8.16 33.24 0.00922 1.000 61 .118.11 1015.01 0.00 1731.56 0.00 1.706 . 8.19 33.24 0.00918 1.000 62 112.12 208.29 0.00 1726.07 0.00 8.287 8.14 33.24 0.00925 1.000 63 106.13 627.77 0.00 1720.57 0.00 2.741 ' 8.10 33.24 0.00932 1.000 64 147.95 -1059.50 0.00 -1758.77 -0.00 1.660 8.41 33.24 0.00886 1.000 6 141.96 -216.66 0.00 -1753.32 -0.00 8.093 8.37 33.24 0.00892 1.000 135.97 . -600.00 . 0.00 -1747.87 -0.00 2.913 8.32 33.24 0.00899 1.000 117.80 1044.35 0.00 1731.28 0.00 1.658 8.18 33.24 0.00919 1.000 68 111.81 213.46 0.00 1725.79 0.00 8.085 8.14 33.24 0.00925 1.000 69 105.82 646.78 0.00 1720.29 0.00 2.660 8.09 33.24 0.00932 1.000 70 148.26 -1088.85 0.00 -1759.05 -0.00 1.616 8.41 '33.24 0.00885 1.000 71 142.27 -221.83 0.00 -1753.61 -0.00 7.905 8.37 33.24 0.00892 1.000 72 136.28 -619.01 0.00 -1748.15 -0.00 2.824 8.32 33.24 0.00898 1.000 73 129.68 214.02 0.00 1742.14 ' 0.00 8.140 8.27 33.24 0.00905 1.000 74 123.69 42.14 ' 0.00 1736.67 0.00 41.212 8.23 33.24 0.00912 1.000 75 117.70 . 162.70. 0.00 1731.18 0.00 10.640 8.18 33.24 0.00919 1.000 76 136.38' -258.51 0.00 -1748.25 -0.00 6.763 8.32 33.24 0.00898 1.000 77 .130.39 -50.50 0.00 -1742.79 -0.00 34.511 8.28 33.24 0.00905 1.000 78 124.41 -134.93 0.00 -1737.32 -0.00 12.876 8.23 33.24 0.00911 1.000 79 129.44 233.55 0.00 1741.92 0.00 7.458 8.27 33.24 0.00906 1.000 80 123.45 45.72 0.00 1736.45 0.00 37.980 8.23 33.24 0.00912 1.000 81 117.46 175.06 0.00 1730.96 0.00 9.888 8.18 33.24 0.00919 1.000 82 136.62 -278.04 0.00 -1748.46 -0.00 6.289 8.33 33.24 0.00898 1.000 83 130.63 ' -54.08 0.00 -1743.00 -0.00 32.230 8.28 33.24 0.00904 1.000 84 124.64 ' -147.30 0.00 71737.53 -0.00 11.796 8.23 33.24 0.00911 1.000 85 51.43 1025.91 0.00 1669.96 0.00 1.628 7.70 33.24 0.00995 1.000 86 48.17 210.27 0.00 1666.92 0.00 7.928 7.68 33.24 0.00999 1.000 87 44.91 620.83 0.00 1663.88 0.00 2.680 7.65 33.24 0.01003 1.000 88 81.27 -1048.60 0.00 -1697.65 -0.00 1.619 7.91 33.24 0.00960 1.000 89 78.01 -214.68 0.00 -1694.64 -0.00 7.894 7.89 33.24 0.00964 1.000 90 74.75 -606.94 0.00 -1691.62 -0.00 2.787 7.87 33.24 0.00967 1.000 91 51.12. 1055.25 0.00 1669.67 0.00 1.582 7.70 33.24 0.00995 1.000 92 47.86 215.44 0.00 1666.63 0.0.0 7.736 7.68 33.24 0.00999 1.000 93 44.60 639.84 0.00 1663.59 0.00 2.600 7.65 33.24 0.01003 1.000 94 81.58 -1077.95 0.00 -1697.94 -0.00 1.575' '7.92 33.24 0.00960 1.000 ' 95 78.32 -219.85 0.00 -1694.92 -0.00 7.709 7.89 33.24 0.00963 1.000 96 75.06 -625.95 0.00 -1691.91 -0.00 2.703 7.87 33.24 0.00967 1.000 97 63.00 224.92 0.00 1680.72 0.00 7.473 7.78 33.24 0.00981 1.000 98 59.74 44.12 0.00 1677.69, ' 0.00 38.026 7.76 33.24 0.00985 1.000 99 . 56.48 155.76 0.00 1674.66 0.00 10.752 7.74 33.24 0.00989 1.000 100 69.70 -247.61 0.00 -1686.94 -0.00 6.813 7.83 33.24 0.00973 1.000 10 66.44 -48.52 0.00 -1683.91 -0.00 34.706 ' 7.81 33.24 0.00977 1.000 63.18 -141.87 0.00 -1680.89 -0.00 11.848 7.78 33.24 0.00981 1.000 . 62.76 244.45 0.00 1680.50 ' 0.00 6.875 7.78 33.24 0.00982 1.000 104 59.50 47.70 0.00 1677.47 0.00' 35.167 7.76 33.24 0.00985 1.000 Lb. oay triai ce e OCK '-11D1'j. -user:' r xne N rsr - - .- . . : ,: ' u •b i:\04 ps (d-b)\l X\..(l6_12int_c104_c1'05_mpr,.cti 105 $6 24 168112 0 00 1674.43 0.00 9.960 7 73 33.24 0.00989 1 000 106' ; 69.94 - -267.14 ' -0.00. - -1687.16 -0.00 6.316 7.83: : 33.24 0.00973- --1.000 : 107 - 66.68. --52.10 - .0.00' '-1684.14. - -0.00 32,325 T.81 - 33.24 '0:00977 1'.000. 108 63.42 '-154.24 . 0.00 ' -1681.11. -0.00 10.899 -'-7.79 - .33.24 0.00981 .1.000 ' 10 149.59 904.70. : '0.00, 1760.25 0.00. 1.946'' 8.42.. 33.24 0.00884 1.000 - 1 41.30 904.70 -- 0.00 1660:55: '' '0.00' - 1.835' 7.63 33.24 0.01007 1.000':, . - 11 - 149.59 ' 904.70 0.00 1760:25 '0.00 1.946 8.42 33.24 0.00884' :1.000' '. 112 '. : 41.30 904.70. 0.00 . -. 0.00-1.835 7.63 33.24 0.01007 1.000 . ***-End of output Mpr Hope-AmUndson 213006.00: • Calculations byM. Nekuda P (kip) • MF. 256 3500 -- 0 0 0 0 (Pmax) (Pmax) 01. y. /. 0 o 0 0 0 241x 36 in Code AC131811 Units English Run axis Biaxial Run option Investigation SleOless Not considered Column type Structural -1800 // 1800 Bars ASTM A615 M (00) (k-ft) Date 07/09/16 Time 103626 (Pmin) -1000 (Pmin) spColumn v4 81 15 day, trial license Locking Code 4 1F514 User Mary Anne Microsoft File I \04 projects\2016\216003 00 legoland PS (d b)\1 central folders\03 calcs\spcolumn\mf columns\fr \g116_13int_c66_c67 cti Project 21600300 Column L2_C66_C67 Engineer MN fc=5ksi fy 60 ksi. Ag=864inA2 14#l0bars: Ec = 4031 ksi Es = 29000 ksi As = 17'.78 inA2 rho = 2.016% fc 25 ksi Xo = 0 00 in lx = 93312 InA4 e_ 0 003 in/in Yo = 0..00 in ly = 41472 in"4 Betal = 0.8 Mm clear spacing = 4 89 in Clear cover = 2.12 in Confinement Tied phi(a) = 0 8 phi(b) = 0 9, phi(c) = 0.65 L oay trlai ce e. OCK ' :q-iri'4. user: r i.ne N r SL U Lb L:\04 projectP 1and PS (d-b)\l . .\g116_13int_c66_c67.cti Seneral Information: File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central folde ... \g116...13int_c66_c67.cti Project: 216003.00 Co : L2_Cl3_C27 Engineer: MN C ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 4ateriaLProperties: S fc = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo= 0 i einforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diem (in) Area (in2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in2) # 5 0.63 0.33 # 8 1.00 0.7 # 11 1.41 1.5E Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular To steel area: As .= 17.78 in2 at rho = 2.06% M* clear spacing = 4.89 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 1.27 -3.1 15.2 1.27 3.1 15.2 1.27 9.2 15.2 1.27 -9.2 -15.2 1.27 -3.1 -15.2 1.27 3.1 -15.2 1.27 9.2 -15.2 1.27 -9.2 7.6 1.27 -9.2 0.0 1.27 -9.2 -7.6 1.27 9.2 7.6 1.27 9.2 0.0 1.27 9.2 -7.6 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx No. kip k-ft k-ft k-ft 1 59.33 -6.72 0.05 -1274.38 2 54.76 8.68 0.05 1270.58 3 50.19 24.08 0.05 1267.47 4 59.32 -6.47 0.06 -1273.74 5 55.41 8.34 0:06 1270.71 6 51.49 23.15 0.06 1268.54 7 55.89 154.21 0.06 1273.51 8 51.46 268.38 0.06 1269.32 9 47.02 703.19 0.06 1265.12 10 69.96 -168.15 0.06 -1286.92 11 65.53 -250.38 0.06 -1282:73 12 61.09 -653.27 0.06 -1278.59 13 55.81 155.84 0.06 1273.43 14 51.37 273.60 0.06 1269.24 15 46.93 715.27 0.06 1265.03 16 70.05 -169.79 0.06 -1287.00 17 65.61 -255.60 0.06 -1282.81 18 61.17 -665.34 0.06 -1278.66 19 61.17 37.88 0.06 1278.15 20 56.73 66.81 0:06 1274.14 2 52.30 181.74 0.06 1270.09 64.68 -51.82 0.06 -1281.60 60.25 -48.82 0.06 -1277.39 24 55.81 -131.82 0.06 -1273.41 PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi k-ft in in 9.48 189.639 6.97 33.49 0.01149 0.900 7.32 146.380 6.90 33.43 0.01161 0.900 2.63 52.636 6.77 33.31 0.01179 0.900 11.81 196.868 7.02 33.55 0.01143 0.900 9.14 152.363 6.94 33.48 0.01155 0.900 3.29 54.796 6.79 33.33 0.01176 0.900 0.50 8.258 6.76 33.25 0.01176 0.900 0.28 4.730 6.73 33.25 0.01183 0.900 0.11 1.799 6.69 :33.24 0.01191 0.900 0.46 7.653 6.86 33.25 0.01155 0.900 0.31 5.123 6.82 .33.25 0.01162 0.900 0.12 1.957 6.79 33.24 0.01169 0.900 0.49 8.171 6.76 33.25 0.01176 0.900 0.28 4.639 6.72 33.25 0.01183 0.900 0.11. 1.769 6.69 33.24 0.01191 0.900 0.45 7.580 6.86 33.25 0.01155 0.900 0.30 5.019 6.83 33.25 0.01162 0.900 0.12 1.922 6.79 33.24 0.01169 0.900 2.02 33.742 6.83 33.29 0.01164 0.900 1.14 19.071 6.78 33.27 0.01173 0.900 0.42 6.989 6.73 33.25 0.01182 0.900 1.48 24.732 6.84 33.28 0.01160 0.900 1.57 26.165 6.81 . 33.28 0.01167 0.900 0.58 9.660 . 6.76 33.26 0.01176 0.900 L ay triai ce e. OCK :-ii Di'. user: r M r st I) b L:\04 projectP 2? tRfl3 .41and PS (d-b) \1 P\@ . . . \g116_].3int_c66_c67 . cti 25 61.10 39.42 0.06 1278.10 1.95 32.423 6.83 33.29 0.01164 0.900 26 56.66 70.60 0.06 1274.09 1.08 18.047 6.78 33.27 0.01173 0.900 27 52.23 190.87 0.06 1270.03 0.40 6.654 6.73 33.25 0.01182 0.900 28 64.75 -53.36 0.06 -1281.68 1.44 24.020 6.84 33.28 0.01160 0.900 2 60.32 -52.61 0.06 -1277.49 . 1.46 24.282 6.81 33.28 0.01167 0.900 55.88 -140.94 0.06 -1273.49 0.54 9.036 6.76 33.25 0.0,1176 0.900 24.32 157.63 0.02 1243.34 0.16 7.888 6.54 33.24 0.01226 0.900 32 21:91 263.97 0.02 1241.04 0.09 4.701 6.52 33.24 0.01230 0.900 33 19.50 690.96 0.02 1238.74 0.04 1.793 6.50 33.24 0.01234 0.900 34 38.39 -164.73 0.02 -1256.84 0.15 7.630 6.63 33.24 .0.01204 0.900 35 35.98 -254.79 0.02 -1254.54 0.10 4.924 6.61 33.24 0.01208 0.900 36 33.57 -665.50 0.02 -1252.25 0.04 1.882 6.60 33.24 0.01212 0.900 37 24.24 159.27 '0.02 1243.26 0.16 7.806 6.54 33.24 0.01226 0.900 38 21.82 269.19 0.02 1240.96 0.09 4.610 6.52 33.24 0.01230 0.900 39 19.41 703.03 0.02 1238.66 0.04 1.762 6.50 33.24 0.01234 0.900 40 38.48 -166.36 0.02 -1256.92 .0.15 7.555 6.63 33.24 0.01204 0.900 41 36.07 -260.01 0.02 -1254.63 0.10 4.825 6.62 33.24 0.01208 0.900 42 ' 33.65 -677.58 0.02 -1252.32 0.04 1.848 6.60 33.24 0.01212 0.900 43 29.60 41.30 . 0.02 1248.28 0.60 30.225 6.58 33.26 0.01217 0.900 44 27.19 62.40 0.02 1246.03 0.40 . 12.968 6.56 33.25 0.01221 0.900 45 24.77 169.51 0.02 1243.77 0.15 7.337 6.54 33.24 0.01225 0.900 46 33.12 -48.40 0.02 -1251.68 0.52 25.861 6.60 33.25 0.01211 0.900. 47 30.70 -53.22 0.02 -1249.37 0.47 23.476 6.59 33.25 0.01215 0.900 48 28.29 -144.05 0.02 -1247.14 0.17 8.658 6.56 33.24 0.01220 0.900 49 29.53 42.84 0.02 1248.22 0.58 . 29.137 6.58 33.26 0.01217 0.900 50 . 27.12 66.20 0.02 1245.96 0.38 18.821 6.56 33.25 0.01221 0.900 51 24.70 178.63 0.02 1243.71 0.14 6.962 6.54 33.24 0.01225 0.900 52 33.19 -49.94 0.02 -1251.75 . 0.50 25.065 6.60 33.25 0.01211 0.900 53 30.77 -57.02 0.02 -1249.45 0.44 21.912 6.59 33.25 0.01215 0.900 54 28.36 -153.18 0.02 -1247.21 0.16 8.142 . 6.56 33.24 0.01220 0.900 55 60.43 -9.49 0.31 -1266.83 41.38 133.491 7.65 34.33 0.01068 0.900 56 55.86 8.08 0.31 1260.53 48.36 156.006 7.76 34.52 0.01057 0.900 57 51.30 25.65 0.31 1265.10 15.29 49.322 7.04 33.64 0.01146 0.900 58 60.45 -9.09 0.40 -1263.02 55.58 138.946 7.95 34.71 0.01033 0.900 59 56.54 7.41 0.40 1255.93 67.80 169.492 8.17 35.03 0.01008 0.900 60 52.62 23.91 0.40 1264.77 21.16 52.897 7.17 33.80 0.01130 0.900 61 57.20 152.97 0.39 1274.02 3.25 8.329 6.83 33.33 0.01167 0.900 62 52.77 265.75 0.39 1270.15 . 1.86 4.779 6.77 33.29 0.01177 0.900 63 48.33 702.53 0.39 1266.21 0.70 1.802 6.71 33.26 0.01187 0.900 64 71.02 -172.60 0.39 -1287.27 2.91 7.458 6.92 33.32 0.01147 0.900 6 66.59 -249.45 0.39 -1283.29 2.01 5.144 6.87 33.29 0.01156 0.900 62.15 -650.29 0.39 -1279.43 0.77 1.967 6.81 33.26 0.01166 0.900 57.12 154.62 0.39 1273.95 3.21 8.239 6.83 33.32 0.01167 0.900 68 52.68 270.95 0.39 1270.07 1.83 4.687 6.77 33.29 0.01178 0.900 69 48.24 714.59 0.39 1266.13 0.69 1.772 6.71 33.26 0.01187 0.900 70 71.11 -174.25 0.39 -1287.37 2.88 7.388 6.92 33.32 0.01147 0.900 71 66.67 -254.65 0.39 -1283.37 1.97 5.040 6.87 33.29 0.01156 0.900 72 62.23 -662.36 0.39 -1279.51 0.75 1.932 6.81 33.26 0.01166' 0.900 73 62.12 36.62 0.39 1275.94 13.59 34.843 7.08 33.60 0.01134 0.900 74 57.68 65.69 0.39 1273.31 7.56 19.384 6.92 33.44 0.01156 0.900 75 53.24 183.56 0.39 1270.37 2.70 6.921 6.79 33.31 0.01175 0.900 76 66.11 -56.25 0.39 -1280.99 8.88 22.773 7.01 33.48 0.01140 0.900 77 61.67 -49.39 0.39 -1276.46 10.08 25.844 7.00 33.51. 0.01144 0.900 78 57.24 -131.32 0.39 -1273.91 3.78 9.701 6.84 33.34 0.01166 0.900 79 62.04 38.20 0.39 1276.02 13.03 33.404 7.07 33.58 0.01136 0.900 80 57.60 69.50 0.39 1273.35 , 7.15 18.322 6.91 33.43 0.01157 0.900 81 53.16 192.75 0.39 1270.33 2.57 6.591 6.79 33.31 '0.01175 0.900 82 ' 66.19 -57.83 0.39 -1281.13 8.64 22.153 7.01 33.47 0.01140 0.900 83 61.75 -53.20 0.39 -1276.73 9.36 23.999 6.99 , 33.49 0.01145 0.900 84 57.32 -140.51 0.39 -1274.06 3.54 9.067 6.83 33.33 0.01166 0.900 85 25.03 157.77 0.17 1243.69, 1.34 7.883 6.57 33.27 0.01222' 0.900 86 22.62 261.87 0.17 1241.53 0.81 4.741 6.54 33.26 0.01227 0.900 87 ' 20.20 689.97 0.17 1239.34 0.31 1.796 6.51 33.25 0.01232 0.900 88 38.85 -167.80 . 0.17 -1256.97 1.27 7.491 6.66 33.27 0.01200 0.900 89 36.44 -253.33 0.17 -1254.78 0.84 4.953 . 6.63 33.26 0.01205 0.900 90, 34.02 -662.85 0.17 -1252.60 0.32 1.890 6.61 33.25 0.01210 0.900 91 24.95 159.42 , 0.17 1243.62 1.33 7.801 6.56 33.27 0.01222 0.900' 92 22.53 267.07 0.17 1241.44 0.79 4.648 6.54 33.26 0.01227 0.900 93 20.12 702.03 0.17 1239.27 0.30 1.765 6.51 33.25 0.01232 0.900 94 38.94 -169.46 0.17 -1257.06 1.26 7.418 6.66 . 33.27 0.01200 0.900 95 36.52 -258.53 0.17 -1254.86 0.83 4.854 6.63 33.26 0.01205 0.900 96 34.11 -674.92 0.17 -1252.69 0.32 1.856 6.61 33.25 0.01210 0.900 97 29.94 41.42 0.17 1247.36 5.12 30.115 6.68 33.37 0.01204 0.900 98 27.53 61.81 0.17 1245.51 3.43 20.151 6.62 33.33 0.01213 0.900 99 25.12 171.00 0.17 1243.81 1.24 7.274 6.56 33.27 0.01222 0.900 100 33.94 -51.46 0.17 -1251.47 4.13 24.319 668 . 33.35 0.01201 0.900 10 31.53 -53.27 0.17 -1249.20 3.99 23.450 6.66 33.34 0.01205 0.900 ' 29.11 -143.88 0.17 -1247.57 1.47 8.671 6.60 33.28 0.01215 0.900 29.87 42.99 , 0.17 1247.35 4.93 29.015 6.67 33.37 0.01205 0.900 104 27.45 65.62 0.17 1245.49 3.23 18.980 6.62 33.32 0.01213 0.900 \g116_l3int_c66_c67 cti 3M 105 25 04 180.19 0-1.7 '1243.75 .1 .17 6 902 .6 ,56 33.2.7- 0.01222 0.900 106 34 02 -53 03 0-.17 -1251 58 4 01 23 601 6.68 33 34 0.0.1201, 0.:9.06 107 31.60 •-. -57.08 . 0.17 -1249.34 3.72 21.888 6.66 33.34 0.01205 0.900. -108 29.19 -153.07 . 0.17 -1247.67 1.39 8.151. 6.59 33.28 0.01215 0.900 10&.71.11 14-14.00. . 0.39 1288.04 -0.36 0.911- -6.87: 33.25- 0.01153- 0.900 # 1 19.4.1 1414.00 0.02 :1238.66 0.02 :0.876 6.50 - 33.24 001234 0.900-# l 11W 71.11 • 1216.6-7- •-: 039 128803 . 0.41.. 1.059 6:8.7 33.25 0.01153. 0-900. 112 19.41 1216.67.- 0 02 1238.66 0.02. .1 .01 6.50 33 24 0.01234* 0 900 # Section capacity exceeded.:.Revise design' *** End 9 Output,.***: - • • .. : . - ••. . . • • • • : • Mpr top beam - Allow column to hinge just below top level per NEHRP Seismic Design Technical Brief No 1, Seismic Design of Reinforced Concrete Special Moment Frames A guide for Practicing Engineers, - -:- - NISTGCR8-917 1, Section -5.4; therefore OK. - • -- - -- :- - • - .: .•.:. - • . • • . . • -• ••- . - • -. . . . : - Hope Amundson 21300600 Calculations by M Nekuda ME 260 J' .1301ThirdAvor,uo Suite 300 San Diego, CA. 92101 SHEET OF S - : 1619.232.4673 PROJECT Southwestern CollegeF 619 235 4675 . S I1C_ -AAAUNDSOI'i ntohpo ond:onom PROJECT NO: 214017.10 . S S . . . . 0 ENGINEER MN DATE Jun-15. S Structural Engineers . . . . .. . . . - CONCRETE SMRF REINFORCEMENT CHECK I FRAME:.. 16 1 GRID: . :16 I LEVEL: . L2 : I JOINT LOCATION: EXTERIOR Based on the 2012 IBC Section 1905 and ACI 316-11, Chapters 10 11 and 21 checks the given flexural and shear reinforcement in the beam the shear reinforcement in the column and within the Joint and calculates forces to be used for column flexural design Input Data General Prnraertie . . . . . : •' . . . . = 5000 psi . . . . . . .l = 60 ksi f'= 5000 psi . tyr= .60- ksi flex = 0.9 fps= 175 ksi ihr int = 0.8.5 . . sIll beam = ... 0.75 •• : . . . . .shrcatumn= 015 Beams (Refers to Figures 1,3, and 4) . ..............24 in . -• Beam Length; L1= 216.in - hbm = : 49 . . -'T,"L", or "R' section = L 4.1. b* = 5 in. Clr dist. to adjacent beam = .11.42 ft : . . •o= 3.5 ft. . . . . . :- bBoT= 2 ft. circov= 1.5 . in.. Shear Reinf.: # 4 @ .4 . in A,= 0.2 in2 .d9 =. 0.5 in w/ 2 Aegs: . .• : Top Long Reinf Smallest # 6 A911 = 3.52 in E dIT = 4575 in . . Bot. Long. Reinf.: •Smallest# . 6 .• AsiB = 3.52 in U di.= 45.75 in . . . . . . . . . . Skin Reinf ( 2 ) # 3 A. = 044 in 2.. d2T = 30 in Column Shear .AS28= 0.44 in . .d2= 30 in .Reinf.A . . :TopSIab(Y/N? .. Bot Slab (Y/N)? V ,. Reinf: A 1= 0 in 2 N . Reinf: A 8 = 0 in 2 . d= . d3B= 0 46.5 in in CoiumnLon Reinf., A51-; . 'N . . . ...... . . . 1S7'N . •) . . . • 1/2 '1' PT Reinf ( 0 ) Tendons Aps = 0 in d5 = 46.5 in dr cover Column. • (Refers to Figure 1 and 2) . • • . . • . . : •• .1: : - . • : . b 1 = 24 in - .- . . # bms @ joint = . 1 . . . . . : . . hC0i8bV 36 in clrcov= i.5 in hool I hi = 36 in dlbIW = 3324 in 2 t Vert Shear, legs 4— Hor Shear legs Shear Reinf. . # 5 © 4 : in wl 5 vert. legs 'A = :0.31. in: • v : . . - . . : • . : : 4 hor. legs d51 = 0.68 -in'- . . • • dr ht abv L = 87 in h = 8 5 in Figure 2 Section B B Typical Frame Column dlrhtblw. L = 117 in max clr col height, L01= 117 in Loads . . : .:: . . . . . . . . S • . . .. . .. = 1.66 k/ft bm VBdd = 0 k OM V.= 94.31 k . : • • : 155 k : - • . . . . . . . bm M 1 = 723.8 k ft col P = 0 k bm M58 = 65.1 .8 -k -ft Hope Amundson 21300600 Calculations by M Nekuda MF 261 . . . : J 1301 Third Avenue Sulto 300 . SHEET_________ OF . . . -. '. San oingo.CA 92101 . . - _T 619.232.4673 . PROJECT Southwestern College . F 619.2304675 . . S I-KPE-AIv1UND5ON d corn PROJECT NO 21401710 ENGINEER MN DATE Jun-15 Structural Engineers . • : . . :. :. CONCRETE SMRF REINFORCEMENT CHECK : ..-...• . . . I FRAME: 16 I GRID: 16 I LEVEL: L3 (Roof) I JOINT LOCATION: EXTERIOR : Based on the 2012 IBC Section 1905 and ACI 318-11, Chapters 10, 11, and 21, checks the given flexural and shear reinforcement in the beam, . . the shear reinforcement in the column and within the joint and calculates forces to be used for column flexural design Input Data General Properties . . .. . . . . . .. . ............... = •. 5000 psi ...........•- = 60 ksi 5000 psi.. ff1. = 60. ksi ft.= 0.9 fps=- 175 ksi shtint = 0.85 .. . Qsitrbearn = 075 shr column = 0.75 Beams . (Refers to Figures 1,3, and 4) b= 24 in . . . . Beam Length, L t, =.216 in hbm = 49 in : . . T',"L", or "R" section = . L h8 , 5 in . Clrdlst.to adjacent beam = 11.42 ft.- 2 ft . borop : . . b81= 35 ft clrcov= 1.5 in . . . Shear Reinf.: # 4 @ 4 . in A= 0.2. in . d= 0.5 in w/: 2 legs ••. .. Top Long. ReinL: Smallest # 6 AGIT = .3M8 in : IT =, 45.88 in bot. Long..Heinf.: Srnallest# -6 . ASiB = 22 in U 0113 = 46.28 in. .. . . . 0 . . . . . Skin Reinf.: .( 2 . ) # 3 A 2.1= .0.44 in2 dv,. = 30 in Column Sh . . . . . . . A028 044 in d28 = 30 in Reinf _____________________ Top Slab (Y/N)? ......... Bot. Slab(Y/N)? " Reinf: Ae3T= . 0 in2 Reinf: A = 0 in2 d31= •0 in d39 = 46.5 in Column Long: Reinf., A . . . •) . • W 1/2 s1 PT Reinf ( 0 ) Tendons A = 0 in d = 465 in dr covert ••• bcoi Column (Refers to Figure 1 and 2) .. . . . . . .• bcoi = 24 in # bms @ joint = 2 hcoiabv = 36 in clrcov= .1.5. in hcoib = 36 in ShearReiht. # s. @ dcol btw= 3324 in2 t Veil Shear legs Hor. Shear legs 4 in W/ 5 vert. legs.-* A0= .0.31- in : . . . . 4 hor. legs d501,V = 0.625 in . . . . dr ht abv L. = ##### in h0 = 85 in Figure 2 Section B B Typical Frame Column dr ht blw Lb 87 in max dr col height, Lit, = ##### in Loads Wgmv = 1.66 k/ft bm VOdd 0 k bmV= 6612k col V. 8852k bm MUT = 485.9 k ft col P, = 0 k brn M08 = 379.4k-ft . : • . . .. . . . . Hôpe-Amundson 21300 24'x-36 in Code API 31811 Units English Run axis Biaxial Run option Investigation 11 3 016 Not cosideréd G6 OES1eS1ess : I I I I I I thti57I31 ,1 ,tciI5 Column type: Structural -1800 Bars: ASTM A615 0 (k - 1800 (0 if Time: 1039:22 (Pmin) -1000 (Pmin) spColumn v4 81 15 day trial license Locking Code 4;-1 F514 User Mary Anne, Microsoft File i:\04 projects\201 6\216003 00 legoland ps (d b)\1 central folders\03 calcs\spcolumn\mf columns \gll 6_I2ext_61 03_61 06 cti Project 21600300 Column L2_C103_C106 Engineer MN f c = 5 ksi fy = 60 ksi Ag = 864 in"2 16 bars Ec=4031 ksi Es=29000ksi As =1708inA2 rho.— 1.980/6 fc - 25 ksi Xo =.'0.00 in Ix = 93312 inA4 e_ 003 in/in Yo = 0.00 in Iy = 41472 in"4 Betal =..0.81 Mm clear spacing = 4 94 in Clear cover .= 2.12 in Confinement Tied phi(a) = 0 8, phi(b) = 0 9 phi(c) =.0.65 L oay trIal ce e. ocK :'-J. user: r ijne N r sr U 0 L:\04 project PS (d-b)\1 ..\gll6_l2ext_c103_cl06.cti 3M eneral Information: File Name: i:\04 'projects\2016\216003.0D legoland ps (d-b)\l central fol ... \g116_12ext_c103_c106.cti Project: 21-6003.00 '- Co : L2_C103_C106 Engineer: MN - CcW ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural 1aterial Properties: fc = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 -Section: - - - - - - - Rectangular: Width'=' 24 in - Depth = 36 in - - - - - Gross section area, Ag = 864 in2 - - Ix = 93312 in4 ly =. 41472 in4 - - rx = 10.3923 in - - ry = 6.9282 in Xo= Din - Yo= Din - - - - - leinforcement: - - - Bar Set: ASTM A615 - - - Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) - # 3 0.38 0.11 # 4 0.50 - 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 -. 0.79 - - - # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 - 2.26 4.00 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 - - - - - - Pattern: Irregular - To steel area: As = 17.08 in2 at rho = 1.98% - - - - M*T clear spacing = 4.94 in - - Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 1.00 -3.1 15.3 1.00 3.1: 15.3 1.27 9.2 15.2 1.27 -9.2 -15.2 - 1.00 -3.1- -15.3 - - - 1.00 - 3.1 -15.3 1.27 9.2 -15.2 1.00 -9.3 9.1 1.00 -9.3 3.0 0 0 1.00 -9.3 -3.0 1.00 -9.3 -9.1 0 1.00, 9.3 9.1 - 1.00 9.3 3.0 1.00 9.3 -3.0 - 1.00 9.3 -9.1 - !actored Loads and Moments with Corresponding Capacities: 0 - -Pu - - Mux - - Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi .No. - kip - k-ft - k-ft k-ft k-ft in in 1 177.65 111.73 .0.00 1342.20 - 0.00 12.013 7.64 - 33.31 0.01007 0.900 2 171.49 101.45 0.00 1336.1-3 0.00 13.171 7.59 33;31 0.01017 -0.900 3 165.32 - 117.62 - 0.00 1330.04 - 0.00 11.308 7.54 - 33.31 0.01026 0.900 4 182.76 144.93 0.00 1347.22 0.00 9.296 --7.69 33.31 0.01000 - 0.900 5 177.47 141.46 0.00 1342.02 0.00 9.487 7.64 33.31 0.01008 0.900 6 - 172.19 152:75 0.00 1336.82 0.00 - 8.752 7.60 33.31 0.01016 0.900 7 83.78. 1132.75 - 0.00 1248.40 0.00 1.102 6.85 33.31 0.01159 0.900 8 77.79 424.74 - 0.-00 1242.33 - - 0.00 - 2.925 6.80 33.31 0.01169 0.900 9 71.80 590.45 0.00 1236.24 0.00 - 2.094 6.76 33.31- 0.01179 -0.900 - - 10 299.48 1153.50 0.00 1458.75 0.00 - 1.265 8.77 33.31 0.00840 0.900 11 '293.49 - 417.29 0.00 1453.25 0.00 3.483 8.71 - 33.31 0.00847 0.900 12 287.50 554.80 0.00 1447.76 0.00 2.610 - -8.65 33.31 0.00855 0.900 13 81.51 1160.90 0.00 1246.10 0.00 1.073 6.83 33.31 0.01162 0.900 14 75.52 431.60 - 0.00 1240.02 0.00 2.873 6.79 - 33.31 0.01173 0.900 15 69.53 604.88 - 0.00 1233.94 0.00 2.040 6.74 33.31 0.01183 0.900 16 301.75 1181.65 0.00 1460.82 0.00 1.236 8.79 33.31 0.00837 0.900 17 295.76 : 424.15 - 0.00 1455.36 0.00 - 3.431 8.73 33.31 00.00844 0.900 18 289.77 569.23 0.00 1449.85 - 0.00 2.547 8.67 33.31 0.00852 - 0.900 19- - 167.84 '348.52 - - 0.00 1332.53 0.00 3.823 - 7.56 33.31 0.01022 0.900- 2 161.85 199.99 0.00 1326.61 0.00 - 6.633 7.51 33.31 0.01031 0.900 155.86 .259.60 - 0.00 1320.68 0.00 5.087 7.45 33.31 0.01041 0.900 - 215.42 - 369.27 0.00 1379.02 0.00 3.734 7.98 33.31 0.00952. 0.900 23 209.43 192.54 - 0 0.00 1373.21 0.00 7.132 7.93 33.31 0.00961 0.900 Ln aay trlai ce e. OCK :-iri'A. user: r Ixe M L:\04 project P PS ,(d-b)\1 .\g116_l2ext_c103_c106.cti 3.M 24 203.44 223.95 0.00 1367.39 0.00 6.106 7.87 33.31 0.00969 0.900 25. 166.22 367.12 0.00 1330.93 0.00 3.625 7.54 33.31 0.01025 0.900 26 160.23 204.71 0.00' 1325.01 0.00 6.473 7.49 33.31 0.01034 0.900 27 154.24 268.76 0.00 1319.07 0.00 4.908 7.44 33.31 0.01043 0.900 2 217.04 387.87 0.00 1380.59 0.00 3.559 7.99 33.31 0.00950 0.900 211.05 197.26 0.00 1374.79 0.00 6.970 7.94 33.31 0.00959 0.900 205.06 233.11 0.00 1368.97 0.00 5.873 7.89 33.31 0.00967 0.900 '31 -13.95 1013.43 0.00 1148.21 0.00 1.133 6.10 33.31 0.01338 0.900 32 -17.21 299.86 0.00 1144.83 0.00 3.818 6.08 33.31 0.01345 0.900 33 -20.47 460.02 0.00 1141.45 0.00 2.481 6.05 33.31 0.01351 0.900 34 201.75 1027.41 0.00 1365.74 0.00 1.329 7.86 33.31 0.00972 0.900 35 198.49 ' 296.75 0.00 1362.57 0.00 4.592 ' 7.83 33.31 0.00977 0.900 36 195.24 439.81 0.00' 1359.40 0.00 3.091 7.80 33.31 0.00981' 0.900 37 -16.22 1041.58 0.00 1145.86 0.00 1.100 6.08 33.31 0.01343 0.900 38 -19.48 306.72 0.00 1142.48 0.00 3.725 6.06 33.31 0.01349 0.900 39 -22.74 474.45 0.00 1139.10 0.00 2.401 6.04 33.31 0.01356 0.900 40 204.02 1055.56 0.00 1367.95 0.00 1.296 7.88 33.31 0.00969 0.900 41 200.76 303.61 0.00 1364.78 0.00 4.495 7.85 33.31 0.00973 0.900 42 197.50 454.24 0.00 1361.60' 0.00 2.998 7.82 33.31 0.00978 0.900 43 70.11 229.19 0.00 1234.53 0.00 5.387 6.74 33.31 0.01182 0.900 44 66.86 75.12 0.00 1231.26 0.00 16.391 6.72 33.31 0.01188 0.900 45 63.60 129.17 0.00 1227.94 0.00 9.507 6.69 33.31 0.01194 0.900 46 117.69 243.17 0.00 1282.60 0.00 5.275 7.13 33.31 0.01102 0.900 47 114.43 72.00 0.00 1279.33 0.00 17.769 7.10 33.31 0.01107 0.900 48 111.17 108.96 0.00 1276.05 0.00 11.712 7.08 33.31 0.01112 0.900 49 68.49 247.79 0.00 1232.93 0.00 4.976 6.73 33.31 0.01185 0.900 50 65.23 79.83 0.00 1229.60 0.00 15.403 6.70 33.31 0.01191 0.900 51 61.97 138.33 0.00 1226.28 0.00 8.865 6.68 3331 0.01197 0.900 52 119.31 . 261.77 0.00 1284.23 0.00 4.906 7.14 33.31 0.01099 0.900 53 116.05 76.72 0.00 1280.96 0.00 16.697 7.12 33.31 0.01104 0.900 54 . 112.79 118.13 0.00 1277.68 0.00 10.816 7.09 33.31 0.01110 0.900 55 152.38 87.14 0.00 1317.23 0.00 15.117 7.42 33.31 0.01046 0.900 56 146.21 90.15 ' 0.00 1311.10 0.00 14.543 7.37 33.31 0.01056 0.900 57 140.05 93.18 0.00 1304.97 0.00 14.004 7.32 33.31 0.01065 0.900 58 157.10 146.12 0.00 1321.91 0.00 9.047 7.46 33.31 0.01039 0.900 59 151.82 147.37 0.00 1316.67 0.00 8.935 7.42 33.31 0.01047 0.900 60 146.53 148.62 0.00 1311.42 0.00 8.824 7.37 33.31 0.01055 0.900 61 59.33 1029.52 0.00 1223.58 0.00 ' 1.188 6.66 33.31 0.01201 0.900 62 53.34 375.16 0.00 1217.46 0.00 3.245 6.61 33.31 0.01212 0.900 63 47.35 487.79 0.00 1211.33 0.00 2.483 6.56 33.31 0.01223 0.900 6 . 269.84 1058.66 ' 0.00 1431.14 0.00 1.352 8.48 33.31 0.00878 0.900 263.85 408.50 0.00 1425.48 ' 0.00 3.490 8.43 33.31 0.00886 0.900 257.86 525.33 0.00 1419.79 0.00 ' 2.703 8.37 33.31' 0.00894 0.900 67 57.08 1056.81 0.00 1221.28 0.00 1.156 6.64 33.31 0.01205 0.900 68 51.09 381.86 0.00 1215.16 0.00 3.182 6.59 33.31 0.01216 0.900 69 45.10 501.70 0.00 1209.03 0.00 2.410 6.55 '33.31 0.01227 0.900 70 272.08 1085.96 .0.00 1433.26 0.00 1.320 8.50 33.31 0.00875 0.900 71 266.09 415.20 0.00 1427.60 0.00 3.438 8.45 33.31 0.00883 0.900 72 260.10 539.23 ' 0.00' 1421.92 0.00 2.637 8.39 33.31 0.00891 0.900 73 141.37 325.11 0.00 1306.28 0.00 4.018 . 7.33 33.31 0.01063 0.900 74 135.38 163.71 0.00 1300.31 0.00 7.943 7.28 33.31 0.01073 0.900 75 129.39 215.51 0.00 1294.32 0.00 6.006 7.23 33.31 0.01083 0.900 76 187.79 354.25 0.00 1352.15 0.00 3.817 7.73 33.31 0.00992 0.900 77 181.80 197.05 0.00 1346.28 0.00 6.832 ' 7.68 33.31 0.01001 0.900 78 175.81 253.05 0.00 1340.39 0.00 5.297 7.63 33.31 0.01010 0.900 79 139.75 343.17 0.00 1304.67 0.00 3.802 7.32 33.31 0.01066 0.900 80 133.76 168.36 0.00 1298.69 0.00 7.714 7.27 33.31 0.01076 0.900 81 127.77 '224.27 0.00 ' 1292.70 0.00 5.764 7.21 33.31 0.01085 0.900 82 189.42 372.31 0.00 1353.75 0.00 3.636 7.75 33.31 0.00990 0.900 83 183.43 201.70 0.00 1347.88 0.00 6.683 7.69 33.31 0.00999 0.900 84 177.44 ' 261.81 0.00 1341.99 0.00 5.126 7.64 33.31 . 0.01008 0.900 85 , -24.71 ' 902.33 0.00 1137.05 0.00 1.260 6.02 33.31 0.01360 0.900 86 -27.97 248.48 0.00 1133.67 0.00 4.562 6.00 33.31 . 0.01366 0.900 87 -31.23 361.61 0.00 1130.28 0.00 3.126 5.97 33.31 0.01373 0.900 88 185.80 915.80 ' 0.00 1350.20 0.00 1.474 7.72 33.31 0.00995 0.900 89 182.54 . 265.14 0.00 1347.00 0.00 . 5.080 7.69 . 33.31 0.01000 0.900 90 179.28 381.47 0.00 1343.80 0.00 3.523 7.66 33.31 0.01005 0.900 91 -26.96 929.63 0.00 1134.72 0.00 1.221 6.01 33.31 0.01364 0.900 92 -30.22 255.18 0.00 1131.33 0.00 4.434 5.98 33.31 0.01371 0.900 93 -33.47 375.52 0.00 1127.95 0.00 3.004 ' 5.96 33.31 0.01377 0.900 94 188.04 943.10 0.00 1352.40 0.00 1.434 7.74 33.31 0.00992 0.900 95 ' 184.78 271.84 0.00 1349.20 0.00 4.963 7.71 33.31 0.00997 0.900 96 181.52 395.37 0.00 1346.00 0.00 3.404 . 7.68 33.31 0.01002 0.900 97 57.33 197.93 0.00 1221.54 0.00 6.172 6.64 33.31 0.01205 0.900 98 54.07 37.03 0.00 1218.21 , 0.00 32.900 6.62 ' 33.31 0.01211 0.900 99 50.81 89.33 0.00 1214.87 0.00 13.600 6.59 33.31 0.01217 0.900 103.76 ' 211.39 0.00 1268.60 0.00 6.001 7.01 33.31 0.01125 0.900 10 100.50 53.69 , 0.00 1265.31 0.00 23.568 6.99 33.31 0.01130 0.900 97.24 109.19 0.00 , 1262.02 0.00 11.558 6.96 33.31 0.01136 0.900 103 55.71 215.99 0.00 1219.88 0.00 5.648 6.63 33.31 0.01208 0.900 L,-) aay triai ice e.. ocx ':-ii'. user: r rne N r SLc U b L:\04 project 9R.1and PS (d-b)\1 .\g116..12ext_c103_c106.cti 3M 104 52.45 41.68 0.00 1216.55 0.00 29.190 6.60 33.31 0.01214 0.900 105 49.19 98.09 0.00 1213.21 0.00 12.369 6.58 33.31 0.01219 0.900 106 105.38 229.45 0.00 1270.23 0.00 5.536 7.03 33.31 0.01122 0.900 107 102.12 58.34 0.00 1266.94 0.00 21.718 7.00 33.31 0.01127 0.900 10 98.86 117.95 0.00 1263.65 0.00 10.714 6.97 33.31 0.01133 0.900 1 301.75 455.65 0.00 1460.82 0.00. 3.206 8.79 33.31 0.00837 0.900 11 -33.47 455.65 0.00 1127.95 0.00 2.476 5.96 33.31 0:01377 0.900 111 301.75 455.65 0.00 1460.82 0.00 3.206 8.79 33.31 0.00837 0.900 112 -33.47 455.65 0.00 1127.95 0.00 2.476 5.96 33.31 0.01377 0.900 *** End of output *** L3 aay trial ice e o i. user, r ire N rsr L:\04 project . P2 c1c land 'A PS (d-b)\l I 3eneral Information: File Name: i:\04. projects\2016\216003.00 'legolánd ps (d-b)\l central.. .\gll6...l2ext_cl03_cl06_mpr.cti Project: 216003.00 Co : L2_C103_C106 Engineer: MN C ACI 318-11 Units: English Run Option: Investigation S1éndernss: Not considered Run Axis: Biaxial Column Type: Structural 4aterial Properties: f'c =, 5 ksi . fy = 75 ksi Ec = 4030.51 ksi Es = 29000'ksi Ultimate strain '= 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24 in Depth = 36 in 864 in2 ly = 41472 in4 ry = 6.9282 in Yo= 0 in Size Diam (in) Area (in2) '# 4 0.50 , 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 ' 4.00 Gross section area, Ag = Ix = 93312 in4 rx = 10.3923 in Xo = 0 in einforcement: Bar Set: ASTM A615 Size Diam (in)'Area (in2) # 3. 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 . 2.25 Size Diam (in) Area (in2) # 5 . 0.63' 0.31 # 8 1.00 ' 0:79 # 11 1.41 1.56 Confinement: Other; #5 ties .with #10 bars, #5 with larger bars. phi(a) = 1, phi(b) = 1, phi(c) = 1 . Pattern: Irregular To steel area: As = 17.08 in2 at rho = 1.98% - clear spacing = 4.94 in Area in2 X.(in) Y (in) Area in2 X (in) Y (in), Area in2 X (in) Y (in) 1.27 -9.2 15.2 1.00 -3.1 15.3 1.00 3.1 15.3 1.27 9.2 15.2 1.27 -9.2 . -15.2 - 1.00 -3.1 . -15.3 1.00 ' 3.1 -15.3 1.27 ' 9.2 -15.2 . 1.00 -9.3 9.1 l.00 -9.3 3.0 1.00 -9.3 . -3.0 . 1.00 ' -9.3 -9.1" 1.00 9.3 9.1 1:90 9.3 3.0 1.00 9.3 -3.0 1.00 ' 9.3 -9.1 Factored Loads and Moments with Corresponding Capacities: Pu - Mux - Muy PhiMnx, PhiMny PhiMn/Mu NA depth Dt depth No. ' kip ' k-ft ' k-ft k-ft k-ft - in ' in 1 ' 177.65 111.73 0.00 1718.64 , 0.00 15.382 8.61 33.31 2 ' 171.49 101.45 0.00 1713.82 0.00 16.894 8.57 33.31 3 165.32 . 117.62 0.00 1709.00 0.00 14.530 8.53 33.31 4 . 182.76 ' 144.93 ' 0.00 1722.62 0.00 11.886 8.64 33.31 5 ' 177.47 141.46 - 0.00 1718.49 0.00 12.148 8.60 33.31 6 172.19 152.75 . 0.00 1714.37 0.00 11.223 8.57' 33.31 7 83.78 1132.75 0.00 1644.0,6 0.00 - 1.451 8.00 33.31 8 77.79 424.74 0.00 1638.26 0.00 - 3.857 7.95 ' 33.31 9 71.80 ' 590.45 0.00 - 1632.46 , 0.00 2.765 7.90 33.31 10 299.48 1153.50' .0.00 - 1812.74 0:00 1.572 9.44 33.31 11 293.49 ' 417.29. 0.00 1808:17, 0.00 4.333 . 9.40 33.31 12 287.50 554:80 0.00 1803.59 0.00 3.251 9.36 ' 33.31 13 - 81.51 1160.90 0.00 1641.86 .0.00 1.414 7.98 33.31 14 - 75.52 ' 431.60 0.00 1636.06 0.00 3.791 7.93 33.31 15 69.53 604.88 0.00 1630.25 , 0.0.0 2.695 7.88 33.31 16 301.75 1181.65 0.00 1814.47 0.00 ' 1.536 9.46 33.31 17 295.76 . 424.15 0.00 ' 1809.90 0.00 4.267 9.41 33.31 18 289.77 569.23 0.00 1805.32 0.00 3.172 9.37 33.31 19 . 167.84 348.52 0.00 1710.97' 0:00 4.909 8.54 33.31 2 161.85 199.99 - 0.00 1706.28 0.00 8.532 8.50 33.31 155.86 259.60 '0.00 .1701.60 0.00 6.555 8.46 33.31 215.42 . 369.27 , 0.00 1748.04 , . ' 0.00 4.734 8.86 33.31 23 209.43 - 192.54 0.00 ' 1743.39 - 0.00 9.055 - 8.82 33.31 eps_t Phi 0.00861 1.000 0.00867 1.000 0.00872 1.000 0.00857 1.000 0.00861 1.000 0.00866 1.000 0.00949 1.000 0.00957 1.000 0.00964 1.000 0.00759 1.000 0.00763 1.000 0.00768 '1.000 0.00952 1.000, 0.00960 1.000 0.00967 1.000 0.00757 1.000 0.00762 1.000 0.00766 1.000 0.00870 1.000 0.00875 1.000 0.00881 1.000, 0.00828 1.000 0.00833 1.000 L asy trisi ice e. OcK ':-i user: r ire N rsr U b i:\04 PS (d-b)\1 24 203.44 223.95 0:00 1738.73 0.00 7.764 8.78 33.31 0.00839 1.000 25 166.22 367.12 0.00 1709.70 0.00 4.657 8.53 33.31 0.00871 1.000 26 160.23 204.71 0.00 .1705.02 0.00 8.329 8.49 33.31 0.00877 1.000 27 154.24 268.76 0.00' 1700.33 0.00 6.327 8.45 33.31 ' 0.00882 1.000 2 217.04 387.87 0.00 1749.30 0.00 4.510 8.87 33.31 0.00827 1.000 211.05 197.26 0.00 1744.65 0.00 8.845 8.83 33.31 0.00832 1.000 205.06 233.11 0.00 1739.99 0.00 7.464 8.79 33.31 0.00837 1.000 31 -13.95 1013.43 0.00 1547.94 0.00 1.527 7.23 33.31 0.01082 1.000 32 -17.21 299.86 0.00 1544.68 0.00 5.151 7.21 33.31 0.01087 1.000 33 -20.47 460.02 0.00 1541.42 0.00 3.351 7.18 33.31 0.01091 1.000 34 201.75 1027.41 . 0.00 1737.42 0.00 , 1.691 8.77 33.31 0.00840 1.000 35 198.49 296.75 ' 0.00 1734.88 0.00 5.846 8.74 33.31 0.00843 1.000 36 ' 195.24 439.81 0.00 1732.35 0.00 3.939 8.72 33.31 0.00846 . 1.000 37 -16.22 1041.58 0.00 1545.67 0.00 1.484 7.21 33.31 0.01085 1.000 38 -19.48 306.72 ' 0.00 1542.41 0.00 5.029 7.19 33.31 0.01090 1.000 39 -22.74 474.45 0.00 1539.15 0.00 3.244 7.16 33.31 0.01095 , 1.000 40 204.02 1055.56 ' 0.00 1739.18 , 0.00 1.648 8.78 33.31 0.00838 1.000 41 200.76 303.61 0.00 1736.65 0.00 5.720 8.76 33.31 0.00841 1.000 42 197.50 454.24 . 0.00 , 1734.11 0.00 3.818 8.74 33.31 0.00844 1.000 43 ' 70.11 229.19 0.00 1630.81 0.00 7.116 7.89 33.31 0.00967 1.000 44 66.86 75.12 0.00 1627.65 0.00 21.668 7.86 33.31 0.00971 1.000 45 63.60 129.17 0.00 1624.48 0.00 12.577 7.84 33.31 0.00975 1.000 46 117.69 243.17 0:00 1671.63 , 0.00 6.874 8.22 33.31 0.00916 1.000 47 114.43 72.00 0.00 1669.06 0.00 23.182 8.20 33.31 0.00919 ' 1.000 48 111.17 108.96 0.00 1666.50 0.00 15.295 .8.18 33.31 0.00922 1.000 49 68.49 2.47.79 0.00 1629.24 0.00 6.575 ' 7.88 33.31 0.00969 1.000 50 65:23 79.83 0.00 1626.07 ' 0.00 20.370 7.85 33.31 0.00973 1.000 51 61.97' 138.33 0.00' 1622.89 0.00 11.732 7.82 33.31 0.00977 1.000 52 119.31 261.77 0.00 1672.90 0.00 6.391 8.23 33.31 0.00914 1.000 53 116.05 . 76.72 0.00 1670.34 0.00 21.773 8.21 33.31 0.00917 1.000 54 112.79 118.13 0.00 1667.77 0.00 14.118 8.19 33.31. 0.00920 1.000 55 152.38 87.14 0.00 1698.87 , 0.00 19.497 8.44 33.31 0.00884 1.000 56 . 146.21 90.15 0.00 1694.03 0.00 18.790 8.40 33.31 0.00889 1.000 57 140.05 93.18 0.00 1689.20 0.00 18.127 8.36 33.31 0.00895' 1.000 58 . 157.10 146.12 0.00 1702.57 0.00 11.652 8.47 33.31 0.00880 1.000 59 151.82 147.37 0.00 1698.43 0.00 11.525 8.44 33.31 0.00884 1.000 60 146.53 148.62 0.00 1694.28 0.00 11.400 8.40 33.31 0.00889 1.000 61 59.33 1029.52 0.00 1620.32 0.00 1.574 7.80 33.31 0.00981 1.000 62 53.34 375.16 , 0.00 1614.47 .0.00 4.303 7.75 33.31 0.00989 1.000 63 47.35 487.79 0.00 . 1608.61 0.00 3.298 7.71 33.31 0.00997 1.000 1058.66 0.00 1790.07 0.00 1.691 9.23 33.31 0.00783 1.000 2is69.84 263.85 408.50 0.00 1785.42 0.00 4.371 9.19 33.31 0.00788 1.000 257.86 525.33 0.00 1780.84 0.00 3.390 9.15 33.31 0.00792, 1.000 67 57.08 ' 1056.81 0.00 1618.12 0.00 1.531 7.78 33.31 ' 0.00984 ' 1-.000 68 51.09 '381.86 0.00 1612.27 0.00 4.222 7.74 33.31 0.00992 1.000 69 45.10 501.70 0.00 .1606.40 0.00 3.202 7.69 33.31 0.01000 1.000 70 272.08 1085.96 0.00 ' 1791.81 , 0.00' 1.650 9.25 33.31 0.00781 1.000 71 ' 266.09 415.20 ' 0.00 1787.16, 0.00 ' 4.304 9.20 33.31 0.00786 1.000 72 260.10 539.23 0.00 1782.57 0.00 3.306 9.16 33.31 0.00791 1.000 73 141.37 325.11 0.00 .1690.24 0.00 5.199 8.37 33.31 0.00894 1.000 74. 135.38 163.71 . 0.00 1685.53 . 0.00 10.296 8.33 33.31 0.00899 1.000 75 ' 129.39 215.51 0.00 1680.83 0.00 7.799 8.29 33.31 0.00905 1.000 76 ' 187.79 354.25 0.00 1726.55 0.00 4.874 8.67 33.31 0.00852 1.000 77 181.80 197.05 0.00 1721.87 0.00 8.738 8.63 33.31 0.00858 1.000 78 175.81 ' 253.05 . 0.00 1717.20 0.00 6.786 8.59 33.31 .0.00863 1.000 79 139.75 343.17 0.00 1688.96 0.00 4.922 8.36 33.31 0.00895 1.000 80 133.76 16836 0.00 1684.26 0.00 10.004 8.32 33.31 0.00901 1.000 81 127.77 224.27 0.00 1679.53 0.00 7.489 8.28 33.31 0.00906 1.000 82 189.42 372.31 0.00 1727.82 0.00 4.641 8.68 33.31 0.00851 1.000 83 183.43 .201.70 0.00 1723.15 0.00 . 8.543 8.64 33.31 0.00856 .1.000 84 ' 177.44 , 261.81 0.00 1718.47 0.00 6.564 8.60 33.31 0.00861 1.000 85 -24.71 902.33 0.00 1537.17 0.00 1.704 7.15 33.31 0.01098 1.000 86 -27.97 248.48 0.00 1533.91 0.00 6.173 7.13 33.31 0.01102 1.000 87 -31.23 361.61 0.00 1530.64 0.00 , 4.233 7.10 33.31 0.01107 1.000 88 185.80 915.80 . 0.00 1724.99 0.00 1.884 8.66 ' 33.31 0.00854 '1.000 89 182.54 265.14 0.00 1722.45 0.00 6.496 8.64 33.31 0.00857 1.000 90 179.28 ' 381.47 ' 0.00 1719.91 0.00 4.509 8.62 33.31 0.00860 1.000 91 -26.96 929.63 0.00 1534.92 0.00 1.651 7.13 33.31 0.01101 1.0,00 92 ' -30.22 255.18 0.00 1531.65 0.00 6.002 7.11 33.31' 0.01106 1.000 93 -33.47 375.52 0.00 1528:39 ' 0.00 4.070' 7.08 33.31 ' 0.01111 1.000 94 188.04 943.10 0.00 1726.74 0.00 1.831 8.67 33.31 0.00852 1.000 95 184.78 271.84 0.00 1724.20 0.00 , 6.343 8.65 33.31 0.00855 1.000 96 181.52 395.37 0.00 1721.66 0.00 . 4.355 8.63 33.31 0.00858 1.000 97 57.33 197.93 0.00 1618.37 0.00 8.177 7.79 33.31 0.00983 1.000 98 54.07 37.03 ' 0.00 1615.18 ' 0.00 43.622 7.76 33.31 0.00988 1.000 99 , 50.81 89.33 0.00 1612.00 0.00 18.046 7.73 33.31 0.00992 1.000 103.76 211.39 0.00 1660.66 0.00 7.856 ' 8.13 33.31 0.00929 1.000 10 100.50 53.69 0.00 1658.09 0.00 30.884 8.11 33.31' 0.00932 1.000 97.24 , 109.19 0.00 1655.52 0.00 15.162 8.09 33.31 0.00935 1.000 103 55.71 215.99 0.00 1616.79 '0.00 7.486 7.77 33.31 0.00986 1.000 c X\L16_12ext_c103_c106_rnpr ctl 104 52.45* 41 68 0.00 1613.60 0.00 38:717* 7.75. 33.131 0 00990 '1.000 105 49.119 98 09 0 00 '1610.41 0 00 16 418 7.12 33 31 0.00994 1'. ' 000 106 .105.38 229.45. ' . :0.00 .1661:94 ' . 0.00: 7.243 8.14. 33.31 0.00927 .1. 000 107 102'.12 58.34' 0.00 1659.37 0.00 '28.'445 8..12. 33.'31- 0 00930 .1 .000 10 ;:98.86 .= 117:95 0.00• 1656:80 , 0 00 . 14.047 8.10: '3331 '0.00933. 1.000 .. :, 1 301.75 455.65 0.00 181447 . 0.00 ' 3.982 .. 9.46 33.31 0.00757' '1'OPO' 11 -33.47 455.65 . ,000 . : . 0.00', 3.354 ' . .7.08 33.31 0.01111 '1.000 111' ' 301.75 455.65 .0.00 1814. 4.7 '0.00 '3.982 9'.46 33.310.00757 1.000 : 112 '' -33.47 .' 455.65 , 0.00 1528.39 : : 0.00' . 3.354 . 7.08 33.31' 0.01111' 1.000 End of output Mpr I $ i-Iopè-Amundson 21300 000 0. Code AC131811 Units English Run axis: Biaxial Run option Investigation Sleless: Not considered Column type: Structural Bars ASTM A615 Date 07/09/16 Time: 12:05:30 spColumn v4 81 15 day trial license Locking Code 4-1 F514 User Mary Anne Microsoft File i \04 projects\2016\2 16003 00 legoland PS (d b)\1 central folders\03 calcs\Spcolumn\mf columns\fr \9116_13ext_65_c68 cti Project 21600300 Column L3_C65_C68 Engineer MN f c ='5 ksi fy = 60 ksi Ag = 864 in A2 16 bars Ec = 4031 ksi Es = 29000 ksi As = 1228 inA2 rho = 1.42%. fc 25 ksi Xo = 0.00 in Ix = 93312 nM e_ 0.003 in/in Yo = 0.00 in ly = 41472 in A4 Betal = O.B. Min clear spacing = 5.'l 4 in Clear cover ,= 2.12 in Confinement: Tied phi(a) = 0 8, phi(b) = 0.9*, phi(c) = 0.65 user: M).CrSQrt L aay trial .L.lcen.se. L: \04 projectP R0land ps (d-b) \1 . . \g116_l3ext_65_c68 . cti enera1 Information: File Name: i:\04 projects\2016\216003.00 legoland ps (d-b)\l central folder.. .\g116_13ext_65_c68cti Project: 216003.00 Co : L3_C65_C68 Engineer: MN C ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural lateria1 Properties: f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= Din Yo= Din einforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area(in2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 It 6 0.75 0.44 # 7 0.88 0.60 V 8 1.00 0.79 # 9 1.13 1.00 It 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 It 18 2.26 4.00 Confinement: Tied; #5 ties with #10 bars, #5 with larger bars. phi(a) = 0.8, phi(b) 0.9, phi(c) = 0.65 Pattern: Irregular 12.28 in2 at rho = 1.42% M To steel area: As; clear spacing = 5.14 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.2 15.2 0.60 -3.0 15.4 0.60 3.0 15.4 1.27 9.2 15.2 1.27 -9.2 -15.2 0.60 -3.0 -15.4 0.60 3.0 -15.4 1.27 9.2 -15.2 0.60 -9.4 9.0 0.60 -9.4 3.0 0.60 -9.4 -3.0 0.60 -9.4 -9.0 0.60 9.4 9.0 6.60 9.4 3.0 0.60 9.4 -3.0 0.60 9.4 -9.0 ?actored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft k-ft k-ft in in 1 101.34 381.73 0.01 985.20 0.03 2.581 5.64 33.44 0.01477 0.900 2 85.31 327.17 0.01 967.94 0.03 2.958 5.52 33.44 0.01518 0.900 3 80.73 341.96 0.01 963.00 0.03 2.816 5.48 33.44 0.01530 0.900 4 102.42 443.43 0.01 986.36 0.02 2.224 5.65 33.44 0.01474 0.900 5 88.68 390.14 0.01 971.57 0.02 2.490 5.54 33.44 0.01509 0.900 6 84.75 398.71 0.01 967.33 0.02 2.426 5.51 33.44 0.01520 0.900 7 68.36 389.77 0.01 949.63 0.02 2.436 5.39 33.44 0.01563 0.900 81 52.79 555.07 0.01 932.15 0.02. 1.679 5.25 33.44 0.01610 0.900 9 48.34 831.87 0.01 926.86 0.01 1.114 5.21 33.44 0.01626 0.900 10 147.97 509.88 0.01 1035.02 0.02 2.030 6.03 33.44 0.01364 0.900 11 132.40 584.21 0.01 1018.46 0.02 1.743 5.90 33.44 0.01401 0.900 12 127.95 779.14 0.01 1013.73 0.01 1.301 5.86 33.44 0.01411 0.900 13 67.68 388.45 0.01 948.89 0.02 2.443 5.38 33.44 0.01565 0.900 14 52.11 559.39 0.01 931.35 0.02 1.665 5.25 33.44 0.01612 0.900 15 47.66 839.19 0.01 926.06 0.01 1.104 5.20 33.44 0.01628 0.900 16 148.65 511.20 0.01 1035.74 0.02 2.026 6.03 33.44 0.01362 0.900 17 133.08 588.53 0.01 1019.19 0.02 1.732 5.90 33.44 0.01399 0.900 18 128.63 786.45 0.01 1014.46 0.01 1.290 5.87 33.44 0.01410 0.900 19 98.88 418.48 0.01 982.55 0.02 2.348 5.63 33.44 0.01483 0.900 2 83.31 405.40 0.01 965.78 002 2.382 5.50 33.44 0.01523 0.900 78.86 504.07 0.01 960.98 0.02 1.906 5.47 33.44 0.01535 0.900 117.45 481.17 0.01 1002.54 002 2.084 5.78 33.44 0.01437 0.900 23 101.88 434.54 0.01 985.78 0.02 2.269 5.65 33.44 0.01476 0.900 '-ii'oi'. user: ~gg c , t L pay triai I.: \04 project P 41 and ps (d b) \1 . . \g116_l3ext_65_c68 . cti 24 97.43 451.33 0.01 980.99 0.02 2.174 5.61 33.44 0.01487 0.900 25 98.36 418.01 0.01 981.99 0.02 2.349 5.62 33.44 0.01485 '0.900 26 82.79 408.42 0.01 965.22 0.02 2.363 5.50 33.44 0.01525 0.900 27 78.34 509.64 0.01 960.42 0.02 1.885 5.46 33.44 0.01536 0.900 2 117.97 481.65 0.01 1003.09 0.02 2.083 5.78 33.44 0.01436 0.900 102.40 437.56 0.01 986.34 0.02 2.254 5.65 33.44 0.01474 0.900 97.95 456.90 0.01 981.55 0.02 2.148 5.62 33.44 0.01486 0.900 31 13.76 135.87 0.00 885.51 0.00 6.517 4.88 33.44 0.01756 .0.900 32 5.29 296.11 0.00 875.28 0.00 2.956 4.80 33.44 0.01790 0.900 33 2.87 551.99 0.00 872.35 0.00 1.580 4.78 33.44 0.01800 0.900 34' 93.37 ' 205.75 0.00 976.63 0.00 4.747 5.58 33.44 0.01498 0.900 35 84.89 308.31 0.00 967.49 0.00 3.138 ' 5.51 . 33.44. 0.01519 0.900 36 82.47 524.16 . 0.00 964.88 0.00 1.841 5.49 33.44 0.01526 0.900 37 13:08 . 137.18 0.00 884.69 0.00 6.449 4.87 33.44 0.01759 0.900 38 .4.61 300.43 0.00 874.46 0.00 2.911 4.79 33.44 0.01793 0.900 39 2.19 559.31 ' 0.00 871.52 0.00 1.558 4.77 33.44 0.01803 0.900 40 94.05 207.07. 0.00 977.36 0.00 4.720 5.59 33.44 0.01496 0.900 41 85.57 312.63 0.00 968.22 0.00 3.097 5.52 33.44 0.01518 0.900 42 83.15 531.47 0.00 965.61 0.00 1.817 5.50 33.44 0.01524 0.900 43 .44.28 114.35 . 0.00 922.06 0.00 8.063 5.17 . 33.44 0.01640 0.900 44' 35.80 146.44 0.00 911.97 0.00 6.228 . 5.09 33.44 0.01672 0.900 45 33.38 224.19 0.00 909.07 0.00 4.055 5.06 33.44 0.01681 0.900 46 62.85 177.04 0.00 943.67 0.00 5.330 5.34 33.44 0.01578 0.900 47 54.38, 158.64 0.00 934.04 0.00 5.888 5.27 33.44 0.01604 0.900 48 51.96 196.35 0.00 931.18 0.00 4.742 5.24 .33.44 0.01613 0.900 49 43.76 113.87 0.00 921.40 0.00 8.092 5.16 33.44 0.01642 0.900 50 35.28 149.46 0.00 911.35 . 0.00 6.098 5.08 33.44 0.01674 0.900 51 32.86 229.76 0.00 908.45 0.00 3.954 5.06 33.44 0.01683 0.900 52 63.37 . 177.51 0.00 944.23 0.00 5.319 5.35 33.44 0.01576 0.900 53 54.90 161.66 0.00 934.65 0.00 ' 5.782 5.27 33.44 0.01602 0.900 54' 52.48 201.92 0.00 931.79 0.00 4.615 5.25, 33.44 ' 0.01611 0.900 55 85.72 121.41 2.11 965.44 16.78 7.952 5.90 33.89 0.01447 0.900 56 72.19 90.25 2.11 949.87 22.21 10.524 5.92 ' 34.05 0.01456 0.900 57 67.61 82.02 2.11 ' 944.52 24.30 11.515 5.93 34.10 0.01459 0.900 58 86.94 183.30 2.71 967.19 14.30 5.276 5.86 33.82 0.01455 0.900 59 75.34 151.79 2.71 954.19 17.04. 6.286 5.83 33.91 0.01471 0.900 60 71.42 141.46 2.71 949.74 18.19 6.714 5.83 33.94 0.01476 0.900. 61 . 51.96 244.61 2.61 929.45 9.92 3.800 5.47. 33.71 0.01568 0.900 '.62 38.82 323.42 2.61 914.36 ' 7.38 2 .827 5.28 33.64 0.01625 0.900 63 34.37 546.08 2.61 909.56 4.35 1.666 5.17 33.55 0.01656 0.900 6 131.41 147.34 2.61 1014.36, 17.97 .6.884 6.32 33.93 0.01335 0.900 118.26 292.71, 2.61 1001.87 , 8.93 3.423 5.99 33.68 0.01400 0.900 113.82 556.71 2.61 997.79 4.68 1.792 5.85 33.56 0.01428 0.900 67 51.28 245.76 2.61 928.66 9.86 3.779 5.46 33.71 0.01570 0.900 68 ' 38.14 327.65 2.61 913.57, 7.28 2.788 5.28 33.63 0.01628 0.900 69 33.69 553.39 2.61 908.75 4.29 1.642 5.16 33.55 0.01659 0.900 70 132.09 148.49 2.61 1015.10 17.84 6.836 6.32 33.92 0.01334 0.900 71 ]18.94 296.9,4 2.61 1002.62. 8.81 3.376 6.00 33:68 0.01399 0.900 72 114.50 564.02 2.61 998.53 4.62 1.770 5.86 33.56 0.01426 0.900 73 82.24 215.69 2.61 962.58 11.65 4.463 5.76 33.75 0.01477 0.900 74 69.10 ' 180.69 2.61 948.01 13.69 5.247 5.70 33.81 0.01501 0.900 75 64.65 221.51 2.61 943.64 11.12 4.260 5.61 33.74 0.01524 0.900 76 101.13 132.64 2.61 981.63 19.32' 7.400 6.09 33.96 0.01400 0.900 77 87.98 149.98 2.61 967.87 16.84 6.453 5.92 33.89' 0.01442 0.900 78 83.54 232.14 2.61 964.13 10.84 4.153 5.75 33.73 0.01478 0.900 79 81.71 215.99 ' 2.61 962.01 11.62 4.454 5.75 33.75 0.01479' 0.900 80 68.57 183.68 2.61 ' 947.48 13.46 5.158 5.69 33.81 0.01503 0.900 81 64.12 227.19 2.61 943.12 10.83 4.151 ' 5.60 33.73 0.01526 0.900 82 101.65 132.34 2.61 ' 982.18 19.37 ' 7.421 6.10 33.96 0.01398 0.900 83 88.51 , 152.97 2.61 968.50 16.52 6.331 5.92 33.88 '0.01442 0.900 84 84.06 237.82 . 2.61 964.73 10.59 4.057 5.75 33.72 0.01477 0.900 85 5.58 ' 79.59 1.11 873.87 12.19 10.979 ' 5.08 33.76 0.01724 0.900 86 -1.57 . 175.22 1.11 866.20 5.49 4.943 4.86 33.58 0.01788 0.900 87 -3.99 408.96 1.11 863.74 2.34 2.112 4.77 33.50 0.01815 0.900 88 85.03 32.71 1.11 . 961.91 32.64 29.405 6.26 34.31 0.01383 0.900 89 77.88 161.28 1.11 958.77 6.60 '5.945 5.61 33.62 0.01509 0.900 90 75.46 414.19 1.11 956.86 2.56 2.310 5.50 33.51 0.01533 0.900 91 4.90 80.74 1.11 873.08 12.00 10.813 5.07 33.76 0.01727 0.900 92 -2.25 179.44. 1.11 865.40 5.35 4.823 4.85 33.58 0.01791 0.900 93 -4.67 416.27 1.11 862.88 2.30 2.073 4.76 33.50 0.01818 0.900 94 85.71 33.86 1.11 962.83 3156 28.434 6.24 34.28 0.01386 '0.900 95 78.56 165.51 1.11 959.52 6.44 5.797 5.61 33.61 0.01509 0.900 96 76.14 421.50 1.11 957.60 ' 2.52 2.272 5.50 33.51 0.01531 0.900 97 35.86 50.67 1.11 908.80 19.91 17.935 5.54 33.97 0.01576 .0.900 98 28.71 32.48 1.11 898.65 30.71 .27.666 5.71 34.26 0.01547 0.900 99 26.29 84.39 1.11' 898.74 11.82 10.650 5.26 33.75 0.01649 0.900 10 54.75 3.80 1.11 861.63 251.55 226.619 , 10.78 . 38.97 0.00789 0.900 47.60 18.55 1.11 916.62 54.84 49.408 6.45 . 34.92 0.01375 0.900 45.18 89.62 1.11 921.20 11.41 10.279 5.44 33.75 0.01584 0.900 103 35.34 50.97 1.11 908.21 19.78 17.818 5.53 33.97 0.01578 0.900 L oay L:\04 \04 trial .L.icen.se. '&-lt1'J. user: r \1 project?P PS (d-b) ce \c. . .\g116_l3ext_65_c68.cti 104 28.19 35.47 1.11 898.45 28.11 25.328 5.65 34.19 0.01561. 0.900. 105 25.77 90.07 1.11 . 898.24 11.07 9972 5.24 33.73. 0.01654 0.900 106 55.28 4.09 1.11 869.78 235.93 212.551. 10.47 38.79 0.00816 0.900 107 48.13 21.54 1.11 918.49 47.33. 42.637 6.28 34.72. 0.01408 0.900 45.71 95.29 1.11 921.94 10.74 9.675 5.43 33.73 0.01585 0.900. 1. 148.65 1652.24 0.01 1035.74 0.01 0.627 6.03 33.44 0.01363 0.900 # 11 74.67 1652.24. 1.11 863.13 0.58 0.522 4.72 33.45 0.01828 0.900 # 111• 148.65 612.76 0.01 1035.74 0.02 1.690 6.03 33.44 0.01362 0.900 112 -4.67. 612.76 1.11 862.99 1.56 1:408 4.74 33.48 0.01822 0.900 4 Section capacity exceeded. Revise design! End of output Hoe-Amundson 216003 00 Calculations by M Nekuda LF - 3 Lateral Pad Foundation JA. • Calculation HOPE'AMUNDSON Grid Line E Factored Loads (Static) GL Point Pu Combination E/4 57 407.83. CMB2GRAV E/5 200 44967 CMB2GRAV 206 45070 CMB2GRAV2I Worst Case E/7 207 389 63 CMB2GRAV ' CMB4SPEC = 1 2DL+1 2SDL+1 611 Unfactored Forces at Governing Column Load Case Load DL 26894 SDL i3.85 LL 6959 0. Factored Loads (Dynamic) GI Point Pu Combination 77, 777777, 57't 686 94 ,CMB4SPECiI Worst Case E/5 200 .507.22.-.. CMB4SPEC E/6 206 49459 CMB4SPEC E/7 207 66143 CMB4SPEC CMB4SPEC = 1 36DL+1 36SDL+1 011+1 OSPECYE Unfactored Forces at Governing Column ' Load Case Load DL 231.31. SDL 1501 LL 6986 SPECYE 28l..55-... c Service Load Combination Pa Qallow. Load Factor I 1 ODL+1 OSDL+1 OLL 352.38 4000 .1.28, 10DL+1OSDL+1OLL+1OEQ 513 665 5333 34 1 Hope-Amundson 216003.00,; Calculations by M Nekuda LE - 4 i30iTh,dA,,,l . .. . . . ..... S . .SO. 300 - . ....JOB . . S.nOire,.CA 92101 . . . . . 0619.232.1673 . .. . . SHEET NO. ... OF . : HOPE-UND5ON . . . CALCULATED BY .. 'DATE CHECKED BY... Structural Engineers . . . . . . . DATE . SDread Footing Design . . . ... . . ... . . . . . . I With 24 x 36c01umns . . . . . . .. . . .. . : . Determine the maximum allowable superimposed loading on square concrete footings and corresponding reinforcing requirements. . . 0..8re9 w— inDut Data 'Footing Properties. = 4.000 Concrete strenth, psi _\ —io— = 60 Yield Strenth of Reinf. ksi . . . . . . . ' . . . . . . . W 1' = 24 Shorter Cot, or Base Dimension, in. L . = 36 Longer Cot, or Base Dimension, in. . . . . I . "_....... . T.O.F. = 12 Top of Footing Depth, in. = . 3.0 . Bottom Reinf. Cover, in. . . . . . . . . . . ..L,L.. . U = 128 Estimated Load Factor (==232) Soil Properties = 4,000 Allowable Soil Bearthg Pressure, psf PLAN W, 7i77 = 24 Minimum Footing Width in = 24 Minimum Footing Depth Below Adjacent Grade; in. OB,wldm = 0 Bearing Increase for Additional Width psi/ft p 6`6.0,m = 0 Beanng Increase for Additional Depth psi/ft orgu6, M. 4,000 MaximumAllowableRearing, psi Output Data 1 ] Basic Reference Equations I (lailowable=(7basic+tlBDepth(Tf +T OF Df fllfl)~(7Bwldth(wr —w rn ) —'I- '. . :, PaTaJlowableXWf2 —FootingWeight . . . ... j d=Tf dcover1 5xd1amb51. 'Punch Area=(Wcoi +d)(L,1 +d) Factored Internal Force Equations Concrete Strength Equations (ACI 318-11) torraj=U aJlowabte v675 b=°9 Vu i way=factore&<Wf I way =v x2frxW1 xd Section 11211 Eqn 113 I 1 V 2 way =Ccto x(wf2 - Punch Area) 2 way =v x mink 2+[±) x b0 x d Section 111121 Equions 1131 11 40d 32, and ll-33 - ".5 hb +2 J ,. = 0'factored x Wf x- -) (1) = X fy X As x (d aJ2) Section 103 One-Way Shear Two-Way Shear Flexure' 0 Footing. Label. . . . W1 (It.) ' - T1 (ft) .Footing Reinf. 9.0—ble. (psi) Max. Allowable Load, P. (kips) (psi) u. (kips) (kips). (kips) (kips): ' M, ,4Mn (kip-in)' , (kip-in) Footing 'Check Qty (ea wy) Size F90 F11.0 900 11.00 . 200 2.50 9 :11. #7 #8 4000 '4000 . 2997 . : 438.6 . 5120 5120 857 133.8 2017 :319.3 3282 511.3 7424 1074.1. 33869 6842.9 56243 11627.0 OK Hope-Arnundson 216003.0.0: . Calculations by M. Nekuda '. . . LF - 5 Z. Thi, uion OB . . J =d A,.... . . . . 51,, DilO*. CA 92101 ,. . .9610.2i2A673 . SHEET NO. . . OF F 619.235.4675 HOPE AMUNDSON id,o CALCULATED BY DATE Structural Engineers CHECKED BY . DATE Spread, Footuna Desuan I With 24 x 36 columns . : •• . . .. . Determine the maximum allowable superimposed loading on square concrete footings and corresponding reinforcing requirements 9•_•*_ 9__. . . Input Data: Footing Properties ------------------------------------------- - -I = 4,000 Concrete strenth, psi f = 60 Yield Strenth of Reinf. (Si . W,1 = 24 Shorter Col. or Base Dimension, in. V. L. )' . . •. . . 1-rni = 36 . Longer Col. or Base Dimension, in. I -I TO F = 12',Top of Footing Depth in d,,,, = 3.0 . Bo ttom Reinf. Cover, in. . 1_i- - U = - 1.35 . Estimated Load Factor . . - . , LJ. Soil Properties = 5333 Allowable Soil Bearing Pressure psi PLAN W1,,,,5, = . 24 Minimum Footing Width, in. D,,,,,,. = 24 - . Minimum Footing Depth Below Adjacent Grade, in. craNkilh =. 0 Bearing Increase for Additional Width, psf/ft . . . p . •., . . . 0 Bearing Increase for Additional Depth, psi/ft . . • . . . . : . a, u.= 5,333- Maximum Allowable Bearing, psf- •. . . . - . • riit 1 Output Data Basic Reference Equations . .. .. . . . . . , . . .... . . . - . aJlowabte=baSlc'0BDepth(Tf +T OF D fl )+crBW,dth(Wf -w,0) 01 -- 'a '3'a1towableX Wf2 —Footing d=Tf dcover1 5Xthamb Punch Area=(W1+d)(L,1+d) Factored Internal Force Equations Concrete Strength Equations (ACI 318-11) cSeto i=UxoJtowable c=075 b =09 Vu I way=fadtore<Wf x[_921_d] Vn i way =v x2xWç xd Section 11211 Eqn 113 ..-.: - :-...: . .:, • 1':'i.- -- . . - ••• - : V 2-way =cto x(Wf2_Punch Area) 2- way =x min 2+[±] xb0 x Section hi 1121 Equatansil 31 11 - . • 40 d • • • • 32, and 11-33 M =actoredXWf I_.QiJx(!) =''b xf xA0 x(d a12) Sectmn1O3 I ñtAI,. Ch,,.' I •T.,,.,%Al',. Ch', I I Footing Label . . • W1(ft.) . . 1 (it.) Footing Reinf. (1naw (psi). Max.Altowable Load, P. (kips) -3';;;;- (psi) V.,,,m. (kips) rhV,,1-way (kips) (kips) t'V,,2 (kips) M0 (kip-in) 4) Mn (kip-in) Footing Check Oty (ea wy) Size F9.0 . 9.00 2.00 .g - #7 5333 4077 . . 7200 120.5 201.7 461.5 . - 742.4 4762.5 5624.3 - -OK F1 1.0 11.00 2.50 11: #8 5333 - . : 7200 - 188.1 319.3- 718.9 1074.1. 9622.2 -11627.0, - OK- Hope-Amundson 21600300 Calculations by M;Nekuda Lb -13 ETABS 261 152.2 IGrid Line 1 Mpr I 6/24/2016 MOment. Frame FoLffidation Design - 0.5 07 0,4 iv,91 73 MI i _ _Ia MUR- [zLqu -* - Hope-Amundson 216003.00' (.aicuiations by M NeKuda LI- - 14 . . HOPE -AMUNDSON Grade Beam Design - Frame 1 - GL 1 Bearing Pressure Check -Static (Qall = 4000 psf) I II I I II 1 I 1 030 1. I I ± HLJ±LLLLFI++ LU9TT2 . ( . .277 -IQMAX =,2901'.38 k-ft < 4000 psf = QALLOW, therefore OK .330 -S S • .- - Bearing Pressure Check - Dynamic (Qall = 5333 psf) I I I 0 I H H :- 2.87 0 0 '-IQMAX = 325112 k-ft < 5333 psf = QALLOW, therefore OK - . -. - . 5 5 0? 533 IMu=61932kft I __ -75 I / IMu=755.36kft CD 11 2 IMu=:127.2..54.k-ttI jMu=1279.72k-ftj 57F to I Cl) tn it ____ ! • • C') (0 E I 0 '. . -. -. 0) : IMu=67073kft • 0 . . IMu=97075kft / I(xlI L!i - .. W - Mu=80256kft Mu=123642kft As req d = 6.57 In2 I , As req d = 9.00 in2 \\ . 5 . . . CD Cl) • ''s -•• C) • . 2 .4 c g 1455.98 k-ft L L 'Il l Mu=89499kft As,req'd = 657 in ~MUI.* As,reqd = 10 68 in2 T ___ CD IMu=68126kft I IMu=111980kttl CD II - • : !- > . .;. N.) () S S . . 0) :. Hi; C) . • • - co IMu=129132kft1..L7 Co - Mu 1268.6 6 IMu=64062kft : IMu=76469kft IS ' C ° 0 :.::.fy Check Assump.tio. = [A5f (d - a = (° 85f'b)) M.:50M. .: .. . .. u / Af \ a= 330 in'.,,. M~4[Asfy(d_2(o8,b))] a -131 c 2(0_85f'b)) A52 - fdA + M 0 c a/1 / f 2 __\ C. 388in 20_85f'b))' = a = 7.q4 = (E) (d - c) —fdA5=b = 172071 E 00216 M = c 1829472 ptiorIi d. —b —Vb2 -4ac Asreqd 2a M= 152456 kft= 1829472 kin A5 reqd = 11.21 in2 Check Minimum Reinforcement Asm =. ~VU c~)bd). Jy :. 6.05 in2 :. .. . .. ... . .. ., :. :. Max :/200bd\. A =1 5mm 1 . I = 637in .. 2 ... min.\ Jy ., ...-, .. . A =1.33A s,.min s reqd = 14 91 in. A min'= 2 637 in Summary Max Moment, Max Moment, (k-in) Location A5 Req d (in2) A5 mm (in2) Reinforcement Specified T/B mt/Ext No Bar Size M4.56-.* 18294 72 B Ext 11.21 6 37 12 9 123642 1483704 B Int. 900 637 11 9 145598 1747176 B mt 10.68.637 11 9 150924 1811088 B Ext 1109 6.37. 12 9 160460 1925520 T Ext 1143 657 12 9 80256 963072 T mt 557 657 7 9 89499 1073988 T mt 623 6.57 , 7 9 1619 56 19434 72 T Ext 11.55- 6.57 12 9 9.27.* B Ext 54 00 13 77 Since extensions are as long as indicated reinf in many cases overlaps, therefore lapsplice at CL of spans where flexural demand is at a mm - map splice length at bott = 6-0" 1.52 B mt S4.00 6.02 3.21 B Int. S4.00 7 71 4.05 B mt 54.00 8.55 _ .1.86: B mt 54.00 636 9.88 B Ext 54.00 14.38 . .'I -V All +i H- -t - :tH - -:g-* )--F-- Mu,max = 94.01 k-ft over 12.96 ft = 7.10 k-ft/ft \ - / As,req'd = 0.05 1n2/ft \ Mu,max = 94.08 k-ft over 12.96 ft = 7.26 k-ft/ft Mu,max = 91 .00 k-ft over 12.96 ft =,7.02 k-ft/ft As.reqd = 0.05 in2/ft As,req'd = 0.05 1n2/ft Since shear reinforcement = #4@6" O.C. = 0.40 in2/ft no additional transverse reinforcement is required at the bottom Flexural Demand- Transverse Top Mu . . . . . Mu,max = 490.33 k-ft over 11.48 ft = 42.72 k-ft/ft Mu,max = 464.41k-ft over 12.96 ft = 35.84 k-ft/ft Mu,max = 507.52 k-ft over 11.48 ft = 44.22 k-ft/ft As,reqd = 0.28 in2/ft As,req'd = 0.24 in2/ft As,req'd = 0.29 in2/ft 68 ft ft ..11~. 3861 ..- / .(y) Mu,max = 117.96 k-ft over 12.96 ft = 9.10 k-ft/ft Mu,max = 116.30 k-ft over 12.96 ft = 8.97 k-ft/ft As,reqd = 0.06 in/ft . . . . . As,reqd = -0.,06-in2/ft . Since shear reinforcement = #4@6" O.C. = 0.40 in2/ft no additional transverse reinforcement is required at the bottom A Check Asumptioh Aj = Af(d ((0 85f'b) MU ~M I M ~ [Af(d Af \ a= 0.51 in - 2(085f'b)j' a = 1.• f2 '\ 1 : (2(0 85f'b))'1 - fdA + M = 0 C— a/131 f 2 c= 067 in (2(O8S,b))As2 =a = 3971 Es () (d c). - fdA = b = -1768.50 E = 0 1443 M c 675 7076 [ Assumptions VaIidate4J —b—Vb2 -4ac As reqd = 2a M = 64638'k.-ft over 11.48 ft = 5630897 k-ft/ft 675.7076* k-in U. Asreqd = 039 in Summary Max Moment,'. M (k-ft/ft) :Max'Moment, M (k-in) Location As,eqd (in2/ft) Reinforcement Specified T/B Col/Middle No Bar Size 5631 67571 B Col 0.39.2 4 726 8713 B Midd 005 1 4 48 24 578.82 B Col 0.33 2 4 710 8520 B Midd 005 1 4 4980 59763 B Col 034 2 4 702 8427 B Midd 005 1. 4 5634 67607 B Col 039 2 4 .42.72.51258 T Cal 028 2 4 910 10924 1 Midd 006 1 4 3538 429.39 1 Cal 0.24 2 4 9.22.11061 1 Midd 006 1 4 3584 430.06.T Cal 024 2 4 8.97.10769 1 Midd 006 1 4 530.55. T Cal 029 2 4 Hope-Amundson 216003.00 ' Ualculations by M. Nekucla ' Lb -24 HOPEAMUNDSON Grade Beam Design .Frame 16- GL 16, Grade Beam Geometry - Dimensions OC CC. 7) Grade Beam Geometry - Thickness Grade Beam Boundary Conditions Soil Subgrade Property Data __iOOpi L __ 1 General Data + P6a+ P Name + [ DisplayColor T 1 i ae Property Notes Mody/Show Notes - Property - - Subgrde M9du1u Ii 728EO5 3 I 10K 1 ICancI Hope-Amundson 216003.00 Ualcuiations by M. Nekuda LI- -31 . . ETABS2O15 15.2.2 Grid Line 16 - Moment Frame Foundation Design - Mpr] 6/24/2016 / \ H6 16 16 16 16 p / C • 0.3 1 C.8 'Cl D 1 __ _____ •.t • i••..i .1 __ . i I I PI M JJjL •.TV ial 7f 1- - WI -. -. '-. . - --__ ---,- .-••-_ * -. •-, ---r_•-.- - -. * - - - .- -. - .' -• - •-••- _, •- . •,,- . - - - IMu.=555.87k-ft IMu=727.19k-ft I . S Mu =117163 k I, 446 90 5 CL Mu =118 II CL II 0 r\) c • . . Q. • • ;..' .. • j : ip CA CD "I - I (0 _ wW =83583kft ' IMu=79972 [Mu Mu=110176kft Mu=117151kft As req'd = 7.72-i n2 As req d = 8 50 in' \ D • • CD C I Cl) . -.y• - RA Fr,,- Mu =109255kfti- vuU As req'd = 7.65 Ifl2] As req d = 8 61 fl CD :0 _ IMu=79599kft ]I IMu=81997kft I CD _•.••L_• •':--- 7•.• •-• II III 11< tr: .La Ln ' - co -ft zo IMu=117457kft]) IMu=55734kft r j IMu=70233kft I ChckAssuption. A s ts = A5f OMn • - 2(0.85f'b))' a = ((0 85f'cb) S :. S.. / Af \ a= 2.94 in, Mu [Asf Y (d_2(o8,b))] 1 / ct:f2 2.(0.85.f')b)' - (bfdA5 + M = 0 c = a/1 f 2 \ c= 3.46 in (2(o 85fIb))k =.a = Es = () (d - c) S - fdA5 = b = -1720 71 = 0 0246 M = c '16410.6 1 AssumptionsVaIidatedj —b—Ib 2 —4ac A5 reqd = 2a M = 1367.55 k-ft = 16410.6 k-in 2 Asreqd = .10.00 in Check Minimum Reinforcement As mm - f J = \ Jy / 605 in Max •: • • smtn 2OObd S 637 in' S •• • •t • .•.S• :'.' Mm \ f ) A5 min = 1 33A5 reqd = 1330 in 2" A = 2 smmn 637 in S I Summary Max Moment, M (k-ft) Max Moment, M (k-in) Location A Req a (in2) A mm (in Reinforcement Specified T/B mt/Ext No Bar Size 136755 1641060 B Ext 1000 637 10 9 117151 1405812 B mt 850 637 9 9 - 1186.135 1423620 B mt 862 637 9 9 .135812 16304 64 B Ext 9.9j' 6.37 10 9 1446.91 17362 92 T Ext 10 25 .6 .57 11 9 1101 76 13221.i2 T Int 7.72,' 6-.57 8 9 109255 1311060 T Int. 765 657 8 9 1433.62 17203 44 1 Ext 10.16 6.57 11 9 .f Af\ ctM = 4[AsfY(\d - 2(0 85f'b)j' OlWn.= 14843 15 k-in 01~,= 1236.93 k-ft < cI)M < 1236.93 k-ft I Af \ Omn [A5f (d - 2 .10M (0 85f'b)j1 = 1104.79 k-ft M < 1104.79- k-ft Length Location '. DevéIop ment (in) Total Length T/B mt/Ext 445 B Ext 5400 895 444 B Ext 5400 894 = 13257.44L k-in Length (ft). Location: Develop-. ment.(un) Total Length:: . . T/B 0 0 mt/Ext 1 MU ~M 10.89 1 Ext 70.00'. 16.72 10 54 1 Ext 70.00 16 37 _______ Ilei LI- - 39 -GL. Mu,max =582.34 k-ft over 1C = 56.81 k-ft/ft As,req'd = 0.39 1n2/ft Do I'- Grade Beam Design - Frame 1 Flexural Demand - Transverse BOttom Mu Mu-max = 608.63 k-ft over 10.25 ft = 59.38 k-ft/ft Mu,max = 467.10 k-ft over 10.50 ft = 44.49k-fl As req d = 0.41 in2/ft As req d = 0 30 in2/ft c Mu,max=465.92k-ft over lo.50ft=44.37k-ft/ft C. As,req'd=0.301n2/ft H1 HopeAmundson 216003.00 ealculations by M. NeKuda ; r .8.63 5:' ... . , 4 77 . • . 7.6855 83.860\ F 77.17 -. / Mu,max = 83.86 k-ft over 10.50 ft= 7.99 k-ft/ft As,req'd=0.05in2/ft. Mu,max = 77.69 k-ft over 10.50.ft = 7.40 k-ft/ft FAs,req'd ,max = 77.62 k-ft over 1.0.50ft = 7.39 k-ft/ft As,req'd = 0.05 in2/tt =0.05 1n2/ft. Since shear reinforcement = #4@6" O.C. 0.40 in2/ftno additional transverse reinforcement is required at:the bottom Flexural Demand - Transverse'ToD Mu Mu,max.= 421.16 k-ft over,10.25 ft= 41.09 k-ft/ft Mu,max = 361..28 k-ft over 10.5 ft= 34.41k-fl/ft Mu,max = 421.88 k-ft over 10.25 ft = 41.16 k-ft/ft - As,req'd = 0.27 1n2/ft As,req'd = 0.23 1n2/ft As,req'd = 0.27 1n2/ft 3. Mumax=36144kftover1050ft=3442kft/ft As,req d = 0.23 in2/ft :571 HF+ H -361 4417 . .1-3612835 / Mu,max 96.59 k-ft over 10.50.ft = 9.20k-ft/ft As,req'd=.0.0610ft. •• •' • : P,max- 97.46 k-ft over.10.50 ft = 9.28k-ft/ft Mu,max = 95.30 k-ft over 10.50 ft = 9.08k-ft/ft req d = 0.06 in2/ft As reqd = 0 06 in2/ft I Since shear reinforcement = #4@6" O.C. = 0.40 in /ft no additional transverse reinforcement is required at the bottom -421.1548 Om"= [A5f A f (d - 2(0.85['b))1 . Check Assumption = ((0 a 85f'b)) MU ~M I A f ' \ a= 0.57 in MU~cb[ASfyd_2(O8,b))] a=I3c 2(0 8Sf1b))A5 - DfYdAS + M = 0 c = I f 2 \ c= '0.67 in 2(0 85f'cb)jI4 = a = 39 71 = () (d - c) • O b —f dA5 :47685O :•, •. 0.1443 .: M = c 675 7076 MsumptionsValidatid_ —b—Vb 2 -4ac A reqd = 2a M = 646 38 k-ft over '11.48 ft = 56 30897 k ft/ft 675.7076- k-in A reqd = 0.39* Ifl2 : S SUmmary : Max Màmeflt, A (k-ft/ft) Max Moment, M (k-in) Location •,. As,Req d (un2/ft) Reinforcement Specified T/B Col/Middle No Bar Size 5938 71254 B Col 041 3 4 740 8878 B Midd 005 1 4 4437 53248 B Cal 030 2 4 7.99.9584 B Midd 005 1 4 4449 53383 B Cal 030 2 4- 7.39 8871 B Midd 005 1 4 56 81 681.'76 . B wcol 0.39 2 4 41.09 493.06 T Cal 0.27 2 4 928 11138 T Midd 006 1 4 3442 41308 T Cal 023 2 4 920 11039 T Midd 006 1 4 3441 41290 T Cal 023 2 4 908 10891 1 Midd 006 1 4 49391 T Cal 027 2 4 Hope-Amundson 216003.00 calculations by M. Nekuda LF - 42 f flFE ® License #25EEF 21 6003_LEGOLAND Prepared for .u.•....• iauauau ........l.......Pi......u. ••aua.a.luauauuauaauauaaam a i.....u....U.i. u.....ii...a..aU was i ...u..i i.....uu. iau•aau a 'ImUUUaUIUUaaUUIaMUUUIII aupalUaaamaaa!a•uuulul as riau.aauaaaaauuu ......m.u..aaa uuua•uuaaauauu I • .. uu u.ma. iamam. au. slang a.... *UIMINIX aa•au man ia.auuala.a.a.•s..uuu a uu.m a U. • .i 0 aui aa•m U. IN 14.. SAFE Analysis & Design Report Model Name: 2016-07-11_LEGOLAND MF Foundations.tdb 13 July 2016 IN iyj 41 Hope-Amundson 216003.00 . .. Calculations by M. Nekuda . . LE - 43 2016-07-11 LEGOLAND MF Foundations.fdb 0 SAFE 02.3.2 - License #25EEF Contents •. . 13 July 2016 Von . tents ModelDefinition ................................................................................................................................................................4 1. Model geometry ......................................................................................................................................................... .5 • 1.1. Connectivity .................................................................................................................................................... .5 2. Model properties ..........................................................................................................................................................6 2.1. Material properties......... ... .............................................................................................................................6 2.2. Section properties .... ....................................................... ................... . ............................... .............................. 6 2.3. Support properties ............................................................................................................................................7 3. Model assignments ............ .. ....................................................................................................................................... .9 3.1. Slab assignments ............................................................................................................................................ 3.2. Support assignments............................................................................ ........................................................... .9 4. Model loading .........................................................................................................................................................10 4.1. Load patterns .... . ..................................... . ...................................................................................................... 10 • 4.2. Load cases .....................................................................................................................................................13 4.3. Load combinations ......................................................................................... ............................................... 19 AnalysisResults ............................................................................................................................................................ 24 5. Analysis results ............. ........................... ................................................................................................................. 25 • 5.1. Support results .................. ..................... ......................................................................................................... .25 5.2. Structure results ........................................................................................................................................... .33 Design.................................................................................................................................................. ..........................55 6. Design summary. ..................................................................................................................... . ................................... 56 6.1. Preferences .................................................................................................................................................56 6.2. Overwrites ............................................................ ................................................................................ ........ 56 6.3. Slab design ..................................................................................................................................................57 6.4. Beam design.................................................................................................................................................93 • . 6.5: Punching check/design .......................................................................................... .. ....................................... 93 List of Figures Figure 1: Finite element model ....................................................................................................................... 4 Figure2: Deformed shape............................................................................................................................... 24 Figure3: Finite element model ......................................................................................................................... 55 List of Tables . Table 1: ConOrete Slab Design Summary 02 - Span Definition Data ................................................ ............................ 5 Table 2: . Material Properties 03 - Concrete ........................................... ............................................................ .............. .6 Table 3: Material Properties 04 - Rebar .........................................................................................................................6 Table 4: Material Properties 05 - Tendon .......................... ..............................................................................................6 Table 5: Slab Properties 02 - Solid Slabs, Part 1 of 2 .................................................... Error! Bookmark not defined. Table 5: Slab Properties 02 - Solid Slabs, Part 2 of 2 ..................... . ............................ Error! Bookmark not defined. Table 6: Beam Properties 02 - Rectangular Beam ........................................................................................................ 6 Table 7: Beam Proberties 06 - Design Data ......................... . .................................................................................. ......7 Table 8: Column Properties 02 - Rectangular .............................................................................................................. 7 Table9: Wall Properties ...................................................................................................................................................7 Table10: Soil Properties ..................................................................................................................................................7 Table 11: Spring Properties - Point ...............................................................................................................................7 Table 12: Spring Properties - Line ...................................................................................... . ........................................... 8 Table13: Slab Property Assignments ..........................................................................................................................9 able 14: Soil Property Assignments .............................................................................................................................g able15: Load Patterns ..............................................................................................................................................10 Page 2 o 94 1-lope-Amundson 216003 00 Calculations by M Nelcuda'.* -LF - 44 2016-01-11 LEGOLAND MF Foundations fdb SAFE 02.3.2 License #25EEF List of Tables 13 July 20.16 . Table 16 Load Assignments - Surface Loads 10 able 17 Load Assignments Point Loads Part 1 of 2 10 able 17: Load Assignments - Point Loads, Part 2 of 2...................................................................................................12 Table 18: Load Cases 02 - Static ......................................................................................................................................14 Table 19: Load Cases 06- Loads Applied ................................................................................................15 Table 20 Load Combinations 19 Table 21: Soil Pressures - Summary.....................................................: ................................................................... 25 Table 22: Sum Of Reactions Part lot 2................................................................................................:.; .................... 33 Table 22 Sum Of Reactions Part 2 of 2 35 Table 23: Nodal Displacements - Summary, Part) of 2 ....... .......................................................................; .....................37 Table 23 Nodal Displacements Summary Part 2 of 2 46 Table 24 Design Preferences 01 Resistance Factors 56 • Table 25: Design Preferences 02 - Rebar Cover - Slabs...................... 56 Table 26 Design Preferences 03 Rebar Cover Beams 56 Table 27: Design Preferences 04 -Prestress Data................................................................................................. 56 •• • Table 28: Slab Design Overwrites 01 Strip Based....................................................... ..............................................56 Table 29 Slab Design Overwrites 02 Finite Element Based Part 1 of 2 57 Table 29 Slab Design Overwrites 02 Finite Element Based Part 2 of 2 57 Table 30 Concrete Slab Design Summary 01 Flexural And Shear Data Part 1 of 3 57 Table 30: ConOrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3.....'........................................ 58 •• Table 30 Concrete Slab Design Summary 01 Flexural And Shear Data Part 3 of 3 59 • • • • • • • • • Page 3 of 94 Hope-Amundson 216003.00' Calculations by M Nekuda LF -46 2Ol6O7 11_LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 1 Model geometry 13 July 2016 .1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity 1. I. Connectivity. Table 1 Concrete Slab Design Summary 02- Span Definition Data Table 1: Concrete Slab Design Summa 02.- Span Definition Data. . $irp* 'SpaniD Sop nLength - StartDlst GlobaiX1. GiobaiY1 ft ft- ft ' CSA1 Span 1 50000 00000 1625700 25000 162.5700,'25000 CSA2 Span 1 5.0000 0.0000 240.3300:,- -2.5000: 240.3300 :25000. 1 : CSA3 Span 1 50000 00000 1884900 25000 1884900 25000 4 CSA4 Span 1 50000 00000 2144100 25000 2144100 25000 CSA5 Span 1 50000 0.0000. 125M00 256 5000 125 0000 261 5000 CSA6 Span 1 50000 0.0000 146 0000 256 5000 146 0000 261'.5000 CSA7. :Span 1 . 5.0000 0.0000 : 167.0000 : 256.5000 167.0000 261.5000 CSAB Span 1 50000 0.0000- 188 0000 256 5000 188 0000 261 5000 CSB1 Span 877600 00000 1575700 00000 2453300 00000 CSB2 Span 1 730000 00000 1200000 2590000 1930000 2590000 : tMSA1 : Span 1 . . 5.0000 . . ombo .175.5283 -2.5000 :175.5283 2.5000 MSA2 Span 1 5.0000 0.0000 201 4483 -2.5000. 201 4483 2 5000 MSA3 Span 1 5.'0000 0.0000 227 3683 -2.5600 227.3683 : 2.5600 MSA6 Span 1 50000 0 0000 135 5000 256 5000 135 5000 261 5000 Span 1 50000 00000 156 5000 256.$000 .156.5000:261 5000 .MSA7 MSA8 . Span 1 . .5.0000 0.0000 . . 177.5000 256.5000 177.5000. 261.5000 0 • • . . . . •0 • Page 5.6f 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 47 2016-07-11 IEGOLAND MF Foundations fdb SAFE v12 32 License #25EEF 2 Model properties 13 July 2016 o2. Model.properties This section provides model properties including items such as material properties, section properties, and support properties 2J., Material properties Table 2 Material Properties 03 - Concrete MAT1 1500 389 0 200000 5 5000E 06 1 5000E+02 5 000 No Table 3 Material Properties 04 - Rebar Table 3 Material Properties 04 Rebar. Mate'riii ,UnitWt- F; LJ i kip/1n2 ib/t13 ' kip/in2 kip /i2 A615Gr60 29000.000 4.9000E+02 • 60.000 90.000 •: Table 4 MateriaU Properties 05 - Tendon Table 4:: Material Properties 05 - Tendon . MateriaI' . E Unit *t Fy AN kip/1n2 ib/ft3 kip/in2 kip/1n2 - A416Gr270 28500.000 4:9000E+02 245.100 270.000 : •. • 2.2. Section properties Table 5 Slab Properties 02- Solid Stabs Table 5 Slab Properties 02 Solid Slabs iTrType MatProp Thicknesi q$ Ortho j ifl, . 36 in Mat Mat 4000Psi 36.0000 No SLA131 Slab 4000Psi 80000 No Table 6 Beam Properties 02- Rectangular Beam Table 6 Beam Properties 02 Rectangular Beam Beam--, .. MatProp bepth WIdthTop WdthBoil . t• in fl • BEAM1 • 4000Psi 24.0000 • •: 12.0000 • 12.0000 • • MF13M_5_6624 MAT1 : 66.0000 24.0000 24.0000 . • Page 6 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF -'48 2016-07-1 1—LEGOLAND MF Foundations fdb SAFE v12:3.2 License #25EEF 2 Model properties 13 July 2016 Table .7: Beam Properties 06 - Design Data Table 7: Beam Properties 06 Design Data Bém MatRearL, ;MatReba,S '' ;FIn9WOpt. . CoverTop CovérBot ( ópesigi . . -tw in ' BEAM1 A615Gr60 A615Gr60 Analysis 3.0000 No ..3.0000 ...... . . . . . Property:. . . . . •• : MFBM75_66x24 A615Gr60 A615Gr60 Analysis 66000 66000 No Property Table 8 Column Properties 02- Rectangular .. . .• . : Table 8: Column Properties 02- Rectangular . •••• . . : . ~I e6idmn atp - SecDim2 SecDim3 AtoRgd utoDp'incIudeCap I A in in A., 4,I COL1 4000Psi 240000 120000 No No No Table 9 Wall Properties Table 9 Wall Properties .. . raI ... • in WALL1 4000Psi 12.0000 No Yes 2.3. Support properties Table 10 Soil Properties • Table 10: Soil Properties • .• . - . : : • • • . . 4 Soil 'Subgrad 10Opci 1.7280E+05 Table 11 Spring Properties - Point Table 11: Spring Properties -Point •. • • : • • : I' Spring Tj UjUi Ri ' Ry Rz NonithOpt , • r '. • .•. • .. .• •.. ,• ......... .• . . . kip/in kip/in kip/inp,,. kip in/rad kip in/rad kip rad • • PSPR1 • 0.0000 • • 0.0000 . 0.0010 • . 0.000 0.000 • 0.000 Nne • : . • .• •, . . • • (Linear) . Page ,7 of 94 Hope-Amundson 216.00.3-00 Calculations by M Nekuda LF - 49 2016L,07-1 1 :LEGOILANb MF Foundations fdb SAFE 02,.3.2.- License #25EEF 2 Modelproperties 13 July 2016 Table 12 Spring Properties - Line Table 12 Spring Properties Line Sprth k g 1 Vtiff . RotStlff . Noniinbpt F kip/iMn kip/rad LSPR1 0.00100 1 000E 09 None (Linear) :. • • • • Page 8 of 94 Hope-Amundson-216003.00. Calculations by M Nekuda , LE - 50 2016-0-.11 LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 3 Model assignments 13 July 2016 Model assignments This section provides model assignments, including assignments to slabs, beams, and Joints 0•• •0 • 0_ 00 •0 3.1. Slab assignments Table 13 Slab Property Assignments Table 13 Slab Property. Assignments 0 0 0 • 1. 36inMat 2 36inMat 3.2. Support assignments Table 14 Soul Property Assignments ' Table 14 Soil Property • Assignments 00 • 0 • •. • : 0 0 0 "r a, -.YSoiiPro' 0,1 • • 0 0 0 • • • ;,• 0• - I •• 0 - 0 • - M* 0 0 • - 1 lOOpci W ' 2 100pci - •- • - : • - - - 0 0 - 0 • - - 0 I . I Rage. 9of94 Hope-Amundson 216003 00 Galculations by .-M. Nekuda LF -,51'. 2616-107711 —LEGOLAN D ME Foundations fdb SAFE v12.3.2 License #25EEE 4 Model loading 13 July 2016 Model loading This section provides model loading information including load patterns, load cases, and load combinations 4.1. Load patterns Table 15 Load Patterns 'Table 15: Load Patterns LoadPat t' \. tM w 13 SeIfWuit1 DEAD: , S DEAD 1.000000 SUPERDEAD : 'SUPER DEAD : 0.000000 ' ' '' : ' , ' : •' ' ' LIVE , , LIVE 0.000000 EQX QUAKE 0.000000 EQXP QUAKE 0.000000. EQXN ,. ': QUAKE 0.000000 EQY QUAKE 0.000000 EQYP QUAKE 0.000000 EQYN QUAKE 0.000000 MPR-Y '. QUAKE , 0.000000 , ' :' ' •' , ' ' ' MPR X QUAKE 0-000000 Table 16 Load Assignments . Surface Loads ,Table 16: Load Assignments - Surface Loads 1Arei ' ..Loadt ' Dir UnULo'T A B (ci Ib/ft2 Ib/ft3 Ib/ft3 .Ib/ft21 1 SUPERDEAD Gravity 411 84 0 0000E+00 0.0000E+00 0.00., 2 SUPERDEAD Gravity 478.08 0.0000,E+00 0 0000E+00 0 00 Table 17 Load Assignments - Point Loads, Part 1 of 2 '. : Table 17: Load Assignments - Point Loads, Part 1 012 . , ' .• • ' :. Point*LoadPat.. q*EFx y, Fl; ki skip kipj 22 DEAD 4.060 0.000 101.730 22 • LIVE ' . ' 0.460: • ,. 0.000 , .14.820 ' . . • . . • :.. •. :. 22 SUPERDEAD 0.180 0.000 5.970 22 EQX -191.'510. 0.000 _122.390 22 EQXP 188150 0.000 120130 .22 ' . EQXN , . '-194870 ' 0.000 , ' -124.650 22 , . ' , EQY ' 45.380 : .0.000 ' , '-5.040 . . '' • ' . . 22 EQYP 48.480. 0.000 -7.050 22 EQYN -42.290 0.000 :-3.020 22 MPRX 0000 0000 196690 23 DEAD 1;680 0000 131.830 23 • LIVE r , 0.110 0.000 ' 16.000 ' , ' • ' . " . • ,: : • . • ' 23 SUPERDEAD.. 0.030 • . : 0.000 .6.610' . . 23 • • ' : EQX , . ' , -233.240 0.000 -4.780 , ' ' • • ' • 23 EQXP 229100 0.000 4300 Page 10 of 04 Hope-Amundson 216003-00' Calculations by M Nekuda LF - 52 201670T 11_LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 4 Model loading 13 July 2016 Table 17 Load Assignments Point Loads, Part 1 of 2 Point Load Pat Fx IF 23 .EQXN -237.370 : 0.000: '-5.270 . '. . . 23 EQY 36 700 0.000 3.660 23 EQYP -40.490 0 000 3.366 23 EQYN -32.900- 0.000 3:9501, 23 MPR X 0.000 0.000 -51.23O 24 DEAD 1790 0.000 148710 24 LIVE U60. 0.000 19.260 24 SUPERDEAD 0060 0.000 8010 24 EQX 226010 0.000 13200 24 EQXP -221.740... 0.000 13060 24 EQXN -230.280 0000 -13.350 ' :24 ''' EQY : . -28:960 : 0.000 1000, :.. 24 EQYP 32900 0000 1140 24 EQYN -25.020 - 0.000 70:860 24 MPR X 0.000 0.000 0.000 25 DEAD 4100 0000 86,880 25 LIVE 0890 0.000 9.440 25 SUPERDEAD -0.280 0-000 10-380 25 EQX 175890 0.000 140.380 25 EQXP 172320 0..000 137490 25 EQXN 179450 0.000 143260 25 EQY -20.280 0 000 2.386 25 EQYP -.23.60G 0.0 00 4.820 25 EQYN 16970 6.000 0070 25 MPR X 0.0 00 0.000 247.920' S ' 26 DEAD 2.370 0000 118800 26 LIVE mO.330 .0.000 19050 26 SUPERDEAD 0010 0000 8090 26 EQX 179670 0.000 132280 26 EQXP 183210 0000 134500 26 EQXN 176120 0.000 130060 26 EQY '29.060 0 000 6.590 26 EQYP 32.340 0.000 8.590 4 26 EQYN 25.770 0.000 4.580 26 MPRX 0.000 0.000 209640 27 DEAD 0620 0.000 .84.460 2 27 LIVE 0320 0.000 10.990 27 SUPERDEAD 0080 0000 4.310 27 EQX 212640 0.000 21370 27 EQXP -216.820 0000 21.710 27 EQXN -208.460, 0.000 21.030 27 EQY 33.790 0.000 -0.62b 27 EQYP 37.650. 0.000 -0.920 27 EQYN 29.940 .0.000. :-0.330 27 MPR X 0.0001. 0.00o 0 000 28 DEAD .2 ,460 0.000. 85.330 28 LIVE 0260 0000 11.090 28 ' .: ,. : .SUPERDEAD : 0.070 0.000. . 4.30 28 EQX 206210 0000 18420 28 ' '. . EQXP ' 210.350 0.,000 . 18.730 28 EQXN 202060 0.000 18.100 28 EQY 36.330 0.000 .0 .570 28 EQYP 40.150 0.000 0860 28 • EQYN K.520 0.000.. 0.280 Page 11 of 94 Hope-Amundson 216003.00 ; Galäuiatibns by M. Nekuda ; :, . :..' LF -53 201607 11_LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 4 Model loading 13 July 2016 Table 17 Load Assignments Point Loads Part 1 of 2 "Pount • LoidPaV FgravJ .l, kip kip kip 28 . MPR-X 0.000 0.000 0.000 . . . 29 DEAD 0420 0.000 102.010 V 29 . LIVE: 0.170. 0.000 . 16.560 .• : . 29 SUPERDEAD -6.020* .0.000. 6.830 29 EQX 162970 0000 129.330 29 EQXP 166430 0.000 131.530- 29. EQXN -159.500 0.000 127:140 29 EQY 36-130. 0.000 -6.530- '29 29 EQYP 39.320 0.000' -8.536 29 EQYN 32 940 0.000 .-4.530 29 MPR X 0.000 - 0.000, 209-640 Table 17 Load Assignments - Point Loads, Part ,2 of 2 Table 17: Load Assignments - PointLoads, Part 2 of 2 ointfY MX1W.,My Mz XDim ... -, p-ft4. kip-ft kip-ft .• . . 22 0.0000 23.0500 0.2b00 0 0000 0.0000 22 0.0000- 3.2500 0.0600 0.0000- 0 0000 22 . f 0.0000 . 0.9400 : 0.0100 0.0000 : . . . . : 22 00000 13729600 18300 00000 00000 22 00000 13487500 18600 0.0000'00000 22 00000 -1397.1.700 -1.8000 00000 00000 22 0.0000 7269.0600 2.0600 0.0000 0 0000 22 . 22 00000 291 2900 21000 00000 00000 0 0000 -246.8300: 2.0200 0.0000 0.0000 22 0 0000 2004 4800 '0.0000. 0.0000 0 0000 23 00000 142900 29500 00000 00000 23 00000 15900 11300 00000 00000 23 00000 03700 01700 00000 00000 23 00000 14824400 79100 00000 00000 23 00000 14563000 83900 00000 00000 L' 23 . - 0.0090 -1508:5700 . 7:4400 . 0.0000 . 23 00000 2091300 62800 00000 00000 23 0 0000 -231090.0- 6 7300 0.0000 0.0000 23 00000 1851700 58300 00000 00000 23 00000 19826600 00000 00000 00000 24 00000 128200 09200 00000 00000 24 0.0000- 0;7800 -0.4000 0.0000 '0.0000 24 .0 .0000 0.3400 -0.0600, .0000 .0 0.00010 .24 : 0.0000 -1439.9800 . .1.1500 . 0.0000 0.0000 : .• 24 00000 14128300 13400 00000 00000 24 00000 14671300 09500 00000 00000 24 00000 i 1673500 64300 00000 00000 24 00000 1923700 62500 00000 00000 24 : 0.0000 -142.3400 6.6000 . . 0.0000 . 0.0000 . . . 24 00000 19826600 00000 00000 00000 25 00000 68100 59600 00000 00000 25 00000 28100 24100 00000 0.0000- 25 00000 08100 03700 00000 00000 25 . . 0.0000 -1280.9800 - 25.8200 - 0.0000 0.0000 25 . . . 25 0.0000 00000 -1255.0700 13069000 28.6200: 230200 0.0000; - 00000 00000 0.9009 - Page 12 of 94 t- Hope-Amundson 216003 00 Calculations by M Nekuda LF - 54 2016 07 11_LEGOLAND MF Foundations fdb SAFE 02.12 2 License #25EEF 4 Modelloading 13July2016 • 25 : " 0.0000 -151.1900 . 2.2800 0.0000 0.0000- 25 ' : 0.0000 -103.2500 ' 7.6400 . 0.0000 '. 0.0000 : 25 0.0000 2000 4400 0.0000 0.0000 - 0.0000. 26 00000 98000 29100 6.0 000 00000 26 .0 .0000 -2.4700 -1.6900 '0.0000 0.0000 26 0.0000 0 3600 -0.2300 0.0000 0.0000 . 26 : 0.0000 -1231.3700 -3.3500 0.0000 .0.0000 : , 26 00000 12549600 20700 0.0000",00000 26 . , . .0.0000 -1207.7800 -4.6400 0.0000 0.0000 26 00000 1726900 60400 00000 00000 26 ,, . 0.0000 : . 194.4600 -7.2700 .0.0000 0.0000 26 00000 1509200 48000 00000 00000 26 00000 18144700 00000 00000 00000 27 00000 72200 11400 00000 00000 27 . 0.0000 . -1.3200 . -0.7300 010000 . 0.0000 .'. . . ' . . ,• • 27 0.0000 . -0.3400 -0.0900 0.0000 . ' •00000 27 00000 13059300 0.3800.'.00000 00000 27 00000 -1331.1200 03700 00000 00000 27 00000 12807300 04000 00000 00000 27 00000 1897400 84200 0.0000.'00000 27 00000 2129300 84200 00000 00000 27 00000 1665500 84300 00000 00000 27 00000 17602500 00000 00000 00000 :. - 'o.0000. 15.0200 . .0.8900 0.0000. 0.0000 S i 28 0 0000 1.3900 .0.5000. 0100010, 0.0000 28 0.000.0 P.3200 .0 .0700 0.000.0 0.0000 28 00000 12701600 30600 0.0000'.00000 28 00000 12951600 29300 00000 00000 28 00000 12451500 32000 00000 00000 00000 . 203.2000'' . . -9.2700 0.0000. . 0.0000 28 00000 2261900 93900 00000 00000 28 00000 1802000 91500 00000 00000 28 . . . 0.0000. 1760.2500 . ' 0.0000 0.0000 . -0.0000, 29 . .' . . , . :8.8300 .3.2500 . . . 0.0000 . . 0.0000 29 0 0000 .2.2000 , 2.0200 Q.0000 0.0.000 29 0 0000 0.2700 '0.2600 0 0000 0.0000.- 29' 00000 11303600 115100 00000 0.0.000 29 0.0.000 11534300 79,8500 00000 00000 29 00000 11072900 131800 00000 00000 29 00000 2121900 91700 00000 00000 29 00000 2334000 107800 00000 00000 29 00000 1909700 75600 00000 00000 29 00000 18144700 00000 00000 00000 4.2. Load cases : Page 13 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 55 201607 11_LEGOLAND MF Foundations fdb SAFE 02.3.2 5EEF 4 Modelloading 13July2016 Table 18 Load Cases 02 - Static Table 18 Load Cases 02 Static . . & q 9• I DEAD Zero Linear LIVE Zero Linear SUPERDEAD Zero. Linear ..' EQX , Zero . Linear,' ' . . . , ' . EQXP Zero Linear . . , EQXN Zero Linear EQY Zero Linear EQYP Zero Linear . . 'EQYN , . Zero . Linear MPR Y Zero Linear MPR X Zero Linear SERV1GRAV NL Zero Linear SERV2GRAV NL Zero Linear SERV1 NL Zero Allow Uplift 0001000 (SERV2 NL Zero Allow Uplift 0.001,000 SERV3 NL Zero Allow Uplift 0.061000 SERV4 NL Zero Allow Uplift 0.001000 SERV5 NL Zero Allow Uplift 0,001000 SERV6-NL , . Zero ' Allow Uplift 0.001000 ,. . •. . . . ,' '.'. . . . ' ' SERV7-NL' ' Zero ' . Allow Uplift: ' 0.001000 SERV8 NL Zero Allow Uplift 0.001000 " ...,.SERV9-NL Zero: . , , , Allow Uplift ', 0.001000 : : . •.. ' .. .' . •.' '; , SERV10 NL Zero Allow Uplift 0.601000 SERV11 NL SERV12 NL Zero Zero Allow Uplift Allow Uplift 0.001000 0.001000 SERV13-NL • ' ' • ' Zero ' ' ' ' Allow Uplift : • . 0.001000.',:'' . . • ' ' SERV14 NL Zero Allow Uplift 0.001000 8ERV15 NL Zero Allow Uplift 0.00`1000 SERV16 NL Zero Allow Uplift 0 001000 SERV17-NL ' Zero AllOw Uplift, . 0.001000 : ' .., , • .' .. SERV18 NL Zero Allow Uplift 0.'001000. SERV19 NL Zero Allow Uplift 0.001000" SERV2O NL Zero Allow Uplift 0001000 SERV21 NL Zero Allow Uplift 0001000 SERV22 NL Zero Allow Uplift 0001000 8ERV23 NL Zero Allow Uplift 0001000 SERV24 NL Zero Allow Uplift 0001000 CMB1GRAV NL Zero Allow Uplift 0001000 CMB2GRAV-NL . . Zero. • ', ' Allow Uplift 0.001000 , ' • .' ' • • '. CMB1 SPEC NL Zero Allow Uplift 0001000 CMB2SPEC NL Zero Allow Uplift 0001000 CMB3SPEC NL - Zero Allow Uplift 0001000 CMB4SPEC NL Zero Allow Uplift 0001000 CMB5SPEC-NL . ' ,'Zero Allow Uplift • 0.001000 : ,•. : : ••. •' : •' CMB6SPEC NL Zero Allow Uplift 0001000 CMB7SPE0NL.. . Zero . ' Allow Uplift , ' . 0.001000 .'. , I . , •• . CMBBSPEC-NL Zero . • Allow Uplift 0.001000' • ' : ,: ' ' , ' • i CMB9SPEC NL Zero Allow Uplift 0001000 CMB10SPEC-NL ' , Zero. '' • Allow Uplift 0.001000 • .' '' '' . , . . . . ' CMB11SPEC NL Zero Allow Uplift 0001000 ': Zero • • Allow Uplift • . 0.001000 • •: '. • , . • •. , •; . : .. • • • . ' • 1CMB12SP CMB13SPEC NL Zero Allow Uplift 0 001000 1CMB14SPEC NL Zero Allow Uplift 0.001000:' Page 14 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 56 2016-'07-11 -LEGOLAND MF Foundations fdb SAFE 02:3.2.- License #25EEF 4.,' Model loading 13 July 2016 Table 18 Load Cases 02 Static * /LoadCise ' InitialCond ATypéReiFeToi1 4t t . CMB15SPEC-NL ' Zero, Allow Uplift 0.001000 CMB16SPEC NL Zero Allow Uplift 0001000 CMB17SPEC NL Zero Allow Uplift 0001000 CMB18SPEC-NL ' ZerO: Aiiow Uplift. ' •0001000. CMB19S13EC NL Zero Allow Uplift 0.001000 CMB20SPEC NL Zero Allow Uplift 0.001000 CMB21 SPEC NL Zero Allow Uplift 0.001000 CMB22SPEC NL Zero Allow Uplift 0 001000 CMB23SPEC NL Zero Allow Uplift 0.001000 CM1324SPEC NL Zero Allow Uplift 0 001000 HINGE1 L Zero Linear HINGE2 L Zero Linear HINGE3 L Zero Linear HINGE4 L Zero Linear H1NGE5L ' ' ' ' ' Zero Linear'.. HINGE6 L Zero Linear HINGE7 L Zero Linear HINGE8 L 'Zero',Linear Tale 19 Load Cases 06- Loads Applied Table 19 Load Cases 06 Loads Applied 16 Cse ' Load Pat . SF '•.• .'. •' .'. ', SS•;. ?• '.+\ .:. ' . .' ' S , . : ' ' ' S 5 • 5 ' S ' S ' S S ..DEAD DEAD 11.000000 LIVE LIVE 11.000000 SUPERDEAD SUPERDEAD i.000000 EQX EQX 1.000000 EQXP ,. • ,; EQXP : : •. '1:000000 . : • ' • •'• :' ' '' 5 5 5 , EQXN EQXN 1.000000. EQY EQY .1.000000' EQYP EQYP 1.00.0:000 EQYN EQYN .1.000.000 SERV1GRAV NL DEAD 1.000000. SERV1GRAV NL SUPERDEAD .1 .000000 SERV2GRAV NL DEAD 1.000000 SERV2GRAV NL SUPERDEAD .1 .000000 SERV2GRAV NL LIVE 1.000000 SERV1 NL DEAD 0900000 SERV1 NL SUPERDEAD 0900000 SERV1 NL EQX 0.714286 11. SERV2 NL DEAD 0900000 SERV2 NL SUPERDEAD 0900000 SERV2 NL EQX -0.714286 SERV3 NL DEAD 0900000 SERV3 NL SUPERDEAD 0900000 SERV3 NL EQXP 0.714286 SERV4 NL DEAD 0 900000 SERV4 NL SUPERDEAD 0900000 SERV4 NL EQXP -0.71428'6 SERV5 NL DEAD . 0900000 SERV5 NL SUPERDEAD 0900000 Page 15 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 57 20167Q7-1 .1 D MF Foundations _LEG.OLAN fdb SAFE v12.3.2 License #25EEF 4 Model loading 13 July. 2016 Table 19 Load Cases 06 Loads Applied SJ1 •. ; . . . SERV5-NL EQXN 0.714286. SERV6 NL DEAD .0 .900000 SERV6 NL SUPERDEAD 0.900000 . SERV6-NL : EQXN . -0.714286• • • .• • • . •. . . • .; .. •. •. : . • SERV7 NL DEAD 0.900000 SERV7NL SUPERDEAD 0900000 SERV7NL EQY 0714286 SERVB NL DEAD 0 900000 SERV8 NL SUPERDEAD 0.900000 SERV8 NL EQY -0.714286. SERV9 NL DEAD 0.900000 SERV9 NL SUPERDEAD 0.900000 SERV9 NL EQYP 0.714296 SERV10 NL DEAD 0.900000. SERV10 NL SUPERDEAD 0900000 SERV10 NL EQYP 0.714286 SERV1 1 NL DEAD 0900000 SERV11 NL SUPERDEAD 0900000 SERV11 NL EQYN 0714286 SERV12 NL DEAD 0.900000 SERV12 NL SUPERDEAD 0.90.0000, SERV12NL EQYN 0714286 SERV13 NL DEAD 1.000000 SERV13 NL SUPERDEAD 1.000000 SERV13 NL LIVE 1.00.000.0, .SERV13 NL EQX 6.714286 SERV14 NL DEAD 1.000000. SERV14 NL SUPERDEAD 1. 000000 SERV14 NL LIVE 1 M0000 SERV14 NL EQX -0.714286 I SERV15 NL DEAD 1'.000000 SERV15 NL SUPERDEAD 1.000000 SERV15 NL LIVE 1'.000000 SERV15 NL EQXP 0.714286 SERV16 NL DEAD 1 000000 SERV16 NL SUPERDEAD 1.000060 SERV16 NL LIVE 1,000000 SERV16 NL EQXP 0 714286 SERV17 NL DEAD -1:000000 SERV17 NL SUPERDEAD 1 000000 SERV17 NL LIVE i.000000 SERV17 NL EQXN 0714286 SERV18 NL DEAD 1.000000 SERV18 NL SUPERDEAD 1.000000 SERV18 NL LIVE 1.000000 SERV18 NL EQXN 1-0.714286.' SERV19 NL DEAD 1 000000 SERV19 NL SUPERDEAD 1 000000 SERV19 NL LIVE 1.000000 SERV19 NL EQY 0 714286 SERV2O NL DEAD 1.000000 SERV20 NL SUPERDEAD '11.000,0001 NL LIVE 1 000000 .SERV20 SERV20 NL EQY -0.714286 Page 160f194 1 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 58 201.6-07-11 LEGOLANU MF Foundations fdb SAFE v12.3.2 License #25EEF 4 Model loading t 13 July 2016 Table 19: Load Cases 06- Loads Applied . : . . : CoàdPát4 SFi . . S - SERV21-NL DEAD . 1.000000: . . . . . . . .• . SERV21-NL SUPERDEAD 1.000000 SERV21 NL LIVE '1.000000. SERV21 NL wEQYP 0 714286 SERV22 NL DEAD 1.000000 SERV22 NL SUPERDEAD 1.000000 SERV22 NL LIVE 1.000000 SERV22-NL ........EQYP . -0.714286 •. . . . SERV23 NL DEAD 1 000000 i ,SERV23-NL. SUPERDEAD 1.000000 SERV23NL . .LIVE 1.000000 .. . : .........SERV23NL . QTh SERV24-NL DEAD 1.000000 SERV24-NL . SUPERDEAD. 1000000 : . . . . . :. ... SERV24 NL LIVE 1.0000 00 SERV24-NL . EQYN -0.714286 . .5 . .. . . . CMB1GRAV NL DEAD 1.400000 CMB1GRAV-NC SUPERDEAD . 1.400000 : CMB2GRAV NL DEAD 1 200000 CMB2GRAV NL SUPERDEAD 1.200000 :CMB2GRAV-NL . LIVE 1.600000 . . . ; •. CMB1 SPEC NL DEAD .1 .360000 'CMB1SPEC-NL SUPERDEAD 1.360000 CMB1SPEC NL LIVE 1.000000 CMB1SPEC NL EQX 1 000000 .,CMB2SPEC-NL : DEAD .• 1.360000 CMB2SPEC NL SUPERDEAD 1.360000 CMB2SPEC NL LIVE 1.00000 0 CMB2SPEC NL- :EQX 4.000000 CMB3SPEC NL DEAD 1.360000 CMB3SPEC NL SUPERDEAD 1 360000 CMB3SPEC-NL LIVE . . 1.000000 . .., . . . .. . . ... . . : CMB3SPEC NL EQXP 1.000000 CMB4SPEC-NL . . DEAD . •. 1.360000. CMB4SPEC NL SUPERDEAD 1.360000 CMB4SPEC$JL . LIVE. 1.000000 . : •• : . . :. CMB4SPEC-NL: . :EQXP . -1.000000 CMB5SPEC NL DEAD 1.360000 CMB5SPEC-NL SUPERDEAD.,1.360000 . . . . S. 6MB5SPEC NL LIVE 1.000000 CMB5SPEC NL EQXN 1.000000 ;CMB6SPEC-NL : DEAD ,. 1.360000 CMB6SPEC-NL SUPERDEAb . 1.360000 . . . 5 . ,. S : • CMB6SPEC NL LIVE 1.000000 CMB6SPEC NL EQXN -1.000000 CMB7SPECNL . . DEAD 1.360000 CMB7SPEC NL SUPERDEAD 1.360000. : CMB7SPEC*JL . .. LIVE . . .1.000000 . : . . . ••. : . ., . . S CMB7SPEC NL EQY 1.000000 CMB8SPEC NL DEAD 1 360000 CMB8SPEC-NL SUPERDEAD 1.360000 CMBBSPEC-NL LIVE . • 1.000000 • . : . • . :: . • . NL EQY 1 000000 .CMB8SPEC CMB9SPEC NL DEAD .1.-360000 Page 17 of 94 ik.5, ,• S • Hope-Amundson 216003 00 Calculations by M Nekuda LF - 59 2016 07 11_LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 4 Modelloading 13July2016 Table 19 Load Cases 06 Loads Applied LoidOil 'SP .• ..• 10. 41, CMB9SPEC-NL SUPERDEAD 1.360000 CMB9SPEC-NL LIVE 1.000000. . .. . . . . . . . CMB9SPEC-NL EQYP 1.000000 CMB1OSPEC NL DEAD 1.360000 CMB10SPEC NL SUPERDEAD 1 360000 CMB1OSPEC NL LIVE 1.000000 6MB10SPEC NL EQYP -1.00,0000 CMB11SPEC NL DEAD 1.366000 6MB11SPEC NL SUPERDEAD 1.360000 CMB11SPEC NL LIVE 1.000000 CMB11SPEC NL EQYN .1 .000000 CMB12SPEC NL DEAD 1.360000 CMB12SPEC NL SUPERDEAD .1 .360000 CMB12SPEC NL LIVE 1.060000 6MB12SPEC NL EQYN .-1.000000-. CMB13SPEC NL DEAD 0 740000 CMB13SPEC NL SUPERDEAD 0340006, CMB13SPEC NL EQX 1.000000 CMB14SPEC NL DEAD 0.740000 CMB14SPEC NL SUPERDEAD 0,740000 6MB14SPEC NL EQX 11.000000 CMB15SPEC NL DEAD 0.740000. CMB15SPEC NL SUPERDEAD 0.740000 CMB15SPEC NL EQXP 1 000000 CMB16SPEC NL DEAD 0.740000 NL .CMB16SPEC SUPERDEAD 0.740000 CMB16SPEC NL EQXP -1.000000 CMB17SPEC NL DEAD 0.740000. CM1317SPEC NL SUPERDEAD 0.740000 CMB17SPEC NL EQXN 1.000000 6M1318SPEC NL DEAD 0 740000 CMB18SPEC NL SUPERDEAD 0.740000 CMB18SPEC NL EQXN -1.000000 CMB19SPEC NL DEAD 0 740000 CMB19SPEC NL SUPERDEAD 0340000 CMB19SPEC NL EQY 1.000000' CMB20SPEC NL DEAD 0.740000 CMB20SPEC NL SUPERDEAD 0.740000 CMB20SPEC NL EQY -1.000000 CMB21 SPEC NL DEAD 0740000 r CMB21 SPEC NL SUPERDEAD 0740000 CMB21SPEC NL EQYP 1.000000 1CM1322SPEC NL DEAD 0.740000 CMB22SPEC NL SUPERDEAD 0.7-40000 CMB22SPEC NL EQYP -1.000000* CMB23SPEC-NL . DEAD 0.740000 : CMB23SPEC NL SUPERDEAD 0.740000 CM1323SPEC NL EQYN 1.000000 CMB24SPEC NL DEAD 0.740000 CMB24SPEC NL SUPERDEAD '0340000. CMB24SPEC NL EQYN -1.000000 HINGE1 L DEAD 1.360000 . HINGE1 L HINGE1 L SUPERDEAD LIVE 1.360000 1,;000000 Page 18 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 60 2016-0771 1-LEGOLAND MF Foundations 1db SAFE v12.3.2 License #25EEF 4 Model loading 13 July 2016 Table 19 Load Cases 06 Loads Applied SF, : HINGE1-L MPRY 1.000000 S HiNGE2 L DEAD 1.j60000 HINGE2 L SUPERDEAD 1.316000 0 HiNGE2 L LIVE 1.000000 HiNGE2 L MPR V -1.000000 HINGE3 L DEAD 1.360000 HINGE3 L SUPERDEAD 1.360000 HiNGE3-L LIVE 1.000000 : HINGE3 L MPR X 1.000600 HINGE4 L DEAD 1.360600 HINGE4 L SUPERDEAD 1.360000 H1NGE4L LIVE. 1.000000 . . . S. HiNGE4 L MPR X .-1.000000 HINGE5 L DEAD 0 740000 H1NGE5-L : SUPERDEAD 0.740000 - •• t HiNE5-L MPR-Y. 1.000000 • : • : HINGE6 L DEAD 0.740000 HINGE6-L ISUPERDEAD. 0.740000 HiNGE6-L MPR-Y : - S HiNGE7 L DEAD 0 740000 HiNGE7 L SUPERDEAD 0.740006 HINGE7 L MPR X 1 000000 HINGE8 L DEAD 0.740000 HINGE8 L SUPERDEAD .0 .740000 H1NGE8-L. MPR-X -1.000000. • • . . 4.3. Load combinations Table 20 Load Combinations Table 20 Load Combinations Combo." Load f SF Type , DSStrength DSServinit , , DSServNöbervLong I . ENVELOPE SE SERV1 1.00000 Envelope No No . Yes No • RV 0 ENVELOPE SE SERV2 1.00000 RV 0 ENVELOPE SE' SERV3 .1 .06000 RV 0 ENVELOPE SE- SERV4 • • 1.00000 . .• • : • :. : RV S • • 0 .. 5.. ENVELOPE_SE SERV5 1.b0000 RV 0 ENVELOPE SE SERV6 1.00000 RV 0 ..ENVELOPE SE SERV7 1.00600 RV 0 ENVELOPE-SE . SERV8 1.00000 RV 0 ENVELOPE* SE SERV9 1.00000 RV.0 -S • ENVELOPE-SE SERV1O : 1.00000 • - S • • : S • - - RV 0 Page 19 of 94 t t S S • . • • Table 20: Load Càmbinatlons /'sF .• DSServLoi ,.. ENVELOPE _SE SERV11 1.00000 RV .. . . 0 ENVELOPE—SE SERV12 1.00000 RV 0 ENVELOPE SE SERV13 , 1.00000 H' - '0 ... .' .' ENVELOPE—SE SERV14. '. 1.00000 RV 0 ENVELOPE SE SERV15 1.00000 FW 0 ENVELOPE SE SERV16 ' . 1.00000 RV '0 ENVELOPE SE . ' SERV17 1.00000 RV 0 ENVELOPE SE SERV18 1.00000' RV' . ' 0 ENVELOPE SE- sERv,19. . ' 1.00000 RV 0 ENVELOPE_SE. ' ' ' SERV20 . 1.00000' RV 0 ENVELOPE—SE SERV21 1.00000 RV 0 ENVELOPE SE' ' . 5ERV22 1.00000: RV 0 ENVELOPE SE SERV23 1 00000 RV 0 ENVELOPE _SE SERV24 . , 1.00000 ' ' . • . ' . , : , ' S RV . 0 .SERV1GRAV SERV1GRAV-NL ' 1.00000 Linear Add' Yes ,, ,' ' No , ' No - . No •' • : ' 5 • . S ' S SERV2GRAV SERV2GRAV NL l..00000 Linear Add Yes No No No 0 SERV1 ' . . SERV1NL 1.00000 Linear. Add ' ' No'..' No ' '' Yes. " No ' ' • 0 .SERV2 ' • SERV2-NL . 1.00000 Linear'Add ' No ' . No . ' Yes; ' No 0 SERV3 SERV3 NL 1.00000 Linear Add No No Yes No - - .• ' .. ' 5 SERV4 . SERV4-NL 1.00000' . Linear Add ' ' . No : -No ' Yes '' ' . • : - No • . 0 SERV5 SERV5 NL .1 .00000 Linear Add No No Yes No 0 SERV6 SERV6 NL 1.00000 Linear Add No No Yes No £ 0 SERV7 SERV7 NL 1.00000 Linear Add No No Yes No 0 'SERV8 SERV8-NL. 1.00000 'Linear Add ' No ' . •, No. . . Yes ' ' ' No' 5 '- . 5' 5 • '0' .'' , , .4 , . , .:.' . 4 SERV9 SERV9 NL 1.00000 Linear Add Now No Yes No 0 SERV10 ' , SERV10-NL • 1.00000 Linear Add ' ' • No ' ' '. No • ' Yes . No 0 SERV11 ' • SERV11-NL • 100000 ' Linear Add ' No " ' No . . 'Ye : ' No 0 - SERV12 ' : ' SERV12-NL 1.00000, Liner'Add , . No .' - 'No '. • ' . Yes ' No • ' ' ' : 0 SERV13 SERV13 NL .1.00000' Linear Add No No Yes No , .0•. .OI..'. SERV14 SERV14 NL .1 ,00000 Linear Add No No Yes No S S , - . '' S S ', ' ','':.. .5. 5 '• S Page 20 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 62 2016-07-1 I—LEGOLAND W foundationsIdb SAFE 02.32.- License #25EEF 4 Model loading 13 July 2016 ': ' ', 0 SERV16 " SERV16-NL .1.00000 Linear Add ' No No Yes No :0' SERV17 . ' SERV17-NL 1.00000 Linear Add. No ' No . . ' Yes . N . ' 0 SERV18 SERV18 NL 1 00000 Linear Add No No Yes No 0 , SERV19 SERV19 NL 1.00000 Linear Add No No Yes No 0..'.. SERV20 SERV20 NL 1:00000 Linear Add No No Yes No .0 'f. ..' ' '" ' '' SERV21 SERV21 NL 1.00000 Linear Add No No Yes No 0 SERV22 SERV22 NL 1 00000 Linear Add No No Yes No 0 ' : ' '''. .. .. . . . . 'SERV23 SERV23NL 1.00000 Linear Add No' No ' ' Yes ' . No 0 . ' . SERV24 " ' .8ERV24-NL ' 1.00000 .: Linear Add No. No. ' :' : Yes ' ," .. 'No 0 CMB1GRAV CMB1GRAV NL i.00000 Linear Add Yes No No No 0 CMB1GRAV CMB1GRAV NL .-..1.00000 0 CMB2GRAV CMB2GRAV NL 1.00000 Linear Add Yes No No No 0 CMB1SPEC CMB1SPEC NL 1.00000 Linear Add Yes No No No 0 :.CMB2SP.EC .. CMB2SPEC-NL. .1:00000 Linear Add . 'Yes No No , ' , ' No , 0 CMB3SPEC CMB3SPEC NL 1.00000 Linear Add Yes No No No 0 CMB4SPEC ' CMB4SPEC-NL '1.00000, Linear'Add '' Yes ' 'No '. 'No' . , . No : ' • 0 . ' . ' •. . ' . . CMB5SPEC CMB5SPEC NL 1.00000 Linear Add Yes No No No '0 : . ' ' ' ' .: ' . :' • , 1CMB6SPEC CMB6SPECNL "..1.00000, Linear Add Yes : No , . ' ' No No, . . . • 0 CMB7SPEC CMB7SPEC-NL " 1.00000: Linear Add ', , Yes , No No ' ' ' No 0 CMB8SPEC CMB8SPEC NL 1 00000 Linear Add Yes No No No :. •' , .' 0. CMB98PEC CMB9SPEC NL 1-.00000 Linear Add Yes No No No 0 CMB1OSPEC CMB10SPEC NL 1'.00000 Linear. Add Yes No No No 0 CMB11SPEC CMB11SPECNL , 1.00000 Linear'Add Yes , 'N. , ' No '. ' No • 0' CMB12SPEC-NL 1.00000 Linear Add ', Yes . , . No , : No ' No 0 'CMB13SPEC CMB13SPEC-NL ' 1.00000,' Linear Add " Yes :'No'" . , .No , . '., . No",,:. . .0 ' • ,' , : ,' .*.",' • '.CMB14spEc CMB14SPEC-NL 1.00000 Linear Add ' Yes ' , , No.:' • ' No ' ', No ." ;' .1 • 0 1CMB15SPEC CMB15SPEC NL 1.00000 Linear Add Yes No No No 0 ' 6MB16SPEC . CMB16SPEC-NL 1.00000 Linear Add Yes . No . '. , No ' No' ' 0 CMB17SPEC, O CMB17SPEC-NL: 1.00000 Linear Add Yes " ' '' No.* No ,. ' No. H' ' .' o' '' ': ' .'.' . .' ". .'•''' Page 21 of 94 I Hope-Amundson 216003 00 Calculations by M Nekuda LF - 63 2016-07-1.1 LEGOLAND MF Foundations fdb SAFE 02.3.2 License #25EEF 4 Model loading 13 July 2016 Table 20 Load Combinations ' ?'SF Te DSStrengfhSn,rnitDSServNorin DS Lóng .. CMB18SPEC .CMB18SPEC-NL 1.00000 :Linear Add Yes '. 'No . No . No 0 CMB19SPEC CMB19SPEC NL 1.00000 Linear Add Yes No No No 0 CMB20SPEC CMB20SPEC-NL 1.00000 Linear Add : Yes : No . No . : No •' 0 CMB21SPEC CMB21SPEC NL 1.00000 Linear Add Yes No No No '3. . CMB22SPEC CMB22SPEC NL 1.00000 Linear Add Yes No No No : 0 2 . .. . . . . . . CMB23SPEC . CMB23SPEC-NL. 1.00000 Linear Add Yes ; No ' No, . .. No . ...., 0 .. .; ... . ,, CMB24SPEC . CMB24SPEC-NL 1.00000 Linear Add . Yes No .' No '': : No 0 ENVELOPE—CO CMB1GRAV 1 00000 Envelope Yes No No No MB 0 ENVELOPE CO CMB2GRAV 1.00000 •' ' ' . ' . .• . .' ., .. MB. . 0 . . ,•.. '.,, . :ENVELOPE CO CMB1 SPEC .1.00000, MB 0 ENVELOPE_CO CMB2SPEC 1 00000 MB 0 ENVELOPE_CO CMB3SPEC 1.00000 MB 0 ENVELOPE CO CMB4SPEC '1.00000 MB 0 ENVELOPE—CO',- CMB5SPEC 1.00000 MB .ENVELOPE _CO CMB6SPEC 0 000000 . MB ... . . 0 •. •. •. •' .' ENVELOPE CO CMB7SPEC 1.00000. MB 0 ENVELOPE CO CMB8SPEC 1.00000 MB ' . ' 0 • ', . .' ' . ENVELOPE CO . CMB9SPEC 1.00000 • , .. ... .. ',. : . MB 0 ENVELOPE_CO CMB10SPEC 1.00000 MB 0 ENVELOPE_CO CMB1 1 SPEC 1.00000 .' MB. . .0 •. . . , . V.. ENVELOPE_CO CMB12SPEC .1 .00000 ' MB 0 ENVELOPE CO • CMB13SPEC ' 00000. • ' . . . . • ' . .: . • ' . •• . • . : . •, MB.: . . . . . . 0 'ENVELOPE CO- CMB14SPEC 11.00000 MB 0 ENVELOPECO _ CMB15SPEC 1.00000- MB 0 ENVELOPE _CO CMB16SPEC 1.00000 .$• MB . . ... . V . ' V ',f ENVELOPE_CO CMB17SPEC 1.00000 MB 0 1 ENVELOPE CO _ CMB18SPEC 1.00000 MB 0 ENVELOPE CO CMB19SPEC 1.00000 MB 0 ENVELOPE-CO CMB20SPEC 1.00000 MB . 0 ENVELOPE -CO CMB21 SPEC 1'.00000- MB 0 Page 22 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 64 2016-07-11 LEGOLAND MF Foundations fdb SAFE 02.3.2 License #25EEF 4-Model loading 13 July 2016 Table 20: Load Combinations .......... . . ,. . . . . Combo "Load ' SF" It Tye DSStrength DSServInit DSServNormt DSServLong ENVELOPE Co CMB22SPEC 1.00000 MB 0 ENVELOPE CO CMB23SPEC 1.00000 ¼ • '. 0MB •• :. . ENVELOPE CO CMB24SPEC 1.00000 .. MB. . 0. ••- :. . : : ENVELOPE CO HINGE1 1.00000 MB. . ' ' 0 . . . •. : ENVELOPE_CO HINGE2 1.00000 MB 0 ENVELOPE_CO HINGE3 1.0 . 0000 MB 0 ENVELOPE CO HINGE4.: : :i.00000 : : ., ., ' .• . .. . S •S MB 0 ENVELOPE CO HINGE5 1.00000 MB 0 ENVELOPE CO HINGE6 1.00000 MB :: . o •. . .. : , ENVELOPE_CO HINGE7 1.00000 MB 0 ENVELOPE _CO : HINGE8 . . 1.00000 MB 0 ;HINGE1 . HINGE1-L . .1.00000 Linear Add Yes . No.: • . No No • 0 HINGE2 HINGE2 L 1.00000 Linear Add Yes No No No 0 HINGE3 HINGE3 L 1.00000 Linear Add Yes No No No . HINGE4 H1NGE4-L- 0 .. •, .100000 Linear Add . Yes • ,:..'. No : :. No • No : ......• •' .0: .5. 5, . S '• S HINGE5 HINGE5 L 1.00000 Linear Add Yes No No No 0 S :. . . : . . HINGE6 HINGE6 L 1.00000 Linear Add Yes No No No .. . . •. 0 . . • : ... HINGE7 . HINGE7L : .1.00000 Linear Add, . . Yes : . No No: No . .0 •. - . ' .. . HINGE8 HINGE8 L 1 00000 Linear Add Yes No No No .5 . 0 I .5 '•'• :'• . : . . 5.: ...., Page 23 of 94 Hope-Amundson 21600300 Calculations by M Nelcuda LF '2016-07-11 LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF Analysis Results -' . • 13 July 2016 •• . . • - • - - . . •- . . . .• 4 1 Analysis Results 14 E-3 -110! - •- . •• . .• -120 :• -130.- _140.- .5 • . • - 0 0•• ••- - 7 -1'50. IIIIL1IIIIIIII :170. S - 0 ..00 --• '• - J • • -- - -- - - - --- •• --- - • - - --190. - - - . •0• . . . .-, 0 -- -200.-. . • • 0 '-'S -210. -, 30. -240 I I - - . . I' . I • • . • -• - . - • '4 • 4 5 -• -S - - • .- - •. . - ' - .• . . - - 5 S . Figure -2: Deformed shape - - • - • Page 24 of 94 • • 0••• • • • • -. -S • - t S • • • S. •••'• -. . - . • - • - . . j • • • S • 75 DEAD 00087 00153 1422857 2590000 1250000 2590000 76 DEAD -0.0128 00144 161 4350 2.5000 157 5700 25000 90 DEAD 00077 00087 1530000 2590000 1460000 2590000 91 DEAD 00118 00129 1625700 25000 1625700 25000 p 105 DEAD 00082 00087 1635000 2590000 1635000 2590000 106 DEAD 00091 00118 1768950 25000 1653000 25000 120 DEAD 00086 00138 1670000 2590000 1855714 2590000 121 DEAD 00099 00116 1958957 25000 2107071 25000 135 DEAD 00137 00156 1880000 2590000 1892857 25.9.0.000 136 DEAD 00092 00116 2260050 25000 2144100 25000 151 DEAD 00106 00113 2376000 25000 2376000 25000 166 DEAD 00113 00123 2403300 25000 2414650 25000 60 EQX 00038 8100E04 1237143 2590000 1200000 2590000 75 EQX 00053 00010 1274286 2590000 1385714 2590000 .76 EQX 00029 00034 161 4350 25000 1575700 25000 90 EQX 00015 00013 1460000 2590000 1600000 2590000 91 EQX 00053 00029 1625700 25000 1625700 25000 105 EQX 8900E04 00013 1635000 2590000 1635000 2590000 106 EQX 00061 7400E04 1653000 25000 1846250 25000 120 EQX 8400E04 00053 1670000 2590000 181 8571 2590000 121 EQX 00026 00011 1884900 25000 2070043 25000 135 EQX 2900E04 00042 1892857 2590000 1880000 2590000 136 EQX 3700E04 00071 2144100 25000 2337350 25000 151 EQX 00055 00071 2376000 25000 2376000 25000 166 EQX 6400E04 00055 2414650 25000 2403300 25000 60 EQXP 00038 8600E04 1237143 2590000 1200000 2590000 75 EQXP 00054 00010 1274286 2590000 1385714 2590000 76 EQXP 00029 00033 1614350 25000 1575700 25000 90 EQXP 00015 00013 1460000 2590000 1600000 2590000 91 EQXP 00052 00028 1625700 25000 '162.5700. 25000 105 EQXP 9100E04 00013 1635000 2590000 1635000 2590000 106 EQXP 00060 7100E04 1653000 25000 1846250 25000 120 EQXP* '8.500E-04 00054 167 0000 259 0000 181 8571 :259.0000 121 EQXP 00025 00011 1884900 25000 2070043 25000 135 EQXP 2300E04 00043 1892857 2590000 1880000 2590000 136 EQXP 3800E04 000 69 2144100 25000 2337350 25000 151 EQXP 00054 00069 2376000 25000 2376000 25000 166 EQXP - -6.200E-04 00054 241 4650 25000 240 3300 25000 60 EQXN 00038 7500E04 1237143 2590000 1200000 2590000 75 EQXN 00053 9900E04 1274286 2590000 1422857 2590000 76 EQXN 00030 00034 161 4350 25000 1575700 25000 EQXN 00014 00012 1460000 2590000 1600000 2590000 .90 91 EQXN 00054 0.0.030 1625700 25000 1625700 25000 Page 25 of 94 Hope-Amundson 216003.00 Calculations by M. Neküda - . LF - 67 2016-07-1 1-LEGOLAND MF Foundations fdb SAFE 02.32 License #25EEF 5::Anaiysis results . . . ' . . . " : 13 July 2016 Table 21: Soil PressuresSummary S . Output , a MaxPress MinPress 'GIobaiXMax GiobalYMax ' GiobaiXMu&' GlobalYMin . .c . ft - jft\ . ,.,,ft - ft kip/in2 kip/1n2 , .. 105 . EQXN -8.700E-04 -0.0012 163.5000 259.0000 163.5000 259.0000 106 EQXN 0.0063 .7.800E-04 ...165.3000 2.5000 184.6250 '2.5000 . 120 : " EQXN -8.200E-04 -0.0053 167.0000 259.0000 181857.1 259.0000 121. . EQXN . 0.0027 . -0.0012 192.1929 2.5000 207.0043 2:5000 .135 EQXN -3.400E-04 -0.0042 189.2857 259.0000 . 188.0000 259.0000 136 EQXN 3.700E-04 -0.0072 214:4100 2.5000 ' 233.7350 . 2.5000 151 EQXN . -0.0056 : -0.0072 237.6000 2.5000 . 237.6000. .2.5000 166 VEQXN -6.600E-04 -0.0056 241.4650. 2.5000 240.3300 2.5000 60 . EQY . . 0.0017 6.800E-04 120.0000 259.0000 . .123.7143 259.0000 1 EQY. 6.900E-04 -1.400E-04 125.0000 . 259.0000 142.2857 V 259:0000 76 . . EQY: . -0.0013 -0.0031 161.4350 2.5000 . 157.5700 2.5000 90 . : EQY . 3.600E-04 -2.000E-04 . ' 160:0000 259.0000 146:0000 . 259.0000 91 . . EQY' . -5.000E-04 . -0.0013 ' , 162.5700 . , .2.5000 ' 162.5700. , 2.5000 105 . 3.600E-04 - . . 2.800E-04 ' 163.5000 259.0000 . 163.5000 259.0000 V V 106 ' ' EQY : : 3.800E-04 ' -5.000E-04 ' 169.1650 ' . 2.5000 165.3000. 2.5000 . V 120 ' ' . . EQY V , 2.800E-04. -9.800E-04 , 167.0000 259.0000 185.5714 259.0000 , 121 . EQY ' ' 3.300E-04 -1.700E-04 188.4900 2.5000 ' 207.0043 . 2.5000 EQY ' ' -9.700E-04 ''-0.0023 :188.0000 , 2590000, ' , 189.2857 ' 259.0000 136 EQY ' : ' 3.000E04 4.045E-05 ' .233.7350 . ' 2.5000 226.0050 ' 2.5000 151 ' EQY. : ' 6.600E-04 3.000E-04 , : 237.6000 V 2.5000. , 237.6000 V , 2.5000 166 . EQY ' ' , 0.0015 V6.600E:04 2414650 . 2.5000 : .240.3300 . 2.5000 60 ' ' EQYP , 0.0018 6.500E04 , 120.0000 259.0000 V , 123.7143 259.0000 ' V 75 ' V ' ' EQYP , , 6.500E-04 -1.800E-04 125.0000 . 259.0000 ' 131.1429 259.0000: V V ' '76 ' ' EQYP ' ' -0.0013 -0.0032 161.4350 ' 2.5000 157.5700 2.5000 . 90 : EQYP V 3.900E-04 . -2.300E-04 160.0000 ,259.0000 146.0000 . 259.0000 . . S.. 91 EQYP V -4.100E-04 . -0.0013 ' . 162.5700 ' 2.5000 162.5700 2.5000 105 ' EQYP . 3.900E-04 3.000E-04 V' 163.5000 259.0000 163.5000 , 259.0000 V : 106 ' . ' . EQYP ,' 4.700E04 V4.100E04 V' 169.1650 2.5000 165.3000 . 2.5000 .. , 120 '. . EQYP . 3.000E04 , 9.400E04 . . 167.0000, '259.0000 185.5714 . . 259.0000 121 V , ,', EQYP , 3.800E04 1.900E04 . 192.1929 2.5000 207.0043 ' : 2.5000 135 V ', EQYP .-9.400E-04- . -0.0024 .188.0000 259.0000 V 1892857 . '259.0000 136, ' , .' , EQYP' V 1800E-04 -1.400E-04 233.7350 , 2.5000 226.0050 2.5090 151 ' V EQYP. ,' 5.800E-04 1.800E-04' 237.6000 ' 2.5000 ' 237.6000 , . 2.5000 : V 166 , ' EQYP: 0.0015 5.700E-04 241.4650 V V 2.5000 ' 240.3300 ' V , 2.5000 V , ' 60 . ' ' EQYN '0.0016 7.200E-04 ' 120.0000 259.0000 ' 123.7143 V V, 259.0000'- 75 . ' ' . EQYN . 7.200E-04 -1.200E-04 . 125.0000 ' 259.0000 : 142.2857 . 259.0000 76 . , , EQYN , ' ' : -0.0014 : -0.0031 161.4350 ' 2.5000. ', . 157.5700 ,' 2.5000 V 90 V , ' EQYN , V V 3.400E-04 ' 1.700E-04 . 160.0000 259.0000 146.0000 . 259.0000 91 '- EQYN V -5.900E-04 ' -0.0014' .162.5700 ' 2.5000 V , , 162.5700 V 2.5000 i 105 - ' ' EQYN ' ' ' ' 3.400E-04 2.600E-04 V 163.5000 V 259.0000 163.5000 259.0000 106 ' EQYN . , . 2.900E-04 V T5.900E04 ' 169.1650 . 2.5000 - . 165.3000 - ' 2.5000 , V' .120 V ' ' EQYN 2.700E-04 -0.0010 167.0000 ' ' 259.0000 .185.5714 259.0000 V 121 , , : . .EQYN ', 2.800E-04 -1.400E-04 188.4900 ' ' 2.5000 . 210.7071 'V 2.5009 .135 - ' 'EQYN ' , V 0.0010 :0.0023 . 188.0000 - 259.0000 189.2857 - 259.0000 136 . .EQYN - 4.200E-04 -2.213E-05 . 233.7350 ' , 2.5000. - , . 214.4100 - 2.5000 151 , , ' EQYN ' 7.500E-04 4.200E-04 237.6000 V , - .2.5000 237.6000 2.5000 , V ' 166 EQYN ' , ' 0.0015' 7.400E-04 241.4650 - 2.5000 240.3300 - V '2.5000:' V 60 V ' CMB1GRAVNL : ' -0.0265 : -0.0300 123.7143 . 259.0000 120.0000 ' ' 259.0000 75 . VCMB1GRAVNL -0.0165 -0.0266' 142.2857 ..259.0000 . . 125.0000 . , 259.0000 ••V ' , 76 CMB1GRAV-NL' ' -0.0234 -0.0258 , 161.4350' , 2.5000' 157.5700 2.5000 :.- 90 ' CMB1GRAV-NL " . -0.0151 ' -0.0166 : :153.0000 ' 259.0000 146.0000 259.0000 V - 91 ' ' CMB1GRAVNL 0.0218 : -0.0235 162.5700 .2.5000 ' .162.5700 . - 2.5000 ', - , CMB1GRAV-NL - -0.0158 70.0165. , V 163.5000 .259.0000 - 163.5000 259.0000 V : S 105 106 CMB1GRAV-NL ' -0.0178 V 0.0218 173.0300 . 2.5000 165.3000 , 2.5000 ' -. - V * , ' . - V , , Page 26of94 ' Hope-Amundson 216003 00 Calculations by M Nekuda LF -.68 2016-07-11 LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 5 Analysis results 13 July 2016 Table 21 Soil Pressures Summary 'b ase Press I Globaii(Mix "GiobalVMax GlobaiXMin GiobalYMun kip/inc.kip/in2 'p" u ft ft 120" CMB1GRAV-NL ' -0.0164 ' -0.0242•• 167.0000 259.0000 185.5714 . 259.0000 121 CMB1GRAVNL 00189 00214 1958957 25000 2107071 25000 135 ' CMB1GRAVNL . . -0.0241 ' -0.0270 188.0000 259.0000' 189.2857 .' 259.0000 136 CMB1GRAV NL -0.0183 0 0214 226 0050 25000 214 4100 -2.5000 151 CMB1GRAV-NL -0.0207 -0.0220 . 237.6000 2.5000 237.6000 . 2.5000: '. •. ..166 CMB1GRAVNL 00219 00237 2403300 25000 2414650 25000 60 CMB2GRAV NL 00258 00296 -123.7143. 259 0000 120 0000 259 0000 75 . . CMB2GRAV-NL' -0.0153 ' ,-0.0260 142.2857 .259.0000 125.0000 259:0000 '76 CMB2GRAV-NL . -0.0223 .• -0.0249 161.4350 2.5000 157.5700 2.5000 - 90 CMB2GRAV-NL : -0.0138 , 0.0154 , 153.0000 . 259.0000 ' '146.0000 , , 259.0000 91 CMB2GRAV-NL -0.0207 -0.0225 , 162 5700 25000 162 5700 25000 105' ' CMB2GRAV-NL ' : ' ' -0.0146 , " -0.0153 . .163.5000 259.0000 ', ''163.5000 , . 259:0000 ' ' . •• 106 CMB2GRAV NL 00165 00207 173 0300 25000 165 3000 2.5.000 120 , , CMB2GRAV-NL . -0.0152 -0.0236 . 167.0000 : . 259.0000 ' '185.5714 , .259.0000 121 CMB2GRAV-NL -0.0176 -0:0201 195 8957 2.5000 210 7071 2.5000 135 CMB2GRAV NL -0.0234 .-.0.0265 188:0000 259 0000 189 2857 259 0000 136 ' CMB2GRAV-NL " ' -0.0169 , -0:0201 ' 226.0050 , 2.5000'' 214.4100 , 2.5000.: 151 CMB2GRAV-NL 00190 00203 237:6000 25000 -237.6000 .2 .5000 166 CMB2GRAV-NL 00201 00218 240 3300 25000 241 4650 25000 60 : : CMB1SPEC-NL - : -0.0239 '-0.0324 ' 123.7143 . .259.0000 '120.0000 259.0000 75 CMB1SPECNL 00157 00241 1422857 2590000 1250000 2590000 76 CMB1 SPEC NL -0.0212. -0.0301 161 4350 25000 157 5700 25000 90 CMB1SPECNL 00145 00173 1530000 2590000 1600000 2590000 91 CMB1 SPEC NL A.0172 -0.0214 162 5700 25000 162 5700 25000 105 CMB1SPECNL 00172 00176 1635000 2590000 1635000 2590000 .106 CMB1SPECNL 00136 00188 1691650 25000 1846250 25000 120 ' CMB1'SPEC-r'JL I ' ' 70..0175 -0.0295 ': 167.0000, 259.0000. 185.5714 . 259.0000 •. 121 CMB1SPECNL 00171 00224 1921929 25000 2070043 25000 135 ' " CMB1SPEC-NL , -0.0286 -0.0295' .189.2857 : 259.0000: . . 188.0000 . 259.0000 136 CMB1 SPEC NL 00203 00280 218 2750 25000 233 7350 25000 151 CM91 SPEC NL 00276 00280 237 6000 25000 237 6000 25000 .166: . CMB1SPEC-NL . -0:0246 ' -0.0278 241.4650 . .2.5000 240.3300 2.5000':: 60' ,CMB2SPEC-NL ' '' : -0.0307 ' -0.0317' :, 120.0000 . 259.0000 ' 123.7143: ' 259.0000 75 . CMB2SPEC-NL . -0.0178 -0.0317 . 142.2857: '259.0000 ' 1,25.0000 259.0000 76 CMB2SPEC NL 00234 00272 157 5700 25000 161 4350 25000 90 : , CMB2SPEC-NL' ' , -0.0147 : ' ' •0.0179 156.5000' 259.0000 : '146.0000 259.0000' . 91 CMB2SPEC-NL 00270 00277 162 5700 25000 162 5700 25000 105 CMB2SPEC-NL 0.0148 . ' '-0.0158 . 163.5000' 259.0000 . 163.5000 ' ' 259.0000 106' ' CMB2SPEC-NL -0.0200 -0.0277' : :176.8950 . . . 2.5000 . '165.3000 ' 2:5000 120 CMB2SPEC-NL 00150 00211 1744286 2590000 1855714 2590000 121. " .CMB2SPEC-NL' •. . -0.0194 ' -0.0226 : ' 203.3014 . 2.5000 , 192.1929: . . 2:5000 135 CMB2SPEC NL -0.0210 -0.0281 188 0000 259 0000 189 2857 259.000 0 136 CMB2SPEC-NL 00123 00217 229 8700 25000 214 4100 25000 : ' 151.. ' ' ' CMB2SPEC-NL ' . 40139 . -0.0167. 237.6000 . ' 2.5000 . 237.6000 : 2.5000: ' 166. . CMB2SPEC-NL . , : -0.0166 ' '.' .-0.0233. 240.3300 . 2.5000 241.4650 • • : . 2.5000 .. 60 : • CMB3SPEC7NL • '-0.0239 • -0.0324 123.7143 259.0000' 120.0000 • 259.0000' • 75 CMB3SPECNL 00157 00240 1422857 2590000 1250000 2590000 76: ' CM83SPEC-NL • ' -0.0213 ' -0.0301' .161.4350 • 2.5000 . 157.5700 ,. , 2.5,000 90 CMB3SPECNL 00145 00173 1495000 2590000 1600000 2590000 91 , CMB3SPEC-NL • ' -0.0173 • • 0.0214 • • ' 162.5700 •. 2.5000 162.5700 • 2.5000' • 105' • : CMB3SPEC-NL ' : : -0.0173 : -0.0176. • 163.5000 • , . 259.0000 , 163.5000 • • 259.0000 : • 106 • CMB38PECNL 00137 00188 1691650 25000 1846250 • 25000 . • CMB3SPEC-NL • -0.0175 • '-0.0295 167.0000 ' 259.0000 185.5714 ' 259.0000 • ',' . .120 121 • • CMB3SPEC7NL -0.0172 70.0224 192.1929 2.5000 ' 207.0043 • 2.5000 • :. . ' ; • • • . • '•' •• • . Page 27, of 94 • . . . . • Hope-Amundson 216003 00 Calculations by M Nekuda LF - 69 2016-07-11 LEGOLAND MF Foundations Mb SAFE v12.3.2 License #25EEF 5 Analysis results 13 July 2016 •" Table 21: Soil Pressures -Summary .. iOuutCase MaPress MhiPress di6aiXMaxGIobaiYMax tGlbaiXMinGkthaWM1 ft r ft ;. ft - . kip/in2 kip/1n2 135 CMB38PEC-NL -0.0286 -0.0295 189.2857 259.0000 188.0000 259.0000 136 CMB3SPEC-NL' -0.0203 -0.0278 218.2750 2.5000 233.7350 2.5000 'l 51 CMB3SPEC NL 00275 00278 237 6000 2.5000 237 6000 25000 .166 CMB3SPEC-NL -0.0246 -0.0276 241.4650 2.5000 240.3390. : 2.5000 60 CMB4SPEC-NL -0.0307 -0.0317 120.0000 259.0000 123.7143 259.0000 75 . CMB4SPEC-NL -0.0179 -0.0317 : 142.2857 259.0000. 125.0000 . 259.0000. 76 CMB4SPEC-NL -0.0235; . -0.0272. 157.5700 2.5000 161 .4350 . 2.5000 . -.90 CMB4SPEC-NL: -0.0146 -0.0179 160.0000 259.0000 146.0000 259.0000. 91 . CMB4SPEC-NL -0.0270 -0.0276 162.5700 2.5000 162.5700 2.5000 105 CMB4SPEC-NL: 0.0147 .0.0158 . 163.5000 259.0000 163:5000 259.0000 '106 CMB49PECNL . -0.0200 -0.0276 176.8950 2.5000 165.3000 . 2.5000 ( 120 CMB4SPEC-NL. -0.0149. -0.0210 . 174.4286 - 259.0000 . 185.5714 . 259:0000 CMB4SPECLNL . -0.0194 -0.0226 203.3014' 2.5000 192.1929 - 2.5000 135. CMB4SPEC-NL: -0.0209 -0.0281 188.0000 259.0000 189.2857 259.0000 136 " CMB4SPEC-NL . -0.0125 -0.0217 233.7350 . 2.5000 214.4100 2.5000 151 CMB4SPEC-NL •• -0.0140 -0.0168 : 237.6900 2.5000 . 237.6000 2.5000 166 . CMB4SPEC-NL . : -0.0168 •' -0.0233 240.3300 .' 2.5000 241.4650 2.5000 . 60 CMB5SPEC-NL 0.0240 0.0323, 123.7143 259.0900: 120.0000 . . 259.0000 cMB5spEc-NL ' -0.0157 . -0.0241 142.2857 .' 259.0000 . 125.0000 .• 259.0000 " 76 CMB5SPEC-NL. 0.0212 . -0.0302 . 161.4350 . ' 2.5000 157.5700 . - 2.5000 . 90 CMB5SPEC-NL 00145 00173 1495000 2590000 1600000 2590000 91. '. CMB5SPEC-NL -0.0171 .'-0.0213 162:5700 2.5000 ' 162.5700 ' 2.5000 . . •' . 105 CMB5SPEC-NL . -0.0172 -0.0176 163.5000 : 259.0000 163.5000 259.0000 . . 106 •. CMB5SPEC-NL ' . 0.0135 . _'-0.0187. 169.1.650 . 2.5000 184.6250. , 2.5000 '. . 120 • CMB5SPEC-NL -0.0175 -0.0295 167.0000 . 259.0090 . 185.5714 259.0000 . 121 CMB5SPEC-NL 0.0171' -0.0224. 192.1929 . 2.5000 207.0043 . . 2.5000 . S. 135 CMB5SPEC-NL -0.0287 -0.0295 : 189.2857. 259.0000 188.0000 259.0000 . 136: CMB5SPEC-NL. :' -0.0204 , . -0.0281. . 218.2750. , 2.5000 233.7350 . 2.5000 - - . 151 CMB5SPEC-NL -0.0277' . . -0.0281 : 237.6000 2.5000 237.6000 . 2.5000 166 CMB5SPEC-NL -0.0246 -0.0279 , 241.4650 ' 2.5000 240.3300 - 2.5000 60. CMB6SPEC-NL . .' '35 -0.0316 ' ' 120.0000 259.0000 123.7143 259.0000: 75. CMB6SPEC-NL " -0.0178 . -0.0316: . 142.2857 259.0000 125.0000 : .259.0000 . .. 1 .76 CMB6SPEC-NL , ; -0.0234 . -0.0273 157.5790 ' 2.5000 16114350 2.5000. 90 CMB6SPEC-NL 00147 00179 1565000 2590000 1460000 2590000 91 CMB6SPEC-NL . '. -0.0271 -0.0278 162.5700: 2.5000 ' 162.5700 2.5000 105. cMB6sPEc-NL -0.0148 . -0.0159 . 163.5000 259.0000 163.5000 ' 259.0000 . 106 :CMB6SPEC-NL '-0.0201 -0.0278 ' .176.8950 . 2.5000 165.3000 : ' 2.5000 .120 . CMB6SPEC-NL ' . -0.0150 -0.0211 .174.4286 • 259.0000 185.5714 259.0000 +121 CM66SPECNL ; -0.0194 -0.0227' 203.3014 : 2.5000 192.1929 . 2.5000 135 . " CMB6SPEC-NL -0.0210 -0.0280 188.0000 . . 259.0000 . 189.2857 ' . 259.0000 - 136 ;; CMB6SPEC-NL' .-0.0122 . -0.0217 . 229.8700 . 2.5000 . 214.4100 2.5000- :151 CMB6SPEC-NL . -0.0137 '-0.0166 237.6000 , , 2.5000 237.6000 2 ' 2.5000 166 ' CMB6SPEC-NL -0.0165 :0.0233 ' 240.3300 2.5000 241.4650 2.5000' • : 60'- . CMB7SPECNL ,:' .-0.0270 ' • -0.0299 123.7143 •' '259.0000 ' 120.0000 '259.0000 1. 75 :CMB7SPEc-NL • ' 0.0169 -0.0272 142.2857 ' 259.0000 . 125:0000. 259.0000 76 .CMB7SPEC-NL • ' -0.0254 , -0.0299 161.4350 2.5000 157.5700 • 2.5000 .' 90 6MB7SPEC-NL ' -0.0152 '-0.0170" 153.0000 259.0000 146.0000 259.0000 91 CMB7SPEC NL 00230 -0.0256 162 5700 2.5000 162 5700 2.5000 105 CMB7SPEC-NL 00157 00164 1635000 2590000 1635000 2590000 '106 " CMB7SPEC-NL ' -0.0178 ' • .-0.0230 173.0300 2.5000 '165.3000 ' 2.5000 120 ..CMB7SPEC-NL 00163 00263 1670000 2590000 1855714 2590000 121 ' : CMB7SPEC-NL, -0.0191 • -0.0220 195.8957 2.5000 ' 210.7071 ' • 2.5000' • . 135 ..136 • : CMB7SPEC NL CMB7SPEC-NL • -0.0186 -0.0261-0.0307'..188 -0.0220 . 0000 226.0050 , 259 0000 2.5000 1892857 ' 214.4100 , , 259 0000 2.5000' • • •i • ' . • • • .' S . Page 28 of 94 • ' . '.• Hope-Amundson 216003 00 Calculations by M Nekuda LF - 70 2016-07-11 LEGOLAND MF Foundations fdb SAFE v12 32 License #25EEF 5 Analysis results 13 July 2016 Table 21 Soul Pressures Summary PaneI • OututCase MaxPr&ss ..MinPress GlobalXMax GiobalYMax iXMinGIobaiVMun1 ip/in2 kip/in2L :44ft ft ft A4 ' ttl 151 CMB7SPEC-NL'' . . -0.0206 -0.0216 " 237.6000 . 2.5000 237.6000 . :2.5000 :.i CMB7SPEC-NL , -0.0214 '-0.0225 : 240.3300 2.5000 241.4650 . 2.5000 : 60' . GMB8SPECNL -0.0284 -0.0333 123.7143 ., 259.0000 120.0000 '259.0000 75 CMB8SPEC-NL : -0.0166 -0.0286 142.2857 259.0000 ', 125.0000' 259.0000' 76 ' CMB8SPEC-NL : '-0.0228 -0.0237 .161.4350 .....2.5000 : '. 157.5700 •: ' 2.5000 90 CMB8SPEC NL 0 0153 0 0167 153 0000 259 0000 146 0000 259 0000 ' ' , . . 91 . CMB8SPEC-NL ' ' , -0.0220 '-0.0230" .162.5700 ' 2.5000. 162:5700' : '2.5000. . 105 CMB88PECNL 00164 00170 1635000 2590000 1635000 2590000 106 CMB8SPEC NL 00184 00220 173 0300 25000 165 3000 2.5000 - '120 ' : CMB8SPEc-NL ' , . -0.0169 . -0.0243 . 167.0000 : 259.0000 . 185.5714 259.0000 : S . , ,121 ' ' CMB8SPEC-NL. . -0.0194. -0.0219 195.8957 '. ' 2.5000 210.7071 ' 2.5000. 135 CMB8SPECNL 00242 00260 1880000 2590000 1892857 2590000 136 CMB8SPEC NL 00185 00219 2260050 25000 2144100 25000 151 CMB8SPEC'NL' -0.0212 ' ' -0.0229 . 237.6000'' ' 2.5000 237.6000 ' 2.5000. 166 CMB8SPEC NL .-0.0228 -0.0254 240 3300 2.5000 241 4650 25000 60 ' ' CMB9SPEC-NL ' , -0.0270 ' -0.0298 ' 123.7143 . 259.0000 120.0000' 259.0000 75 CMB9SPEC-NL' ,' ' -0.0169 -0.0272 - 1422857, . 259.0000' '. 125.0000 259.0000,' 76' , CMB9SPEC-NL -0.0254 . -0.0300 161.4350 . 2.5000 157.5700: ' 2.5000 90 CM89SPECNL 00152 00170 1530000 2590000 1460000 2590000 91 CMB9SPEC NL 0 0229 -0.0256 162 5700 2 5000 162 5700 2.5000 105 ' CM139SPEC-N1 : -0.0156 -0.0164 . 163;5000 259:0000 ''163.5000 , 259.0000 106 GMB9SPECNL 00177 00229 1730300 25000 1653000 25000 120 CMB9SPEC-NL 00163 00262 1670000 2590000 1855714 2590000 121 ' : CMB9SPEC-NL ' -0.0190 ' . -0.0220 ' '195.8957 .....2.5000 , 210.7071 ' ' 2.5000. . •: 135 ' CMB9SPEC-NL , ' . -0.0261 ' -0.0307 188.0000 259.00001 189.2857 . 259.0000' . 136 ' . CMB9SPEC-NL . . -0.0187 ' -0.0220 226.0050 ,. .2.5000 ' 214.4100. '. . ' 2.5000. , 151 . CMB9SPEC-NL . , . -0.0207'. ' '-0.0217 ', 237.6000 , ' ''2.5000. .237.6.000 . '2.5000' ' 166 CMB9SPEC-NL. -0.0215 0 0225 240 3300 25000 241 4650 25000 60 CMBIOSPEC-NL ' -0.0283 : -0.0333 ' . 123.7143 ' 259.0000 ' 120.0000' 259.0000' . . • 75, ' CMB10SPEC-NL -0.0166 ' -0.0285 . . 142.2857 ' 259.0000 125.0000 . . 259.0000' 76 CMB10SPEC NL -0.0229 -0.0236 161 4350 2.5000 157 5700 25000 go - . . CMB10SPEC-NL -0.0153 ' -0.0167 , 156.5000 . 259.0000 146.0000 . , .259.0000, 91 CMB10SPEC NL -0.0221 -0.0230 162 5700 2.5000 162 5700 25000 105' . CMB10SPEC-NL , -0.0164 ':0.0170 . ' 163.5000 ' ' 259.0000. - 163.5000, ' , .259.0000 , 106 CMB10SPECNL 00185 A.0221 1730300 25000 1653000 25000 1 120' ' ' '.CMBlOSPEC-NL ' -0.0169 : ' ' -0.0243 , .167.0000 '.. " .259:0000 ' 185.5714 :: ' 259.0000 ' •, 121. , CMB10SPEC-NL' -0.0194 ' -0.0219 ' 195.8957. .2.5000 ' , , 210.7071 '' 2.5000 135 CMB10SPECNL 00242 J0.0260 1880000 2590000 1892857 2590000 136 CMB10SPECNL 00184 00219 2260050 25000 2144100 25000 151 CMB1 OSPEC NL -0.0211 -0.0228 237 6000 2 5000 237 6000 2.5000 .1,166 CMB10SPECNL 00227 00255 2403300 25000 2414650 25000 60' ' , ,CMB11SPEC-NL , 0.0270 ' ' -0.0299 .123.7143 259.0000 120.0000 ' ' 259.0000:: 75 : CMB11SPEC-NL . -0.0169 . . -0.0271 ' 142.2857 ' 259.0000.: ' 125.0000 • 259.0000' 76 CMB11SPECNL 00255 00299 1614350 25000 1575700 25000 90 CMB11SPEC-NL 00152 00170 1565000 2590000 1460000 2590000 91 CMB11SPECNL 00230 00257 1625700 25000 1625700 25000 105 CMB11SPECFJL 00157 00165 1635000 2590000 1635000 2590000 106 ' CMB11SPEC-NL ' -0.0178. . 0.0231 173.0300 . • 2.5000 ' . 165.3000. • • 2.5000. • 120 ' ' CMB11SPEC-NL , ' -0.0164 -0.0263. ' 167.0000 ' : 259.0000 , .185.5714 • .259.0000' . 121. ' . CMB11SPEC-NL -0.0191 --0.0219 ' 1958957 : 2.5000 • 210.7071 ' . ' 2.5000 •, 135 ' CMB11SPEC-NL • ' . '-0.0261 , ' ' -0.0306 , 188.0000 259.0000 . 189.2857 259.0000 ' ' • , 136 . : CMB11SPEC-NL , -0.0185 ' -0.0219 226.0050 • 2.5000' .. 214.4100 , 2.5000 ' . ' '' S • ..151- 166 CMB11SPEC-NL. • CMB11SPEC-NL :-0•0205 : 0.0214 -0.0215 .. 237.6000 240.3300 '2.5000 ' 2.5000 237.6000 '24,1.4650. 2.5000 . . • . .-0.0225 ' : . • 2.5000',: . 1 . . '; . S ', . . ' . : : ,. ,: ' ,' . . . Page 29of94 • . . . . : ' : ' ' ' Hope-Amundson .21.6003-00 Calculations by ,M. Nekuda LF 7.71 2016-07-11 'LEG.OLAND MF Foundations fdb SAFE v12 32 License #25EEF 5:, Analysis results . . 13 July 2016 .. : . . . Table 21: Soil Pressures - Summary. . . Parl' OutputCaseMxPress Ma MrnP obaiXx baD(Mrn (obaIVMax GloGkbaiVMfr kip/1n2 kip/in2 !.. T tt " . ft ft L .. f 60 CMB12SPEC-NL . '. -0.0284 '. -0.0332 123.7143 259.0000 120.0000 259.000C i75 :CMB12SPEC-NL' . 0.0166 -0.0286 142.2857 . .259.0000 : 125.0000 259.0000 . 76 CMB12SPEC-NL.'. -0.0228 -0.0237 161.4350 . . . 2.5000 -157.5100. 2.5000 . 90. . ,. CMB12SPEC-NL . , . -0.0153 .-0.0168 1565000 259.0000 .' 146.0000 259.0000 . 91 . CMB12SPEC-NL -0.0219 -0.0229 . 162.5700 . 2.5000 162.5700 . 2.5000 105 :CMB12SPEC-NL . -0.0164 -0.0170 163.5000 259.0000 163.5000 . 259.0000 106 . CMB12SPEC-NL- -0.0184 . -0.0219 . 176.8950 2.5000 165.3000: . 25000 120 CMB12SPEC-NL -0.0169 -0.0243 ' 167.0000 259.0000 185.5714 ' 259.0000: CM1312SPEG-NL . -0.0194 ......0.0219 . ' 195.8957 : 2.5000 210.7071 . ' 2.5000 ' 1135 CMB12SPEC-NL -0.0241 -0.0261 188.0000 259.0000 . 189:2857 . 259.0000 .' .136 CMB12SPEC-NL ' 0.0186 ' -0.0219 . . 226.0050 2.5000 214.4100 ' : 2.5000. 151 CMB12SPEC-NL -0.0213 -0.0230 237.6000 2.5000 237.6000 2.5000 166 CMB12SPEC-NL 0 0228 00254 240 3300 2.5000 ., 2.41.46 . 50 25000 60 CMB13SPEC-NL . -0.0103 . -0.0167 123.7143 259.0000 . 120.0000 . , . .259.0000 . 75 CMB13SPEC-NL. -0.0061 : . -0.0103 ' 127.4286 259.0000 125.0000 259.0000 76 CMB13SPEC-NL' -0.0095 0 0170 161 A350 2.5000 157 5700 25000 90 CMB13SPECNL 00070 00096 1460000 2590000 1600000 2590000 91 ' ' CMB13SPEC-NL' -0.0063 -0.0095 162.5700 . : 2.5000 162.5700 .' 2.5000 1,05..: CMB13SPEC-NL , : . . -0.0096 . . -0.0096 163.5000 '259:0000 ".163.5000, . . 259.0000 106 :CMB13SPEC-NL -0.0043. -0.0094 ' -165.3000 2.5000 , 180.7600' ' '2.5000 . 120 CMB13SPEC-NL , 00096 00172 167 0000 259 0000 181.8571- 259 0000 .121 CMB13SPEC-NL' -0.0078 , . -0.0122 192.1929 2.5000 207.0043 135 'CMB13SPEC-NL -0.0146 0.0170 189.2857 . 259.0000 188.0000 . 259.0000 136 CMB13SPEC-NL - . -0.0105 -0.0180 218.2750 . 2.5000 . 233.7350' ' , 2:5000 . 151 CMB13SPECNL 00170 00180 2376000 25000 2376000 25000 S 'i66. : CMB13SPEC-NL. ' -0.013? ' . . -0.0171 241.4650 ' 2.5000.: 240.3300 2.5000. . . .. 60 CMB14SPEC-NL 00150 00179 1200000 2590000 1237143 2590000 75 . .CMB14SPEC-NL :. -0.0098 -O.0181 142.2857 259.0000 127.4286 259.0000 76 . ''CMB14SPEC-NL -0.0103 -0.0154 157.5700" 2.5000 : 161.4350 . 2.5000 90 ' . .CMB14SPEC-NL . -0.0071 -0.0099 160.0000 259.0000 ' 146.0000 259.0000 91 . CMB14SPEC-NL -0.0153 . '-0.0168 ' . 162.5700 2.5000 . 162.5700 ' 2.5000 105 ' CMB14SPEC-NL: .. -0.0071 ' ' :0.0078 ' ' 163:5000 259.0000 163.5000 . ' 259:0000 .106 CMB14SPEC-NL '' 0.0109 ' '-0.0168 ' ' 184.6250 2:5000 . 165.3000 . .2.5000 '. 120 CMB14SPEC-NL . -0.0054 ' -0.0086 : 178.1429' 259.0000'. 185.5714 ' 259.0000 ' 121 - CMB14SPEC-NL . -0.0096 , ' -0:0130 203.3014 : 2.5000 , 192.1929 ' 2.5000 135 CMB14SPEC-NL 00086 00140 1880000 2590000 1892857 2590000 136 . . CMB14SPEC-NL . . -0.0031 , , ' -0:0112 233.7350 2.5000 214.41.00 ' 2.5000 151 , , CMB14SPEC-NL ' -0.0039 -0.0061 ' . 237:6000' : .2.5000 237.6000. . .2.5000 166 , :CMB14SPEC-NL, . . ' -0.0061 -0.0119 240.3300 2.5000 241.4650 . ' ' 2.5000 . 60 ' ' CMB15SPEC-NL ' -0.01,02 - '-0.0167 - 123.7143 : 259.0000 , . 120.0000 ' . 259.0000 : 75 . CMB15SPEC-NL ' . '-0.0060' 0.0102 131.1429 . 259.0000 . .125.0000 ' 259.0000. • 76 CMB15SPEC-NL .-0.0095 -0.0170. 161 4350 2 5000 157 5700 2.5000 90: CMB15SPEC-NL . -0.0069 -0.0097 ' 146.0000 ' 259.0000 ' .160.0000 259.0000 91 , CMB15SPEC-NL : , -0.0064 : -0.0096 ' : ' 162.5700. : 2:5000 . 162.5700 ' , 2.5000 105 ' :CMB15SPEC-NL . .0.0096 ' . -0.0097 163.5000 . 259.0000 163.5000 . . ' 259.0000 106 CMB15SPEC-NL ' -0.0044 ' -0.0094 . 165.3000 . 2.5000 . 180.7600 2.5000 120 ' ' CMB15SPEC-NL ' ' ' -0.0096 -0.0173 ' 167.0000 2$9.0000 181.8571. .259.0000 ' 121 CMB15SPEC NL -0.0078 -0.0121 192 1929 25000 210 7071 :2.5000 P135 CMB15SPEC-NL . : -0.0145 ' -0.0171. ', - 189.2857 259.0000 • . 188.0000 136 , CMB15SPEC-NL 70.0105 , -0.0179 218.2750 ' ' 2.5000 ,• . 233.7350 1 2.5000 ' 151 CMB15SPEC-NL ' ' . '-0.0169 . -0.0179 237.6000 ' ' 2.5000 237.6000 ' '. 2.5000 166 • CMB15SPEC-NL ' . . -0.0131 ' 0.0170 . '241.4650 ' 2.5000' 240.3300 • . 2.5000 . 60 ' ' CMB16SPEC-NL 0.0150 . . -0.0179 . '120.0000 ' ' 259.0000 . ' . 123.7143 ' ' ' 259.0000.- • CMB16SPEC-NL ' ' -0.0098 ' 75 -0.0182 :142.2857 : . 259.0000 127.4286 , 259.0000 Page 30 6f.94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 72 2016-07-11- LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 5.. Analysis results. . . . .• . '' . 13 July 2016 Table 21 Soil Pressures Summary. Panei • ô utCi ,MaxPress Miness GIobiXMax GiobalYMx GlobaiXMun Global VMin kip/in2 kip/ir2 ft' 't. ift ft 'c. 176 CMB16SPEC-NL .-0.0103 -0.0153 . 157.5700 . .2.5000 161.4350 2.5000 90 CMB16SPEC NL A0071 00099 160 0000 259 0000 146 0000 259 0000 91 CMB16SPEC-NL -0.0152 00167 162 5700 25000 162 5700 25000 105 GMB16SPEC-NL. . -0.0071 -0.0078 '-163.5060 . 259.0000 163.5000 . 259.0000 .106 CMB16SPEC-NL . -0.0109' -0.0167 . 184.6250 '. 2.5000 165.3000 2.5000 . 4120. . CMB16SPECNL ,• -0.0053 .0.0086 . 178.1429 259.0000 185.5714 259.0000 : 121 , CMB16SPEC-NL- '-0.0097 -0.0130 .. 203.3014 -. ' 2.5000 . 188:4900 2.5000 '• : 135. . . .CMB16SPEC-NL. .' . -0.0085 ,-0.0141 ' 188.0000.. .259.0000. 189.2857 . 259,0000' .136 ' CMB16SPEC-NL -0.0033 - -0.0112, .22918700 2.5000 214.4100' 2.5000 151 ' CMB16SPEC-NL' , 0.O040 0.0062 . 237.6000 . . 2.5000 :2376000 ... 2.5000 . 166 ' CMB1.6SPEC-NL : ,-0.0062' ', -0.0119 .' 240.3300. .' . 2.5000 241.4650 ' . 2.5000 . . 60 . CMB17SPECNL ' 40103 ' -0.0166, . 123.7143 . ' 259.0000 120.0000 '. 259.0000 75 CMB17SPECNL 00062 00103 131 1429 2590000 1250000 2590000 76 ': : CMB17SPEC-NL -0.0094 . 0.0171 : 161.4350 , . 2.5000 . .' 157.5700 ' ' .2.5000 90 , CMB17SPECNL 00070 00096 , 1460000 2590000 1600000 2590000 91'' CMB17SPECNL . -0.0062 -0.0094 ' 162.5700' , 2.5000 162.5700 . .2.5000 105 ' CMB17SPEC-NL . ' ' -0.0095 :0.0096 163.5000 259.0000 163.5000 259.0000 . 106 , CMB17SPEC-NL . ' -0.0042 -0.0094' 165.3000 '2.5000. 180.7600 ' , . 2.5000 .120 . . 'CMB17SPEC-NL . -0.0095 .-0.0172 167:0000 . 259.0000' 181.8571 . 259.0000 121 CMB17SPEC NL -0.0077 00122 192.1929* 25000 210 7071 25000 135 ' :CMB17SPECNL 0.0146 -0.0170 . . 189:2857 : 259.0000 ' ' 188.0000 259.0000 '.. 136 CMB17SPECNL 00105 00182 2182750 25000 2337350 25000 151 , . CMB17SPECNL' ' . .0.0171 . ''-0.0182 . ' 237.6000 '' , 2.5000 ' 237.6000 . ' 2.5000 166 CMB17SPEC NL 00132 00173 241 4650 25000 2403300 25000 60 ' ' CM818SPEC-NL ' -0.0151 . , :-o.0178' . 120.0000 ' ' 259.0000' 123.7143 - 259.0000 - S i.' ' CMB18SPEC-NL ' . . '-0.0098 ' -010181 142.2857 .. .259.0000 . 127.4286 , . 259.0000 . .76 ' CMB18SPECNL 0.0102 -0.0154 . ' 157:5700 ' 2.5000 161.4350 '. ' 2.5000 90' . . . GMB18SPEC-NL '-0.0971 , -0.0098 . 160.0000 ' ' 259.0000 '.146.0009' 259.0000 91 CMB18SPECNL 00153 00169 1625700 25000 1625700 25000 105 ' . . Cm , -0.0079 .0.0071 :0.0071 ' . 163.5000. ' ' 259.0000 163.5000 ' . , 259.0000 106 CMB18SPEC NL -0.0109. -0.0169 184M50 25000 165 3000 25000 120 : CMBI8SPEC-NL ' -0.0055 -0.0086 178.1429 ' . 259.0000 185.5714 ' 259.0000 121 CMB18SPEC-NL' ' :0.0096 -0.0131 ' ' 203.3014 2.5000 188.4900' , . 2.5000' CMB18SPEC-NL ' . -0.0086 2-0.0140, . 188.0000 '' ' 259.0000 ', 189.2857 259.0000 ., 136 CMB18S,PEC-NL' ' 0.0030 ' -0.0112 229.8700 . '2.5000 ' '214.4100 ' ' ' .2.5000 ' 151 CMB18SPEC NL -0.0037 LO.0060 237 6000 25000 237 6000 25000 166 ' ' CMB18SPECNL . ' ' -0.0060 ' ' 0.0119 ' 240.3300' 2.5000 ' ', 241.4650 ' 2.5000: 60 CMB19SPEC-NL 00133 00142 1237143 2590000 1200000 2590000 75 CMB19SPECNL 00089 00134 1422857 2590000 1250000 2590000 : 'CMB19SPEC-NL.' . ' -0.0137 . -0.0168 ' •161.4350 ' '' 2.5000 ' .157.5700 . . 2.5000' , 90 . ' ' CMB19SPEC-NL .. . :0.0078 ' . ',-0.0089 . 160.0000 ' ' 259.0000 ' 146.0000 . 259.0000 . 91 ' '. , 'CMB19SPEC-NL . .' -0.0120 -0.0138 '.162.5700 ' ' ' 2.5000 ' 162.5700 '2.5000 105 CMB19SPEC-NL.. 70.0080 0 0084 163 5000 259 0000 163 5000 2590000 106 CMB19SPEC-NL -0.0091 -0.0120 173 0300 25000 165 3000 25000 120 ' . CMB19SPEC-NL ' : -0.0084 -0.0138 ' 167.0000 ' :259.0000 185.5714' ' 259.0000 1121. . 'CMB19SPECNL -0.0098 . -0.0114 195.8957 ' . 2.5000 ,' , 210.7071 2.5000. 135 .' ' MB19SPEC-NL " -0.01 ,37 ,-0.0166' 188.0000 . 259.00 00 189.2857 ' '259.0000 136 . CMB19SPEC-NL -0.0097 ' , : , -0.0114 226.0050 . 2.5000 , .214.4100 2.5000 . . 151 ' ' , CMB19SPEC-NL ' .. . -0.0106 ' -0.0110 , . 237.6000 ', 2.000 237.6000. ' ' . . 2.5000 ' -' 166 ' 'CMB19SPEC-NL ' -0.0109 : . -0.0111 ' ' 240.3300 . ' 2.5000 241.4650 ' '2.5000. 60 ' : . CMB20SPEC-NL . -0.0147 ' ' 0.0176. , 123.7143 , 259.0000: 120.0000. 259.0000 75 . CMB20SPEC-NL -0.0086 ' -0.0148 ' 142.2857 '259.0000 '' 125.0000 ' 259.0000 76 ' ' CMB2OSPEC-NL 0.0105 . 0•0111 157.5700 ,. , . ' . 2.5000 . , .161.4350': . 2.5000 . . ,. S * 90. , .CMB2OSPEC-NL -0.0080 . -0.0087 ' 149.5000 , 259.0000 . 160.0000 ' 259.0000. Page 31 of 94 Hope'-Amundson 216003.00 .. Calculations by M. Nekuda : : " LF :73, 2016-07-11_LEGOLAND MF Foundations.fdb SAFE v12.3.2 - License,#25EEF 5 Analysis results 13 July 2016 .1105 CMB20SPEC-NL : . -0.0087 -0.0090 " 163.5000 .259.0000 163.5000 259.0000.- J106 CMB20SPECNL : .. -0.0098 -0.0111 173.0300 . 2.5000 165.3000 2:5000 , t120 CMB20SPEC-NL . -0.0090 .-0-0118 '• 167.0000' 259.9000 , 185.5714 259.0000 121 . CMB20SPEC-NL -0.0101 -0.0113 199.5986 2.5000 . 210.7071 :' 2.5000 1,135 CMB20SPEC-NL , -0.0118 :00120 . 188.0000 259.0000 189.2857' '.259.0000,- 1136- CMB20SPEC-NL -0.0097 ' '-0.0113 '. 226.0050 2.5000 ' 214.4100 . 2.5000 . ,,151 , CMB20SPEC-NL -0.0112 -0.0123 . 237.6000 '2.5000 . 237.6000. 2.5000. ' 1166 CMB20SPECNL 00122 00140 2403300 25000 2414650 25000 •160 ' ' ' CMB21SPEC-NL -0.0133: . -0.0141 ' 123.7143 ' 259.0000 120.0009 .259.000,0 ' 75 CMB21SPEC-NL' . -0.0089 -0.0134 142:2857 ' 259.0000 , 125.0000' 259.0000 76 : CMB21SPEC-NL -0.0136 -0.0168 ' ' 161.4350 ' 2.5000 . 157.5700 90 ' CMB21SPEC-NL. , ' . -0.0078 -0.9089 . '160.0000 259.0000 146.0000 .259.0000'.- CMB21SPEC-NL . -0.0119 ' -0.0137' 91, ' ' ; 162.5700. ' 2.5900' . 162.5700 ' ' 2.5000 105 , CMB21SPEC-NL. , . . -0.0080 , -0.0084 ' 163.5000. . 259:0000 .163.5000 . 259.0000 4106' CMB21SPEC-NL . . ' -0.0090 -0.0120 . , 176.8950 ' 2.5000 ' 165.3000 ' 2.5000 . ' 120 ' ' CMB21SPEC-NL -0.0084 ' , -0.0138 ' ' 167.0000' 259:0000 •. 185.5714 259.0000 121 . CMB21SPEC-NL '-0.0098 . .- . -0.0098. ' '. -0.0114 , 192.1929 . ' 2.5000 , 210.7071 ' 2.5000 ' ' 135 ' . ' CMB21SPEC-NL ' ' -0.0137 ' ''-0.0167 ' 188.0000 . 259:0000 189.2857 259.0000 . 136 ' . CMB21SPEC-NL ' ' 40098 , . -0.0114 , 226.0050 ' . 2.5000 214.4100. 2.5000 151 ' , CMB21SPEC-NL ' ' .0.0108 -0.0110 237.6000 2.5600 ' 237.6000 ' : : 2.5000 1 166 : CMB21SPEC-NL , ' 40110 -0.0110 . . 240.3300' ' 2.5000. .241.4650 . 2.5000 60 ' CMB22SPEC-NL -0.0146 . -0.0176 123.7143 259.0000 ' ' 120.0000 ' 259.0000. 75' " ''CM22SPEC-NL : :0.0086 -0.0147 , ' '142.2857 .259.0000 ' 125:0000 " 259.0000 ' ' 76 CMB22SPEC-NL 00105 00112 1575700 25000 1614350 25000 90 CMB22SPEC-NL : ' -0.0080 ' -0.0088 . ' 149.5000 259.0000 . 160.0000. ' , 259.0000 ' 91 , CMB22SPEC-NL , -0.0111. . -0.0112 ,' '1,62.5700 2.5000 162.5700 ' 2.5000: 105 ,' ' ' CMB22SPEC-NL ' ' -0.0088 ' -0.0090 163.5000 ' 259.0000 , 163.5000 259.0000 106 . ' CMB22SPEC-NL -0.0098 , -0.0111 ' 173.0300 . 2.5000' , 165.3000. 2.5000 120 . CMB22SPEC-NL ' 70.0090 '• -0.0119' 167.0000 - 25910000 185.5714 . 259.0000 . £121 ' CMB22SPEC-NL -0.0101' • -0.0113 ' 199.5986 ' 2.5000 ' 21017071 . 2.5000 ' 135 CMB22SPEC-NL -0.0118 . '-0.0119 ,, 188.0000 259.00,00 189:2857 , ' 259.0000 j 136 CMB22SPECNL ' -0.0096 -0.0113 226.0050 ' ' 2.5000 214.4100 • .' 2.5000- .151 CMB22SPEC-NL. . • , -0.0111 -0.0122 237.6000 • 2.5000 . 237.6000 .166 ' . CMB22SPEC-NL '-0.0121 -0.0140 240.3300, 2.5000 ' 241.4650 ': 2.5000.' , 60 CMB23SPEC-NL : ' -0.0133 ' -0.0142 ' 123.7143 . 259.0000 : 120.0000' ' 259.0000 ' 75 CMB23SPEC-NL -0.0089 ' -0.0134 ' 142.2857 259.0000 '125.0000 • 259.0000 76. CMB23SPEC-NL -0.0137 '0.0167 ' 161:4350 ' - 2.5000 '157.5700 . . , 2.5000 , • 90' . . CMB23SPEC-NL , . : -0.0078 ; '-0.0089 ' '.' 160.0009 . ' .259.0000 • 146.0000 259.0000' 91 CMB23SPEC-NL' • -0.0121 -0.0138. 162.5700 2.5000 ' 162.5700 2.5000 ' .105 • CMB23SPEC-NL • -0.0080 . -0.0085 . 163.5000 259.0000' 163.5000 ' . 259.0000.. : . 106 'CMB23SPEC-NL. • -0.0092 ' ' -0.0121 173.0300' 2.5000 ' 165.3 00 0 • ' 2.5000 • 12o CMB23SPEC-NL ' ' : -00084 -0.0138 167.0000 ' 259.0000 . 185.5714 ' 259.0000. • , • ' . 121 CMB23SPEC-NL -0.0099 , 0.0114 195.8957. • ' 2.5000 210.7071 2.5000 ., . 135 CMB23SPEC-N1 0.0137 -0.0166 188.0000. 259.0000 ' 189.2857 .- 136 CMB23SPEC-NL ., -0.0096 ' • -0.0114 226.0050 '. 2.5000 214.4100 , 2.5900 151 , CMB23SPEC-NL , -0.0105 -0.0109 237.6000 , ' 2.5000' • , 237.6000 2.5000 166 ' . . CMB23SPEC-NL , -0.0108 ' -0.0111 240.3300 .2.5000 241.4650 • 2.5000 60 CMB24SPEC-NL 00147 00175 1237143 2590000 1200000 2590000 75' , CMB24SPEC-NL' -0:0086 ' -0.0148 •' 142.2857 • 259.0000 125.0000 259.0000 ' , • 76 ' '. CMB24SPEC-NL • • -0.0106 -0.0111' :, 157.5700' 2.5000 161:4350 ' 2.5000 90 • 91 '' CMB24SPEC-NL -0.0080 -0.0087 149.5000 259.0000 160.0000 259.0009' • ',' • CMB24SPEC-NL • -0.0110 -0.0111 162.5700 2.5000 ' 162.5700 ' 2.5000 • .• 105 CMB24SPEC-NL 00087 00090 1635000 2590000 1635000 2590000 1' . . , , . ' ' , • '. • , , , • , ' Page 32 of 94 • . , • S • ••'.. • .' HopeAfliundson 216003.00. . Calculations by M. NeKudà' . . '. LF -74 2016 07 11_LEGOLAND MF Foundations fdb SAFE v12 32 License #25EEF 5 Analysis results 13 July 2016 . . . .' . Table 21:. Soil Pressures - Summary' PaneI Otute . MaxPress MinPress' GlobiXMax GlobaiYMax GiobaIXMin'GlobaiYMin1 , kip/in2., -., kip/in2 ft 106 •' CMB24SPEC-NL -0.0097.' -0.0110 ' 173.0300 . 2.5000. 165.3000 2.5000 , 120 . CMB24SPEC-NL. -0.0089 .•, -0.0118 167.0000 259.0000 . 185.5714 259.0000 , ,121 CMB24SPEC-NL -0.0101 -0.0113 ' 199.5986;. , 2.5006 210.7071 2:5000 135:: CMB24SPEC-NL ' -0.0117 -0.0120- .188.0000 . 259.0000 189.2857 , ' 259.0000 136 '' CMB24SPEC-NL 0.0098 -0.0114 226.0050 '; 2.5000 . 233.7350 2.5000 '151 ' :: 'CMB24SPEC-NL . ' ;-0.0114 -0.0124, . 237.6000 . .2.5000 237.6000 . 2.5000 : : : 166 . CMB24SPEC-NL . -0.0123 . -0.0140 240.3300 ' 2.5000 241.4650 ' 2:5000 60 ': ' HINGE1-L ' . .' -0.0277 , -6:0316 123.7143 ' 259.0000 ' 120.0000 ' .- 259.0000' , , 75 HINGE1 L 00168 00279 1422857 2590000 1250000 2590000 76 HINGE1 L 00241 00268 161 4350 25000 1575700 25000 90 . HINGE11-. ' ' -0.0152 . -0.0169 , 156.5000 259.0000 , . 146.0000 259.0000 , 91 ' ' HINGE1-L' ' . ' -0.0225 ' -0:0243 . 162.5700 . 2.5090 ' 1625700 2.5000' 105 F1INGE1-L , , : -0.0160 . , -0.0167 ' '163.5000 ' 259.0000 163:5000 259.0000 106 ' : . HINGE1-L , -0.0181 -0.0225 , 173.0300 2.5000 ' 165.3000 2.5000 ' p120 HiNGEl L 00166 00253 1670000 2590000 1855714 2590000 121 HiNGEl L 00192 00219 1958957 25000 2107071 25000 135 HINGE1 L 00251 00283 1880000 2590000 1892857 2590000 136 . ' , 'HINGEl-L . ' , ' -0.0185 -0.0219 ' '226.0050 ' ' 2.5000' ' 214.4100 ': 2.5000.- -,1151 HINGE1 L 00209 00222 2376000 25000 2376000 25000 166 '' I 'HINGEl-L ' ' . .. '-0.0221: ' -0.0240 240.3300 ' 2.5000 ,, ' 241.4650 :: '2.5000. 60 HINGE2-1- : , -0.0277 0.0316: ' '123.7143 ' 259.0000 '120.0000 ': 259.0000 , .75 ,• ' HINGE2-1- , . , -0.0168 ' . ' -0.0279 ' 142.2857 . 259.0000 , '125.0000 259.0000 76 HINGE2 L rO.0241 '-0.02618. 161 4350 25000 157 5700 2 5000 90 ' ' HINGE21-' . ' . -0.0152 -0.0169 156.5000 259.0000 146.0000 . ' 259.0000 . .' 91 ' ' HINGE2-1- ' ' ' 0.0225 -0.0243,; ' 162.5700 ' , 2:5000 . , 162.5700 ' 2.5000 ' .?.105 •HINGE2-L , . -0.0160 '. -0.0167 ' 163.5900 , .25,9.0600 . 163.5000 ' ' 259.0000 106 HINGE2L 7 00181 00225 1730300 25000 1653000 25000 120 HINGE2 L -0.0166 -0.0253 167 0000 259.0000' 185 5714 259 0000 .121 ' HINGE2-L '. -0.0192 -0.0219 195.8957 ' 2:5000 . 210.7071 ' '' ' 2:5000 135 .' ' . H1NGE2-L ' . , -0.0251 . -0.0283 ' 188.0000 ' ' . 259.0000 189.2857 '.259.0000 136 , , H1NGE2-L . ' , -0.0185 . -0.0219 226.0050 ' ' 2.5000 214.4100 , 2.5000 151 HINGE2 L -0.0209 -0.0222 237.6 000 25000 237M00 2.5000 166 , HINGE2-L ' , -0.0221 ' . -0.0240 ' 240.3300 • ' 2.5000 , ' 241.4650 ' 2.5000 5.-2.:..Structure results Table 22 Sum Of Reactions, Part .l. of 2 Table 22 Sum Of Reactions Part 1 of 2 - OutputCa' . GiobaiFX GiobaiFY . GIobalFZ .. GiobaiMX' GlobalMY GlobaiMZ kip k . kip kip ...kipft " ipti 4: kipft DEAD ', 8.460 , 4.994E-07 1220.460 143706.1500 . -220088 1306.4099 EQX 1588 140 9 900E 05 0.010 9.033E-10 -7418.1289 197225 .......' •EQXP , . .1588.120 -9.900E-05 0.010 2.5900 -7352:0060 ,', -201198' ........ EQXN . '1588.110 -9.900E-05 1.440E-11 ' 2.5900 -7481.3895 -193244 EQY 3990 1983E06 0.010 25900 1660640 350584558 EQYP . ' ' 3.990 . -2.233E-06 0.010 : 2.131E10 :' 120.3789 38728.6353' . ' .. . . EQYN .:-3.990 -1.735E-06 1 464E 12 .2.540E-10 217 1516 31390 8762 tCMB1GRAVNL • -11.774 6.943E-07 2289.240 264159.9923 ' .-414367 1814.8059' : • • 'CMB1GRAV-NL 11.774 6.943E-07' '' 2289.240 . 264159.9923 414367' 1814:8059 .. ' ' ' •', .CMB2GRAV-NL , • -9.324 , 5.398E-07 2149.726 250329.5865 • -388412 1466.8119 • • •• • CMB2GRAVNL 9324 5398E07 2149726 2503295865 388412 14668119 Page 33 of 94 ' '• . • Hope-Amundson 216003.00 Calculations by M. Nekuda •L-.,75 2016-07-11_LEGOLAND MF Foundations.fdb . . SAFE 02.3.2 - Licensé#25EEE 5.. Analysis results V V 13 July 2O16 , V .. Table 22: Sum Of Reactions, Part 1 of 2 OutpütCaseT GlobalFX * GIobalFV GlobalFZ GlobalMX GloblMY GlobalMZ k Iv kipft." T'kip-ft :t ..''kipft kip';f' . CMB1SPEC-NL 1577.182 -9.800E-05 . 2341.044 :271554.2739 -430721 -195517 6MB1SPEC-NL 1577.182 -9.800E-05 2341.044 271554.2739 -430721 -195517 . -. CMB2SPECNL -1599.098 9.900E:05 . . 2341.024 271554.2739 -415885 198932.3324 - .CMB2SPEC-NL . -1599.098 9.900E-05 2341.024 271554.2739 -415885 198932.3324 CMB3SPEGNL 1577.162 --9.800E-05 2341.044 271556.8639 -430655 -199491. 6MB3SPEC-NL 1577.162 9.800E-05 2341.044 271556.8639 -430655 -199491 . . • CMB4SPEC-NL -1599.078 9.900E-05 2341.024 271551.6839 -415951 202905.7719.-. 6MB4SPEG-NL -1599.078 9.900E-05 2341.024 27.1551.6839 -415951 202905.7719 . . . .• CMB5SPEC-NL 1577.152 .-9.800E-05 2341.034 271556.8639 . -430784 -191536 .. 6MB5SPEC-NL . 1577.152 • 4800E-05 2341.034 271556.8639 -430784 . . -191536 CMB6SPEC-NL. -1599.068 1.000E-04 2341.034 271551.6839 -415821 194951.0629 • CMB6SPECNL -1599.068 1.000E-04 2341.034 271551.6839 . -415821 194951.0629 : CMB7SPEC-NL -14.948 -1.344E-06 2341.044 271556.8639 -423137 36765.9501 V V CMB7SPEC!NL. . -14.948 . -1.344E-06 2341 .044 271556.8639 36765.9501. CMB8SPEC-NL ' -6.968 2.623E-06 2341.024 271551.6839 -423469 -33350.9614 CMB8SPEC-NL : -6.968 2.623E-06 2341.024 271551.6839 -423469 -33350.9614 - . . CMB9SPEC-NL . -14.948 -1.593E-06 -2341.024 271554.2739 -423182 40436.1297 . . . CMB9SPEC-NL' . -14.948 1.593E06 2341.024 271554.2739 . -423182 40436.1297' CMB10SPEC-NL. -6.968 ' 2.872E-06 . 2341.044 .271554.2739 ' -423423 -37021.1409 V CMB10SPEC-NL -6.968 2.872E-06 2341.044 271554.2739 '-423423 -37021.1409.' • CMB11SPEC-NL -14.948 1.095E06: 2341.034 271554.2739 -423086 1 33098.3705 . . .: CMB11SPEC-NL -14.948 : -1.095E-06 2341.034 271554.2739 ' -423086 33098.3705 CMB12SPEC-NL -6.968 2.374E-06 2341.034 271554.2739 423520 -29683.3818 CMB12SPEG-NL -6.968 ' 2.374E-06 2341.034 271554.2739 '. -423520-29683.3818' CMB13SPEC-NL . ' 1581.917 -9.800E-05 ' 1210.037 139627.4245 -226441 -196266 •,. V • :CMB135PEC-Nj ' .1581.917. -9.800E-05 '1210.037 139627.4245 -226441 . '-196266. . CMB14SPEC-NL -1594.363 9.900E-05 '' - 1210.017 139627.4245 , -211604 - 198184.0926 V• V V .CMB14SPECNL -1594.363 V 9.900E-05 1210.017 139627.4245 -211604 ''198184.0926 - V CMB15SPEC-NL .1581.897 -9.800E-05 1210.037 ' 139630.0145 V -226375 CMB15SPEC-NL ' 1581.897 -9.800E-05 1210.037 . 139630.0145 -226375 V -200239 : V • • V . ,CMB16SPECNL -1594.343 9.900E05 - 1210.017. 139624.8345 -211671 '202157.5322 - V CMB16SPEC-NL ' 1594.343 9.900E05 1210.017 139624.8345 -211671 202157.5322 CMB17SPEC-NL ' 1581.887 9.900E05 . '1210.027' 139630.0145 , = p226504 -192284 V V . ' V ' . CMB17SPECNL .1581.887. . -9.900E-05 VV 1210.027 139630.0145 -226504 - -192284 - V CMB18SPEC-NL -1594.333 9.900E-05 1210.027 . 139624.8345 - -211541 194202.8231 V V V V CMB18SPEC-NL -1594.333 . 9.900E-05 1210.027 V 139624.8345 -211541 194202.8231. 'CMBlgSPEC-NL V V V: -10.213 V -1.617E-06 V : 1210.037 139630.0145 -218856 V 36017.7103 V VV V CMB19SPEC-NL , -10.213 .-1.617E-06 '. 1210.037 139630.0145 V 218,856 36017.7103 - CMB20SPEC-NL ' -2.233 2.350E-06, 1210.017 139624.8345 -219189 -34099.2012. V • " - V V CMB20SPEC-NL -2.233 , 2.350E-06 '' 1210.017 139624.8345 ' -219189 A4099.2012 V - CMB21SPEC-NL ..-10.213 -1.866E-06 ' 1210.017 139627.4245 7218902 . ' 39687.8898 ' ' :. •' CMB21SPECNL ' -10.213 -1.866E-06 . 1210.017 139627.4245 -218902 39687.8898 V CMB22SPEC-NL . , -2.233 ' 2.599E-06 .- 1210.037' 139627.4245 - -219143 -37769.3808 V CMB22SPEG-NL ' - -2.233 2.599E-06 'V ' 1210.037 139627.4245 ' -219143 'V -37.769.3808 CMB23SPEC-NL ' -10.213 -1.368E-06 1210.027' 139627.4245 ' -218805 32350.1308 V ' -CMB23SPEC-NL - -10.213 -1.368E-06 . 1210.027 .139627.4245 -218805 32350.1308 CMB24SPEC-NL -2.233 2.102E-06 :1210.027 139627.4245 -219240 -30431.6217 CMB24SPEC,NL , , V , -2.233 , 2.102E-06 1210.027 139627.4245 ' -219240 . -30431.6217 HINGE1-L ' - -10.958 6.399E-07 . . 2341.034 '271554.2739 . -423303 1707.4943' V ' HINGE2-L . ' -10.958 V 6.399E-07 2341.034 271554.2739 -423303 1707.4943 V NVELOPE_SERV 1126.817 7.100E-05 1752.379 203629.2688 -261035 144953.8853 ENVELOPE_SERV -1142.316 ' -7.000E-05 ' 1471.647 169815.2879 ' -322095 ' -142546 CMB1GRAV -23.548 1.389E-06 ' 4578.481 528319.9845 .' -828734 . 3629.6119 'V SV CMB2GRAV 9324 5398E07 2149726 2503295865 388412 14668119 Page 34o f 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF -76 2016-'07-11 'LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 5 Analysis results 13 July. 2016 Table 22: Sum Of Reactions, Part 1 of 2 OutputCase . GiobalFX, GiobaiFV -. kip kip kip .. - kip ft, kip ft .. i kip ft I CMB1 SPEC : 1577.182 -9.800E-05 2341.044 271554.2739 . -430721 -195517 : V CMB2SPEC V V 1599.098 9.900E-05 . 2341 .024 271554.2739 .,-415885 198932.3324. V •V V CMB3SPEC 1577 162 9 800E 05 2341 044 271556 8639 430655 199491 CMB4SPEC -1599.078 9.900E-05 2341 024 271551 6839 415951 '202905.7719 CMB5SPEC 1577 152 -9.800E-05 2341 034 271556.:8639.,-430784 191536 CMB6SPEC 1599.068 : 1.000E-04 2341.034 271551.6839 415821V 194951.0629 V V CMB7SPEC -14.948 -1.344E-06 ' -.2341.044 271556.8639 -423137 36765.9501 : . CMB8SPEC: '-6,968. V 2.623E-06 ,2341.024 271551.6839. V 42469. -33350.9614 CMB9SPEC 14948 -1.593E-06 2341 024 271554 2739 423182 40436.1297: CMB10SPEC 6968 2 872E 06 2341 044 271554 2739 423423 :-37021,.140 1 9 CMB11SPEC -14.948 -1095E-06 V 2341.034 271554.2739 . -423086 33098.3705 V V V V V V CMB12SPEC V. -6.968 2.374E-06 2341 .034 271554.2739 VV -423520 -29683.3818 V V VV VV V V V V V V CMB13SPEC 1581 .917 V 9.800E05 V 1210.037 1395274245 V V -226441 V V V -196266 V V V CMB14SPEC V V V - -1594.363 9.900E-05 .1210017 139627.4245; -211604 1981840926 V V V V V V V V CMB15SPEC V V V V 1581.897 -9.800E-05 V 1210.037 V 139630.0145 -226375 . -200239 'CMB16SPEC 1594343 9900E05 1210017 1396248345 211671 2021575322 I CMB17SPEC 1581 887 9900E05 1210027 1396300145 226504 192284 V .11 CMB18SPECV -1594.333 9.900E-05 . 1210.027 V 139624.8345 : 211541 194202.8231 V VV V V V V V V V VCMB19SPEC : . -101213 V V -1.617E-06 V 1210.037 -139630.0145 .-21'8856 V 36011.7103 ' V CMB20SPEC. V V V V :-2.233 V2350E06 1210.017• 139624.8345 : -219189 V -34099.2012 V V V V V V VV CMB21SPEC V V -101213 V V -1.866E-06 1210:017 V .139627:4245: V -218902 . 39687.8898 CMB22SPEC 2233 2599E06 1210037 1396274245 7219143 377693808 V V V CMB23SPECV V -10.213 V -1.368E-06 1210027 139627.4245 V -218805 32350.1308' V V V V V V V V V V V CMB24SPEC V V V -2.233 2.102E-06 V 1210.027 139627.4245 V V -219240 30431.6217 ENVELOPE _COMB 1581 917 9.900E-05 4578 481 528319 9845 172745 202905 7719 S ENVELOPE -COMB -1599.098 -9.900E-05 1210 017 139624.834 5 828734 200239 V V V HINGE1 V -10.958 V V V6.399E07 V 2341.034 271554.2739 V V 423303 V 1707.4943 HINGE2 10958 6399E07 2341034 2715542739 423303 17074943 Table 22 Sum Of Reactions, Part 2 of 2 V : V Table 22: Sum Of Reactions, Part 2 of 2 L r0utputCase/ 'GIobaIX , Global Y\ GlobaiI ft ' ftI DEAD .0 .0000 0.0000 0'0000 EQX 0.0000 0 0000 0.0000 EQXP .0 .0000 0.0006 0.0000 V V V V EQXN V V V V : o:0000 : 0.0000 V : 0.0000 EQY 0.. 0000 0.0000 0.0000 EQYP .0-0000 0.0000 0.0000 EQYN 0.0000. 0.0000 0 0000 CMB1GRAV NL 0.0000 0.0000 0.0000 CMB1GRAV NL 0.0000. 0.0000 00000 V V V CMB2GRAV-NL V V V V V : 0.0000 V V 0:0000 V VV 0.0000 V V V V V V V V V V V V V V CMB2GRAV NL 0.0000 0.0000 0.0000 CMB1 SPEC NL 0 0000 0.0000 0.0000 CMB1 SPEC NL 0.0000 0.0000 0 0000 CMB2SPEC NL 0.0000 0 0000 0.0000 CMB2SPEC NL 0.0000' 0.0000 0.0000 CMB3SPEC NL .0 .0000 6 0.0000: 0 0000 . VVV i CMB3SPEC-NL V : V 0.0000 . 0.0000 . . .00000 V.VV V • : V V V V • • V V V NL 0.0000 0 0000 0.0000. S CMB4SPEC CMB4SPEC NL ..0.0000 0:01000 0.0000 Page 35 of 94 V V V • V V • V •V V V V VV •:V V .Hopè-Amundson 216003:00 : Calculations- by: M. Nekuda.: '. : :: LF •i. : 20.16-0* 11_LEGOL4ND MF Foundations fdb SAFE v12.3.2 License #25EEF 5 Analysis results 13 July 2016 Table 22 Sum Of Reactions, Part 2 of 2 1OutputCas& • GIo&a_(167 GIobalY 'Globaiil ft 1 .lt CMB58PEC NL 0 0000 0 0000 0 0000 CMB5SPEC NL 0.0000 6.0060. 0.0000 CMB6SPEC NL 0.0000 0.0000 0.0000 6MB6SPEC NL 0.0000 0.0000 0.0000 CMB7SPEC NL 0.0000 0.0000 0.0000 CMB7SPEC NL 0.0000 0.6000. 0.0000 CMB8SPEC NL 0 0000 0 0000 0 0000 CMBBSPEC NL 0 0000 0 0000 0.0000 CMB9SPEC NL 0 0000 0.0600 .0 .0000 CMB9SPEC NL 0.6060 0.6000 0.0000 CMB10SPEC NL 0.0600 0.0000 0.0000 CMB1OSPEC NL 6.0060: '0.0000 0.00 00 CMB1 1 SPEC NL .0 .0000 0.0000 0.0600 CMB1 1 SPEC NL 0.0000 0.0000 0.0000 CMB12SPEC NL .0 .0000 00000 '0:0000' . . CMB12SPEC-NL . 00000. . 0.0000 0.0000 • : : . : • • . • CMB13SPEC NL .0 .0000 00000 0.0.0.00 CMB13SPEC NL 0.0000. 00000 .0.0000, CMB14SPEC NL 0.0000 00000 0.0000 CMB14SPEC NL 00000 00000 0.0000. CMB15SPEC NL 0.0000 00000 0.0000 CMB15SPEC NL 00000 00000 00000 CMB16SPEC NL 00000 00000 0.0000'.. CMB16SPEC NL 00000 0.0000 0.0000 CMB17SPEC NL 00000 00000 00000 .CMB17SPEC NL 00000 00000 00000 CMB18SPEC NL 00000 0 0000 00000 CMB18SPEC NL 0..0000. 0 0000 00000 CMB19SPEC NL "0 0000 0.00 00 .0 .0000 6MB19SPEC NL 0.0000 0 0000 00000 CMB20SPECNL .0.0000: 0.0000• • .• • . . :: : • • : CMB20SPEC NL 0 0000 0:0000 A 0.0000 CMB21 SPEC NL 00000 00000 00000 I CMB21 SPEC NL 00000 00000 00000 ICMB22SPEC NL 0.0000 .0 .0000 00000 CMB22SPEC NL 0.0000 00000' 00000 CMB23SPECNL 0.0000 • 0.0000 0.0000 • . : •' ......• CMB23SPEC NL 0.0000 0.0000 00000 CMB24SPEC F'iL 0.0000 0.0000 00000 CMB24SPEC NL 0 0000 0.'0000 00000 HiNGEl L 00000 00000 00000 HiNGE2 L 0.0000 0.0000 0.0000 ENVELOPE_SERV 0.0000 0.0000 0.0000 ENVELOPE_SERV 0.0006 0 0000 b.0000 CMB1GRAV 00000 00000 00000 . • •CMB2GRAV 0.0000 0.0000 : . 0.0000 • : . • • CMB1 SPEC 00000 00000 ......• 0.0000. CMB2SPEC 0.0000 0.0000. 0 0000 CMB3SPEC 6.0600 0.000d. .'0.0000 CMB4SPEC 0.0000 0.0000 0.000 CMB5SPEC 6:0600: 0.0000 0 0000 CMB6SPEC 0.0000 .'0.00010 0:0.000 0.0000 0.0000 0 0000 .CMB7SPEC CMB8SPEC 0.0000 0.0000 00000 Page 36 of 94 • : .. • . •• • •: • S S •• • •..•. Hope-Amundson 216003.00 •. ': Calculations by M. Nekuda .. . . . .. :.LF... 78 2016-0T-11 LE-GoLAND MF Foundations fdb SAFE v12.3.2. License #25EEF 5..'Analysis results 13 July 2016 Table 22 Sum Of Reactions Part 2 of 2 OtitputCase GlobaiX \GlobalY GiobaiZ ft ftl CMB9SPEC . 0.0000: : 0.0000 . .0.0000 CMB10SPEC 0 0000 0.0000 0.0000 CMB11SPEC . . 0.0000: 0.0000. . 00000 . . . . . . . . . . . . CMB12SPEC . .0.0000 . . 0.0000 :,' . . . . . . .. •• . . . , . . CMB13SPEC . . 0.0000 0.0000 0.0000 .4. . . ,. . ... . . . . . CMB14SPEC 00000 . . 0.0000 0.0000 CMB15SPEC 0.0000 : 0.0000 CMB16SPEC .. 000O0 0.0000 0.0000 CMB17SPEC : 0.0000 00000 ''0.0006 CMB18SPEC : - o:0000 .0.0000 . . . .• . . . : CMB19SPEC 0.0000 0.0000 00000 CMB20SPEC 0.0000 0.0000 0 0000 0MB21 SPEC 0.0000 0.0000 00000 CMB22SPEC 0.0000 0.0000 0.0000. CMB23SPEC 0.0000. 0.0000 0.0000 CMB24SPEC .0000 .0 .0 .0000 0,0000 ENVELOPE_COMB 0.0000. 0.0000 .0 .0000 ENVELOPE -COMB 0 0000 0.0d00 0.0.000 HINGE1 00000 00000 00000 HINGE2 00000 00000 0.0000. 4 Table 23 Nodal Displacements - Summary, Part 1 of 2 Table 23: Nodal Displacements. Summary, Part 1 of 2...... - ': .. . Panel' - Ux '. Uy 'iJz'Th R' Rz L ?in in ; in Radians Radians Radians . . 60 - . 67 - DEAD 0.000000 . 0.000000 -0.175451, 0.000000 0.000000 0.000000 75 26 DEAD 0000000 0000000 0153265 0000000 0000000 0000000 76 ' 59. . , ' DEAD - 0.000000 ' 0.000000 -0.144412 0.000000 . 0.000000 ': 0.000000 90 ' 27 ': DEAD ' 0.000000 -. OM00000 -0.087332 0.000000 '.0.000000 0.000000 - . 91 - - 41 -- DEAD - 0.000000 0.000000 -0.117641 - 0.000000 0.000000 - 0.000000 . ' 105 ' 28 - - DEAD 0.000000 0.000000 - -0.086494 - 0.000000 ' 0.000000 0.000000' ' • -: 4,106'. ' - -42 ' ' DEAD ' 0.000000 0.000000 -0.103577 000,0000. :0.000000 0.000000. 'S 120 . ' . 29 - ,. - DEAD - 0.000000 ,' 0.000000 -0.137493 0.000000 0.000000 0.000000' . . : 121- ' , 24' . DEAD ' ' 0.000000 0.000000 -0.115594 . 0.000000: 0.000000 ' ' 0.000000 . ' •' ..135 . . 69 , 'DEAD. , . 0000000, - 0.000000 -0.156009 . 0.000000 0.000000 0.000000 . - , 136 24 DEAD 0000000 0000000 0115504 0000000 0000000 0000000 - 151 - 25 - . ', . DEAD ....0.000000 0.000000 -0.113409' P.000000 0.000000 . : 0.000000 - • . 166 61 DEAD 0.000000 0.000000 -0.123442 0 000000 _`0.d00600 0000000 - 60 • •' 26 • - • EQX • 0.000000 0.000000 - .0.037945' - 0.000000 ' ' 0.000000 0.000000 - • • 75 -89 EQX 0000000 0000000 0053447 0000000 0000000 0000000 76 -39 EQX 0.000000 0.000000 -0.033591 0.000000 0.000000 0.000006 90 • . -113 - - EQX - -. 0.000000 0.000000 0.014547 - 0.000000- '0000000 0.000000 91 - . • -41 '- - EQX 0.000000 - 0.000000 .0.052531. - 0.000000 0.000000 0.000000 - 105 -117 EQX 0000000 0000000 0012610 0000000 0000000 0000000 106 -63 EQX 0000000 0000000 0061296 0000000 0000000 0000000 ' 120 ' - -122 :' - EQX ' • , 0.000000' 0.000000 -0:053182 .0.000000 0.000000 '0.000000 • 121 -47 EQX 0.000000 0.000000 0.026059.! 0000000 0.000000. 0.000000 ......135 - • 29 • EQX - - 0.000000 0.000000 • -0.042199 : 0.000000' 0.000000 , 0.000000 • 136 • • -80 ' •' ' EQX 0.000000 0.000000 -0070268' 0.000000 0.000000 - 0.000000 ' ,: . - • - - -58 EQX 0.000000 0.000000 -0.070634 0000000 0.000000 0 000000 S 151 -166 • 25' - - • EQX '- 0.000000 0.000000 0.055154 0.000000 , 0.000000 0.000000 . - - • - - Page 37 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 79 2016-07-11 LEGOLAND MF Foundations fdb SAFE .02.3.2 License #25EEF 5. Analysis results : I . '. 13 July 2016 • Table 23: Nodal Displacements - Summary, Part 1 of 2, 5 Panel . Node, Outpuôse Ux Y UUz .P': in''Radians Radians,- ;Radians' 60 26 EQXP 0.000000 - 0.000000 : . 0.038352 0.000000 . 0.000000 0.000000 -89 EQXP ' 0.000000 0.000000 0.054287. 0.000000 ' 0.000000 0.000000 76 ' ' 39 : ' , EQXP 0.000000' 0.000000 -0.033083 0.000000 0.000000 0.000000: 90 . . . .-1.13 '. EQXP ' 0.000000 . 0.000000. :0.014831 0.000000 0.000000 .' . 0.000000 *91 , -41 . EQXP . '0.000000 0.000000 0.051505 ' 0.000000 0.000000 0.000000 105 , -117. EQXP. ' . . 0.000000 0.000000 -0.912894 ' 0.000000' 0.000000. . 0.000000 , 1106 . -6.3 . . EQXP ' 0.000000 0.000000 0.060105 0.000000 , 0.000000. .. 0.000000 .' . -122 EQXP" : ' 0.000000 0.000000 zO.053912 0.000000 0.000000 '0.090000 121 . ' . . ;EoxP . 0.000000: 0.000000: '0.025423 . 0.000000 ' 0.000000 ' 0.000000 135 ' 29 ' EQXP. ' 0.000000 : 0.000000 -0.042622 0.000000 ' 0.000000 . 0.000000 ' . 136 ' -80 . . EQXP 0.000000 '0.000000. -0.068762 0.000000 0.000000 0.000000 151. ' ' -58 ' ' EQXP 0.000000 . , 0.000000 . -0.069135 ', 0.000000 0.000000 -0.000000 p166 25 'EQXP 0000000 0000000 0053976 0000000 0000000 0000000 ' 60 . 26 EQXN ' 0.000000. 0.000000 0.037539 0.000000 0.000000. : 0.000000 '75 . . -89 . EQXN , . 0.000000 ' 0.000000. 0.052607 0.000000 ' 0.000000 .0.000000 76. ' . ' 39 , . ' .EQXN , 0.000000 ' 0.000000 -0.034102 0.000000 .0.000000 : 0.000000' 90 ' -113 '' ''EQXN . 0.000090. 0.000000 0.014262 ' 0.000000 0.000000 : ' 0.000000' 91 : ' -41 EQXN. , 0.000000 ' 0.000000' 0.053558 0.000000. '0.000000.....000000 ' 105 . -117 : EQXN ' 0.000000 0.000000. -0.012331 0.000000' 0.000000 :0000000 106, , ' . . ' -63 , EQXN. ' 0.000000 0.000000 ' 0.062488 0.000000 0.000000 :0.000000 .120 ' -122 'EQXN , ' 0.000000 ' 0.009000 . -0.052462 0.000000 0.000000 0.000000. 121 -47 EQXN 0000000 0000000 0026702 0.000000 0.000000 0000000 135 29 EQXN 0000000 0000000 0041786 0000000 0000000 0000000 -80 , ' EQXN ' 0.000000' . .0.000000 -0.071766 - 0.000000, 0.000000 . 0.000000 151 -58 EQXN 0000000 0000000 0072125 0000000 0000000 0000000 , 25 ' EQXN . ' '0.000000'. 0.000000 -0.056321 0.000000 ' 0.000000 . 0.000000' S 166 60. ' -106 : . EQY 0.000000 ' 0.000000 .0.016975 0.000000 6.000000 0.000000 75 ' 26 ' ' : EQY , 0.000000 0.000000 ' 0.006858 0.000000 0.000000 0.000000 76 -39 EQY 0000000 0000000 0031336 0000000 0000000 0000000 90 -97 EQY 0000000 0000000 0002724 0000000 0000000 0000000 91. ' ' ' -62 ' ' ' EQY ' ' 0.000000 ' 0.000000 -0.004966 0.000000 ' 0.090000 . 0.000000 105 : , -117 ' ' EQY . , 0.000000' 0.000000 0.003646 0.000000 . 0.000000 0000000 106 -64' EQY 0.000000 0.000000 0.003792 0.000000 0.000000 0.000000 120 . 29 ' EQY . . 0.000000 0.000000 4009793 . 0.000000 .0.000000 ' 0.000000: . 121 . , 47 ' EQY ' 0.000000 ' 0.000000 , '0.003257 0.000000 0.000000 . 0.000090 135 . -124 ' - ' EQY ' ' 0.000000 ' 0.000000 ' ' -0.023076 , ' 0.000000 '. 0.000000 0.000000 136 -53 EQY 0000000 0000000 0001025 0000000 0000000 0000000 .151 ' 25 ' EQY , 0.000000 0.000000 0.006624 ' 0.000000 0.000000 ' 0.000000' 166 , . -60 ' ' EQY . 0.000000 0.000000 ' 0.014683 0.000000 ' 0.000000 0.000000 60 ' ' -106 , ' EQYP ' ' 0.009000' 0.000000: 0.017570 0.000000 . 0.000000 0.000000 . 75 ' . ' .26 . EQYP . • . 0.000000' , '0.000000 . 0.006532 . 0.000000 0.000906 . 0.000000 . . : • .76 -39 - EQYP , • 0.000000 0.000000' -0.031870 ' 0.000000 0.000000 • 0.000000 ' . • . . • 90 , -97 EQYP. , . . 0.000000 0.000000 • ' 0.002888 . .0.900000 ' 0.000000 ' 0.000000 - '91 -62 ,: EQYP ' ' 0000000 0.000000 0.004083 0.009000 . 0.000000 ' 0.000000 • 105 . '-117 . : EQYP 0.000000 0.000000 .0.003900. 0:000000 0.000000 ' 0.000000 •. 106 . 64 . EQYP 0.000000 0.000000' . 0.004675 ' 6.000000 0.000000. ' 0.000000' , 120 ' ' 29 •, , EQYP 0.000000 0.000000 -0.009426 ' 0.000000 0.000000 , 0.000000 • ' 'V., ' ' 121 -. -47 • EQYP 0.000000 ' 0.000000' 0.003767 0.000000' ' 0.000000. 0.000000 135 • ' 124 • EQYP: 0.000000 0.000000 . 0.023587 0.000000 0.000000 . , 0.000000 136 -79 EQYP 0000000 0000000 0001388 0000000 0000000 0000000 151 : , 25 • ' ' EQYP. 0.000000 0.000000 0.005777 0.000000 0.000000 0.000000 . 166 , : -60 .....EQYP ' 0.000000 0.000000 ' 0014832 .0.000000 0.000000 0.000000. ' 60 ' -106' EQYN ' 0.000000 0.000000 . 0.016393 : 0.000000 0.000000 . 0.000000 • ' . . .• 75 . 26 : 'EQYN . ' 0.000000 0.000000 0.007194 ' 0.000000 0.000000 0.000000 • ' . • . .• . . • . V . ' ' Page 38 of 94: . . V ', . . Hope-Amundson 216003 00 Calculations by M Nekuda LF - 80 2016-07-11 LEGOLAND MF Foundations fdb / SAFE v12 3 2 License #25EEF 5. Analysis results : 13 July 2016, Table 23 Nodal Displacements Summary, Part 1 of 2 Panel Node OutputCase Ux Uy lJz' iT Ry Rz iii. in '-''. in ,,'Radians ,.Radians, Radians • 76 -39 EQYN . 0.000000, 0.000000 -0.030817 0.000000 0.000000 0.000000 90. -97 EQYN 0.000000' 0.000000 0.002560 0.000000 0.000000 . 0.000000 91 . -62 EQYN 0.000000 0.000000 -0.005858 0.000000 0.000000 0.000000 ,105 -117 EQYN 0.000000 0.000000 0.003393 0.000000 0.000000 0:000000 1'06 -64 EQYN 0.000000 0.000000 0.002908 0.000000 0.000000 0.000000 1120 : 29 EQYN 0.000000 0.000000 -0.010159 0.000000 0.000000 0.000000 . 121 -47 EQYN 0.000000 0.000000 0.002753 0.000000 0.000000. . 0.000000 : 135 -124 . EQYN 0.000000 0.000000 -0.022564 0.000000 . 0.000000 0.000000. 1136 -57 EQYN 0.000000 0.000000 0.001569 0.000000 0.000000. 0.000000 151 25 . :' EQYN 0.000000, 0.000000 0.007481 0.000000 0.000000 , .0.000000 166 ' -60 EQYN - 0.000000 - 0.000000 0.014546 0.000000 0.000000 0.000000 60 67 . 'CMB1GRAV-NL 0.000000 .0.000000 -0.299914 o.ô00000 0.000000 0.0000 . . 75 . - . .26 .CMB1GRAV-NL 0.000000 0.000000 . -0.266325 . :0.000000. 0.000000 0.000000 76 . 59 CMB1GRAV-NL 0.000000, 0.000000. -0.258351 - 0.000000 0.000000 .0.000000 . 1,90 : 27 CMB1GRAV-NL 0.000000 0.000000 : -0.166211 0.000000. 0.000000 ' '0.000000 . 91 -41 CMB1GRAV-NL 0.000000 0.000000.' -0.218363 0.000000 . 0.000000 0.000000 ..CMB1GRAV-NL 0.000000 0.000000 -0.164936 0000000. . ,0.000000 0.000000 " 106 ' '' 42 ' CMB1GRAV-NL 0000000. 0.000000'. -0.197364 . . 0.900000 . 0.000000' '.0.000000 1120 . 29 . CMB1GRAV-NL 0.000000 0.000000 -0.242416 : 0.000000 .0.000000 0.000000 121 ' 24 'CMB1GRAV-NL 0.000000 ' 0.000000 . :0214309' 0.000000 0.000000 .0.000000 135 : 69 ' CMB1GRAV-NL 0.000000 0.000000 ' -0.270346 . 0.000000 0.000000 0.000000 136 . . 24 . CMB1GRAV-NL 0.000000 ' 0.000000 -0.214309 0.090000 0.000000 0.000000 151 - 25 CM81GRAV-NL 0.000000 0.000000 -0.219836 0:000000 . .0.000000 . 0.000000 166, : . 61. . , CMB1GRAV-NL 0.000000 0.000000 -0.236961 0.000000 0.000000 ' ' 0.000000 , 60 . . 67 . CMB2GRAV-NL . . '0.000000 0.000000 . -0.295730 ' 0.000000 0.000000 0.00 0000 .. 75 '' . 26 , . . CMB26RAV-NL 0.000000,: 0.000000. . -0.260126 0.000090 0.000000 0.000000 . .. . 76 59, CMB2GRAV-NL 0.000000 0.000009 . -0.248561 0.000000 0.000000 0.000000 90 .' 27 . CMB2GRAV-NL, 0.000000 0000000 -0.153920 0.000000 0.000000 0.000000 91. . . -41 : CMB2GRAV-NL ' 0.000000 . 0.000000 - -0.207239 .' 9.000000 0000000 0.000000' 105 . 28 CMB2GRAV-NL 0.000000 0.000000 -0.152652 0.000000 0.000009 0.000000 106 -42 ' CMB2GRAV-NL ' 0.000000 , 0.000000 -0.185524 . 0.000000 . 0.000000. ;o.000000 120 29 . CMB2GRAV-NL 0.000000 0.000000 -0.235504 0.000000 : 0.000000 0.000000 ' 121 24 . CMB2GRAV-NL 0.000000 0.000000 -0.201201 0.000000 ' 0.000000 '0.000000' 135 ' '69 CMB2GRAV-NL 0.000000 0.000000'' -0.265050. . '0.000000 0.000000 0.000000: 136 . 24 . CMB2GRAV-NL 0.090000' 0.000000 -0.201201' ' 0.000000 0.000000.. 0.000000 151 , 25 ' CMB2GRAV-NL 0.000000 0.000000 -0.202489 ' 0.000000 : 0.000000 0.000000 166' 61 . . CMB2GRAV-NL . 0.000000 0.000000 . -0.218208 .0.000000 . .0.000000. 0.000000 ' 60 ' . -106 ' , CMB1SPEC-NL 0.000000 0.000000 -0.323486 ' 0.000000 . 0.000000 0.000000. : 75 ' ' 26 ,: CMB1SPEC-NL . 0.000000 0.000000 . -0.240675 ' 0.000000 : 0.000000 0.000000 76 . 39 ' CMB1SPEC-NL . 0.000000 . 0.000000 -0.301416. . .0.000000 , ,' 0.000000 9.000000 : 90 ' ', . 97 . , CMB1SPEC-NL . 0.000000 0.000000 -0.162500 0.000000 . 0.000000 ' 0000000 ' 91 ' -41 ' CMB1SPEC-NL . 0.000000 ' 0.000000 ' -0.172137 ' 0.000000 0.000000. 0.000000 ' .. . 1,05 ' , 28 ' . CMB1SPEC-NL .0.000000. 0.000000 -0176180 0.000000 . 0.000000 - 0:0,00000' . 106' , -46 ' : CMB1SPEC-NL 0.000000 0.000000 -0.187386' 0.000000 :0.000000 . 0.000000 ' 120 ', 29 CMB1SPEC-NL '0.000000 . 0.000000 -0.295013 0.000000 0.000000 0.000000 121 ' -52 CMB1SPEC-NL 0.000000 ' 0.000000 -0224112, '0.000000 '0.000000 0.000000 , 135 : ' 29 ' CMB1SPEC-NL, 0:000000 ' 0.000000' ' -0.295013 0.000000 0.000000 . 0.000000 136 ' , . 80 .CMBISPEC-NL '0.000000 0.000000 0.263870 0.000000 0.000000 - 0000000 151 . '-58 , CMB1SPEC-NL 0.000000 0.000000 -0.279838 0.000000 ' 0.000000 0.000000 166 ' 25 , CMB1SPECML 0.000000 0.000000 -0.277495 0.000000 ' 0.000000 0.000000 60 ' . ' 26 ' 'CMB2SPEC-NL 0.000000 0.000000 -0.316565 0.000000 : 0.000000 0.000000 .. 75 ' 26 ' CMB2SPEC-NL 0.000000 ' 0.000000 ' -0.316565 0.000000 0.000000 ' '0.000000 ' ' ' 22 . ' ' CMB2SPEC-NL 0.000000' 0.000000 .' :0272117 : 0.000000 ' 0.000000 0.000000. ' .76 90 . ' 27 - CMB2SPEC-NL ' 0.000000 0.000000-' -0:179237 0.000000 0.000000 0.000000 . Page 39 of 94 Hope-Amundson 216003 00 Calculations by .M. Nekuda LF - 81 2016707-11 _LEGOLAND. MF Foundations.fdb . SAFE02.3.2 - License #25EEF 5. Analysis results . . . . : . . 13 July 2016 Table 23:. Nodal Displacements - Summary, Part 1 of 2 'Panel - No 0 OuutCase iJx Uy Uz Rx Ry Rz 91 -41 CMB2SPEC-NL 0.000000 0.000000 -0.277199 0.000000 0.000000 0.000000 . 105 28 CMB2SPEC-NL 0.000000 o:000000 -0.158365 0.000000 0.000000 0.000000 106 -63 CMB2SPEC-NL 0.000000 0.000000. .-0.262974 0.000000 0.000000 0.000000 - 120 . 29 CMB2SPEC-NL 0.000000 0.000000 -0.210615 0.000000 0.000000 0.000000 . 121 -47 CMB2SPEC-NL 0.000090 0.000000 -0.226343 0.000000 '0.000000' '0.000000 . 135 . . -124 CMB2SPEC-NL 0.000000 0:000000 -0.280511 0.000000 0.000000 0.000000 h36 24 . CMB2SPEC-NL 0.000000 0.000000 -0.216871 . 0.000000 0.000000 0.000000. 151 25 CMB2SPEC-NL 0.000000 .0.000000 -0.167188 0.000000 0.000000 " 0.000000 . . 166 -60 . CMB2SPEC-NL 0.000000 . 0.000000 -0.233146 0.000000 0.000000 0.000000 60 . . -106 CMB3SPEC-NL 0.000000 - 0.000000 -0.324058 . 0.000000 0.000000 0.000000 • - 75 26 . CMB3SPEC-NL 0.000000 0.000000 0.240268 0.000000 0.000000 . 0.000000 76 -39 CMB3SPEC-NL 0.000000 - 0.000000 -0.300907 0.000000 0.000000 0.000000 90 -97 CMB3SPEC-NL 0.000000. 0.000000 -0.162688 0.000000 0.000000, • 0.000000 . . 91. .. . -41 . CMB3SPEC-NL 0.000000 0.000000 0.173164 0.000000 0.000000 0.000000 105 28 - CMB3SPEC-NL 0.000000 0.000000 -0.176386 0.000000 0.000000 0.000000 106 -46 CMB3SPEC-NL 0000000 . 0.000000 -0.187720 0.000000' 0.000000 0.000000 120 29 CMB3SPEC-NL 0.000000' . 0.000000 0.295437 0.000000 0.000000 .. 0.000000 - 7121' • -52 CMB3SPEC-NL 0.000000 0.000000 -0.223833 0.000000 - '0.000000 0.000000 . • 135 29 . CMB3SPEC-NL 0.000000 0.000000 . -0.295437 . 0.000000 . 0.00000b 0.000000'. • ,. 136 -80 • CMB3SPEC-NL ' 0.000000 0.000000 -0.262364 0.000000 0.000000. 0.000000 . • . . - 151 -58 CMB3SPEC-NL 0.000000 0.000000 -0.278338 . 0.000000 0.000000 0.000000 . 166 25 CMB3SPEC-NL 0.000000 0.000000 -0.276317 0.000000' 0.000000 . 0.000000 60 26 . CMB4SPEC-NL . 0000000 0.000000 -0.316972 0.000000 0.000000, 0000000 • 26 • CMB4SPEC-NL . 0000000 0.000000 0.000000 , -0.316972 0.000000 0.000000 . 0.000000 . -• 76 ., . 90 22 . CMB4SPEC-NL - 0.000000 -0.271504 0000000 0.000000 0.000000 . 27 CMB4SPEC-NL. 0.000000 0.000000 -0.179442 0.000000 0.000000 .0.'000000 .91 -41 '. CMB4SPEC-NL 0.000000 0.000000 -0.276173 0.000000 0.000000 0.000000 105' 28 '. CMB4SPEC-NL 0.000000 0.000000 -0.158159 0.000000 0.000000 0.000000 106 -63 ' CMB4SPEC-NL .0.000000 • - 0.000000 • -0.261783 0.000000 0.000000 . 0.000000. .120 29 CMB4SPEC-NL 0.000000 0.000000 -0.210192 0.000000 0.000000 0.000000 121 -47 CMB4SPEC-NL 0.000000 0.000000 -0.225706 0.000000 0.000000- 0.000000 • -' - 135 -124 CMB4SPEC-NL ' 0.000000 0.000000 -0.281036 0.000000 0.000000 0.000000 • • . . 1 '136 24 CMB4SPEC-NL ' 0.000000 • 0.000000 -0.217007 0.000000 0.000000 0.000000 151 • 25 CMB4SPEC-NL 0.000000 0.000000 -0.168366 -- 0.000000 0.000000 •' 0.000000 166 • . -60 CMB4SPEC-NL 0.000000 0.000000 -0.233320 0.000000 0.000000 0.000000 . . 60 -106 CMB5SPEC-NL 0.000000 0.000000 . -0.322913 0.000000 0.000000' 0000000. • - 75 - .26 CMB5SPEC-NL 0.000000 0.000000 -0.241081 0.000000 0.000000 0.000000 - • '- 0.000000 • , 76 • '-39 CMB5SPEC-NL . 0.000009 0.000000 • -0.301926 0.000000 0.000000 .' - 90 , -97 • ' CMB5SPEC-NL 0.000000 0.000000 0.162316- . 0.000000 0.000000 0.000000 • ,' 91 - -41 - CMB5SPEC-NL. 0.000000 0.000000 -0.171110 0.000000 .0.000000 0.000000 105 ' . 28 - CMB5SPEC-NL 0.000000 0.000000 0.175979 0.000000 ' 0.000000 0.000000 ' • ' - • '106 '-46 CMB5SPEC-NL 0.000000 0.000000 • :0.187047 0.000009 0.000000 '0.000000 : • ' 120 29 CMB5SPEC-NL 0.000000 • 0.000000 -0.294600 0.000000 0.000000 - 0000000 • -121 , '-52 • CMB5SPEC-NL 0.000000 0.000000 • -0.224385 0.000000 0.000000 • 0.000000' • • 135 . , 29 CMB5SPEC-NL 0.000000 '0.000000 -0.294600 . 0.000000 0.090000 0.000000 • 136 -80 ' CMB5SPEC-NL 0.000000 0.000009 -0.265369 0.000000 0.000000 '0.000000' 151' -58 CMB5SPEC-NL 0.000000 ' 0.000000 -0.281329 0.000000' 0.000000 . 0.000000 • ' :. -' • , , 166 ' • 25 • CMB5SPEC-NL 0.000000 . , 0.000000 ' '0.000000 -0.278663 0.000000 0.000000 0.000000 • , - 60' • , 26 CMB6SPEC-NL 0.000000 -0.316159 0.000000 0.000000 - 0.000000 '75 • - .26 CMB6SPEC-NL 0.000000 0.000000 -0.316159 0.000000 0.000000 .0.000000 • • 76' 22 CMB6SPEC-NL' , 0.000000 0.000000 -0.272728 -9.000000 0.000000 0.000000 • 90 • 91 '27 CMB6SPEC-NL ' 0.000000 '0.000000 -0.179031 0.000000 0.000000 0.000000 ., , - -41 CMB6SPEC-NL' 0.000000 0.000000 -0.278226 0.000000 0.000000 0M00000 '105 28 CMB6SPEC-NL 0.000000 0.000000 -0.158566 0.000000 ' 0.000000. 0.000000 • ' . ' • - • . •. • • - . ' - . Page 40 of. 94 - • I • - . - ' ' Hope-Amundson 216003 00 Calculations by M. Nekuda !-F,7 82 2016-07.-i 1 LEbOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 5 Analysis results 13 July 2016 Table 23 Nodal Displacements Summary, Part 1 of 2 5 Panel Node - OutputCase. Ux Uy Uz . Jt Rx , Ry RzJ .in i?i. Radians /Radians1 - -' 106 -63 CMB6SPEC-NL 0.000000 0.000000. 0264166 0000000 0.000000 0.060000 120 29 CMB6SPEC-NL 0.000000 ., 0.000000 -0.211028' 0.000000 . 0.000000 0.000000. 121 --47 CMB6SPEC-NL 0.000000 0.000000 -0.226985 0.000000 0.000000 . 0.000000 135 -124 CMB6SPEC-NL 0000000 0000000 -0.279974 0.060000 0000000 0.000000.- 136 24 .CMB6SPEC-NL 0.000000 0.000000 -0.216740.. 0.000000 0:000000 0.000000 : . , 151: . 25 CMB6SPEC-NL 0.000000 0.000000 -0.166020 0.000000 0.000000 0.000000 166 60 : CMB6SPEC-NL 0.000000 0.000000 -0.232985 0.000000 : 0.000000 0.000000 ' 60-. : .67 . CMB7SPEC-NL 0.000000 0000000. -0.298541 0.000000 . 0.000000 0.000000 75 26 CMB7SPEC NL 0:000000 0000000 -0.271769 0000000 0.000000 0.000000 76 59 CMB7SPEC-NL 0.000000 0000000 -0.299244 0000000 0.600000 0.900000. 90 27. - CMB7SPEC-NL : 0.000000 0.000000 -0.169966 .0.000000 0.000000. .0.000000 91 .' -41 CMB7SPEC-NL 0.000000 0.000000 -0.229627 0.000000 0.000000 : 0.000000 105' 28 . CMB7SPEC-NL .0.000000' 0.000000 -0.164440 '0.000000 .0.000000 0.000000 ' . :106 . ' -42 CMB7SPEC-NL ', 0.000000 .0.000000 70.200460 0.000000 0.000000. 0.000000 ' -• 120 29 CMB7SPEC-NL 0.000000 0.000000 .-0.262607 0.006000 0 000000 0000000 121 .24: , CMB7SPEC-NL 0.000000 0.000000 70.219473 . . 0.000000 . 0.000000 0.000000 •. ". . !135 '69 . CMB7SPEC-NL 0.000000 ' 0.000000 -0306516 . 0.000000. .0.000000 0.000000. 136 . , 24' CMB7SPEC-NL 0.000000 0.000000 -0.219473 : 0.000000 0.000000 0.000000 . 151 25 CMB7SPEC-NL 0000000 '0.000000 -0.215718 0.00 1 0000 0.000000 0.'000000 166 ' - 61 . CMB7SPEC-NL 0.000000.- 0.000000 ' -0.224949, 0.000000 , 0.000000. ' 0.000000 60 67 CMB8SPEC-NL 0.000000: 0.000000 -O .i32475 0.000000 0.000000 0 000000 75: ' ' 26. . CMB8SPEC-NL ' 0.000000 ' ' 0.000000 .. -0.285478 . 0.000000 , ' 0.000000. 0.000000 ' .. 76 59 CMB8SPEC-NL 0.000000. 0 000000 -0.236592 0.000000 0.000000. 0.000000 90' , ' ' 27 ' ' CMB8SPEC-NL ' 0.000000 0.000000 -0.167275 , 0.000000 0.900000 , 0.000000- 91 -41 CMB8SPEC-NL 0.0000001 .0 .000000 -0.219710 0000000 0.000000 0.0010001d S 105 , : , 28 . 'CMB8SPEC-NL ' 0.000000 ' ' 0.000000 -0.170105' 0.000000 ' 0.000000 0.000000 106 , -42' CMB8SPEC-NL 0:000000 0.000000 . -0.203434 0.000000 0.000000- :0.000000 120 29 CMB8SPEC-NL 0.000000 0.000000 0243021 0000000 0 000000 0000000 121 ' 24' ' , CMB8SPEC-NL- 0.000000' 0.000000. -0.218783' : 0.000000 , 0.000000. ' .0.000000 ' " •• 135 ' 69 ' . CMB8SPEC-NL 0.000000 . 0.000000 -0.260384 , 0:000900' 0.000000'' , 0.000000: 136 24 CMB8SPEC-NL 0.00000b: 0.000.000 - -0.218183 0000000 0.0000010 0000000 151 . 25 CMB8SPEC-NL. 0.000000 0.000000 --0.228965 0.000000,. 0.000000' 0.000000 166. . : 61 , - CMB8SPEC-NL 0.000000 ' 0.000000 . -0.254305 - 0.000000 ' 0.000000. ' 0.000000 ' 60 67 CMB9SPEC NL 0.000000 0.000000 -0.297948 :0:00000.0. 0.'000000, 0.0000.00.- - . '75' ' ,', . 26 CMB9SPEC-NL . 0.000000. 1 0.000000 -0.272088 . 0.000000 0.000000 ' '.0.000000: 76 59 CMB9SPEC NL 0.000000 0.000000 -.0.299776 0 000000 0.000000- 0.000000 90 27 CMB9SPEC NL 0000000 0000000 -0.170163 0000000 0000000 0000000 91 -41 CMB9SPEC NL 0.000000 0.000000 -0.228742 0 000000 0.000000- 0.060000-. 105• , ' '28' . CMB9SPEC7NL 0.000000 .0.000000 -0.164257 ' , 0.000000 ' 0.000000 .0.000000 . '106 -42 ' CMB9SPEC-NL 0.000000' 0.000000 -0.199436 ' 0.000000 ', 0.000000 ' '0.000000 . • 120 29 CMB9SPEC NL 0000000 0.000000 -0.262241 0.000000 0000000 0.000000 121 " : 24'. ' CMB9SPEC-NL ' 0.000000 0.000000 ' -0.219607 . 0.000000' ' 0.000000 0.000000 135 69 CMB9SPEC NL 0000000 0 000000 -0.307026 0.00000 . 0 0000000 0.000 . 000 ' ' :136 ' 24' ' CMB9SPEC-NL 0.000000 0.000000 -0.219607 0.000000 0:000000: '0.000000 .1,51 ' ' '25 'CMB9SPECNL' 0.000000' 0.000000 0.216564 0.000000' . 0.000000 0.000000. 166 ' . . . 61 : CMB'9SPEC-NL . 0.000000 . 0.000000 -0.224802 .0.000000 0.000000 -''0.000000 : ' 60. '''67' CMB1OSPEC-NL 0.000000 ' 0.000000 -0.333068 . 0.000000: 0.000000 26 . , ' . CMB10SPEC-NL 0.000000 :0000000 - -0.285152 ' 0.000000 .0.000000 '0000000 76 59 CMB10SPEC NL 0000000 0.000000 .0.236060. 0.000000 0000000 0.000000. • :90' ' • 27 • CMB10SPEC-NL .0.000000 0.000000 • -0.167078 • 0.000000 0.000000;' '0.000000 91 -41 CMB10SPEC NL 0000000 0.000000 -0.220595 0.000000' 0000000 0.000000. 105 28 • . CMB10SPEC-NL OM00000' 0.000000' , -0.170288 .0.000000 0.000000 ' '0000000: - ' ' • • 106 • -42 CMB1 OSPEC-NL 0.000000 0.000000 , :0:204457 0.000000' 0.000000 .0.000000 • • ' • .• 120 29 ' , CMB10SPECNL 0.000000 '0.000009 ' -0.243388 0.000900 0.000000 .0.000000 ' - '• Page 41 of 94 Hop-Amundson 216003.00 Calculations by M. Nelcuda. . LF7 83' 2016707-11 LEGOLAND MF Foundàtions.fdb : '' SAFE v12.3.2 -License,#25EEF 5. Analysis results . S 13 July 2016 :135 69 CMB10SPEC-NL 0.000000 0.000000 -0.259874 0.000000 0.000000 0.000000 136 ' 24 CMB10SPEC-NL 0.000000 0.000000 -0.218649 0.000000 0.000000 0.000000 151 25 CMB10SPEC-NL 0.000000 0.000000 -0.228119 0.000000 0.000000 0.000000 ,.166 •' 61 ' CMB10SPEC-NL 0.000000 0.000000 -0.254453 0.000000 . 0.000000 . 0.000000 60. 67, CMB11SPEC-NL 0.000000 0.000000 -0.299121 0.000000 0.000000.. 0.000000 75 26 CMB11SPEC-NL 0.000000 0.000000 -0.271426 0.000000 0.000000 0.000000 • ,76 . 59 CMB11SPEC-NL 0.000000 : 0.000000 -0.298727 0.900000 0.000000 0.000000 90 27 . CMB11SPEG-NL 0.000000: 0.000000 -0.169763 0.000000 0.000000 0.000000 911. -41 CMB11SPEC-NL 0.000000 0.000000 " -0.230520 0.000000 0.000000 0.000000 105 28 . CMB11SPEC-NL 0.000000W 0.000000 -0.164623 0.000000 0.000000 0.000000 - 106 -42 CMB11SPEC-NL 0.000000 0.000000 -0.201488 0.000000 0.000000 0.000000 ' t120 29 CMB11SPEC-NL 0.000000 0.000000. -0.262973 0.000000 0.000000 : .0.000000 . 121 . 24 CMB11SPEC-NL 0.000000 0.000000 70.219340 0.000000 0.000000 0.000000 ' .135 69 CMB11SPEC-NL 0.000000' 0.000000 -0.306006 0.000000 0.000000 0.000000 136 24 CMB11SPEC-NL 0.000000 0.000000 -0.219340 . '0000000 : 0:000000 , 0.000000 1 151 . 25 CMB11SPEC-NL 0.000000 0.000000 ,-0.214861 1 0.000000 0.000000' 0.000000 166 ' ' 61 CMB11SPEC-NL 0.000000• . 0:000000 -0.225084 0.000000 0.000000 0.000000 60 67 CMB12SPEC-NL 0:000000 0.000000, -0.331894' ', 0.000000 0.000000 0.000000 . 75 " 26 CMB12SPEC-NL 0.000000 0.000000 -0.285814 0.000000 9.000900 0.000000 76 59 CMB12SPEC-NL 0.00000.0 0.000000: -0.237109 0.000000 0.000000, 0.000000 90. 27 CMB12SPEC-NL 0.000000 0.000000 -0.167477 0.000000 0.000900 0.000000' 91 -41 ' CMB12SPEC-NL 0.000000 0.000000 '-0.218816 0.000000 0.000000 0.000000 105 '28 CMB12SPEC-NL 0.000000 0.000000 70.169922 0.000000 0.000000 0.000000 i 106 • -42 ' CMB12SPEC-NL 0.000000 0.000000 -0.202405 0.000000 0.000000 0.000000 ' .120 29 ' CMB12SPEC-NL 0.000000 0.000000 -0.242655 00o0000 0.000000 . 0.000000 ' ' • ' • 121 • : 24 CMB12SPEC-NL 0.000000 .0.000000. -0.218916 • 0.000000' 0.000000 0.000000 • :135. • 69 6MB12SPEC-NL 0.000000' 0.000000 -0.260894 0.000000 0.000000 0.000000 136 24 , CMB12SPEC-NL 0.000000. ' 0.000000 '-0.218916 0.000000 • 0.000000 0.000000 151 • , 25 • CMB12SPEC-NL 0.000000 0.000000 -0.229822 0.000000 0.000000 '0.000000' • • ' • • 166 61 CMB12SPEC-NL 0.000000 0.900000 -0.254170 0.000000 0.000000 , .0. 0.00000 • 60 -106 • CMB13SPEC-NL .0.000000 . 0.000000 -0.166552 0.000000 0.000000. '0.000009 75 26 CMB13SPEC-NL 0.000000 0.000000 -0.102826 0.000000 0.000000 0.000000 ' 76 -39 CMB13SPEC-NL 0.000000. 0.000000 '-0.170102 0.000000 ' 0.000000 0.000000 . ' : 90 • • -97 , CMB13SPEC-NL 0.000000 0.000000 -0.088950 0.000000 0.000000 0.000000 ' , • • 91 -62 CMB13SPEC-NL 0.000000 0.000000 -0.062917 0.000000 0.000000 . 0.000000: •. • 105 : -117 ' CMB13SPEC-NL 0.000000 0.000000 . -0.096332 .0.000000 0.000000 • 0.000000 • 106 ' 46 CMB13SPEC-NL 0.000000 0.000000 -0.093982 • 0.000000 0.900000 '0.000000 120 , -122 CMB13SPEC-NL ' 0.000000 0.000000 . -0.172173 0.000000 0.000000 ' 0.000000 • 121 -52 ' CMB13SPEC-NL 0.000090 .0.000000 , -0.121462 . 0.000000 0.000000 0.000000 p 135 29 CMB13SPEC-NL 0.000000 0.000009 0.170333 0.000000 0.000000 : ' • 0.000000 136 • • -80 CMB13SPEC-NL 0.000000 0.000000 -0.171526 0.000000 0.000000 0.000000 . . . • 151 -58 CMB13SPEC-NL 0.000000 0.009000 -0.180015 0.900000 0.000000 ' 0.000000 . .. • 166 • 25 CMB13SPEC-NL. 0.000000 0.000000 -0.171353 . 0.000000 • 0.000000 0.000000 • • 60 : 26 . CMB14SPEC-NL 0.000000. 0.000009 0.178717 '0.000000 0.000000 0.000000 • ' • • • • 75 • -108 • CMB14SPEC-NL 0.000000 0.000000 -0.181440 0.0000,00 0.000000, 0.000000 .76 ' 22 ' CMB14SPEC-NL ' 0.000000 0.000000 -0.153592 0.000000 • 0.000000 ' 0.000000 • : 90 -113 CMB14SPEC'-NL 0.000000 0.000000 -0.098594 0.000000 0.000000 0.000000' ' • 91 . • -41 CMB14SPEC-NL 0.000000 0.000000 -0.167951 '0.000000 0.000000 0.000000 • ', • • ' • 105 • S • 28 • CMB14SPEC-NL 0.000000 • 0.000000 -0.078273 0.000000 0.000000 0.000000 , 106 -63 CMB14SPEC-NL 0.000000 ' 0.000000 -0.165483 0.000000 0.000000 ' 0.000000 • • 120 29 . CMB14SPEC-NL 0.000000 0.000000 -0.085935 0.000000 0.000000 ' 0.000000 • • : : • -47 CMB14SPEC-NL 0.000000 0.000000 -0.130231 , 0.000000 0.000000 0.000000 . .121' 135 -124 CMB14SPEC-NL 0.000000, 0.000000 -0.139998 0.000000 0.000000 0.000000 ' S • S . •. S • S Page 42of94 Hope-Amundson 216003.00 Calculations by M. Nekuda LF -84 2016-07-11_LEGOLANDMF Foundations.fdb SAFE v12.3.2 License #25EEF. 5 Analysis results 13 July 2016 Table 23 Nodal Displacements Summary, Part 1 of 2 tPanel Node OutputCase Ux k Uz ' Rx Ry R in Radian. rRadians -RadiansI 4136 -53 CMB14SPEG-NL 0.000000 0.000000 -0.112157 0.000000 0.000000 0.000000 151 25 CMB14SPEG-NL 0.000000 0.000000 -0.061045 0.000000 . 0.000000 0.000000 166 . -60 CMB14SPEC-NL 0.000000 . 0.000000 -0.118808 0.000000 0.000000 0.000000 60 -106 . CMB15SPEC-NL 0.000000 . 0.000000 -0.167124 0.900000 0.000000 0.000000 75 . . 26 CMB15SPEC-NL 0.000000 0.000000 -0.102420 0.000000 0.000000 0.000000 76 39 CMB15SPEC-NL 0.000000 . 0.000000 -0.169594 0.000000 0.000000 0.000000 90 -97 CMB15SPEC-NL 0.000000 0.000000 -0.089138 0.000000 0.000000 0.000000 • 91 . -62 CMB15SPEC-NL 0.000000 0.000000 -0.063942 0.000000 0.000000 0.000000 - 105 -117 CMB15SPEC-NL 0.000000 , 0.000000 -0.096616 0.000000 0.000000 0.000000 106 -46 CMB15SPEC-NL 0.000000 0.000000 -0.094316 0.000000 0.000000 . 0.000000 120 -122 CMB15SPEC-NL 0.000000 0.000000 -0.172903 0.000000 0.000000 0.000000 121 -52 CMB15SPEC-NL 0.000000 0.000000 -0.121184 0.009000' 0.000000 0.000000 . 135 29 ' CMB15SPEC-NL 0.000000 0.000000 -0.170757 0.000000 0.000000 0.000000 136 -80 CMB15SPEC-NL 0.000000 0.000000 -0.170021 0.000000: 0.000000 0.000000 151 -58 CMB15SPEC-NL 0.000000 0:000000 -0.178515 ' 0.000000 0.000000 0.000000 166 25 CMB15SPEC-NL 0.000000 0.000000 -0.170175 0.000000 0.000000 0.000000 60. 26 CMB16SPEC-NL 0.000000 0.000000 -0.179123 . 0.000000 0.000000 0.000000 . . 75 -.108 CMB16SPEC-NL 0.000900 0.000000 -0.182166 0.000000. 0.000000 0.000000 76 . 22 CMB16SPEC-NL 0.000000 0.000000 0.152979 0.000000 A.000000 . 0000000 90 - -.113 CMB16SPEC-NL 0.000000' 0.000000 -0.098878 0.900000 0.000000 0.000000 91 . -41 CMB16SPEC-NL 0.000000 0.000000 -0.166925 0.000000' 0.000000 0.000000 105 28 CMB16SPEC-NL 0.000000 0.000000 -0.078067 0.000000 0.000000 0.000000 •' 106 -63 CMB16SPEC-NL 0.000000 0.000000 ' -0.164293.- 0.000000 0.000000 0.000000 120 29 CMB16SPEC-NL 0.000000 0.000000 . -0.085512 • 0.000000 0.000000 0.000000 121. -47 • CMB16SPEC-NL 0.000000 0.000000 -0.129594 '0.000000 0.000000 0.000000 •• -124 CMB16SPEC-NL 0.000000 0.000000 -0.140523 . 0.000000 0.000000 0.000000 136 -53 CMB16SPEC-NL 0.000000 0.000000 ' -0.112202 0.000000 . 0.000000 . 0.000000 151 • 25 CMB16SPEC-NL 0.000000 0.000000 -0.062223 0.000000 0.000000. 0.000000 : 166 -60 CMB16SPEC-NL 0.000000 0.000000 . -0.118982 0.000000 0.000000 0.000000 60 .S - -106 CMB17SPEC-NL 0.000000 0.000000 -0.165979 0.000000 0.000000 0.000000 75 26 CMB17SPEC-NL 0.000000 0.000009 -0103233 0000000 0.000000 0.000000 • 76 -39 CMB17SPEC-NL 0.000000 0.000000 -0.170613 0.000000 - 0.000000 0.000000 90 . -97 CMB17SPEC-NL 0.000000 0.000000 - -0.088766 . 0.000000 0.000000 • 0.000000 '91 -62 CMB17SPEC-NL 0.000000 0.000000 -0.061892 0.000000, 0.000000 0.000000 105 -117 CMB17SPEC-NL 0.000000 0.000000 . -0.096053 0.000000 0.000000 0.000000 106 -46 CMB17SPEC-NL 0.000000 0.000000 -0.093643 0.000000 0.000000 0.000000 . • 120 -122 CMB17SPEC-NL 0.000000 0.000000 -0.171453 0.000000 . 0.000000 0.000000 rl 21 • -52 . CMB17SPEC-NL 0.000000 0.000000 -0.121735 0.000000 ' 0.000000 - 0.000000 - 135 29 . CMB17SPEC-NL • 0.000000 0.000000 -0.169920 , 0.000000 .0.000000 0.000000 • 136 -80 CMB17SPEC-NL 0.000000 0.000000 -0.173025 • 0.000000 0.000000 0.000000 - - 151 . -58 CMB17SPEC-NL - 0.000000 0.000000 , -0.181506 0.000000 0.000000 '0.000000 • 166 25 CMB17SPEC-NL 0.000000 0.000000. -0.172520. 0.000000 0.000000 0.000000 60 26 CMB18SPEC-NL . 0.000000 9.000000 -0.178310 0.000000 - 0.000000 0.000000 . 75.. -108 CMB18SPEC-NL 0.000000 0.000000 -0.180716 0.000000 . 0.000000 0.000000. 76 22 CMB18SPEC-NL • 0.000000 0.000000 -0.154203 0.000000 0.000000 0.000000' : 90. -113 CMB18SPEC-NL 0.000000 0.000000 :0098309 0.000000 0.000000 0.000000 91 . -41 CMB18SPEC-NL 0.000000 0.000000 -0.168978 0.000000 000 0.000000. 105 28 . . CMB18SPEC-NL 0.000000 0.000900 -0078474 0.000000 0.000000 0.000000. '196 -63 CMB18SPEC-NL 0.000000 . 0.000000 -0.166675 0.000000 0.000000 0.000000 • 120 - 29 CMB18SPEC-NL 0.000000. 0M00000 -0.086348 0.000000 0.000000 0.000000W 121 , . -47 CMB18SPEC-NL 0.000000 0.000000 -0.130873 0.000000 0.000000 0.000000 • 135 • -124 CMB18SPEC-NL 0.000000. 0.000000 -0.139461 - 0.000000 0.000000 . 0.000000 ' 53 CMB18SPEC-NL 0.000000 . 0.000000 0.112117 0.000000 0.000000 0.000000 • • , . .136 151 , - 25 . CMB18SPEC-NL 0.000000 0.000000 •' -0.059878 0.000000 0.000000 0.000000 • . . • - . Page 43of94 Hope-Amundson 216003.00 Galcu!ationsbyM. Nekudá LF 85,' 2016-07711 LEGOLAND MF Foundations.fdb. " . . SAFE v12.3.2 -License #25EEF 5. Analysis results 13'July 2016 Table 23: Nodal Displacements - Summary, Part 1 of 2 . Node OutputCase, 4 Uy Uzy & :') ;'i:.,-. ..., .' . in.-*"Jn s... Radians Radians ..Radians 166 -60 CM818SPEC-NL 0.000000 0.000000 -0:118648 0.000000 0.000000 0.000000 60 67 CMB19SPEC-NL 0.000000 0.000000 -0.141559 0.000000 0.000000 0.000000 75 26 CMB19SPEC-NL 0.000000 0.000000 -0.133914. 0.000000 0.000000 0.000000 76 . 59 CMB19SPEC-NL 0.000000 0.000000 -0.167883 0.000000 0.000000 0.000000 90 27 CMB19SPEC-NL, 0.000000 0.000000 -0.089200 0.000000 0.000000 0.000000 . 91 -41 CMB19SPEC-NL 0.000000 0.000000 -0.120379 0.000000 0.000000 0.000000 105 28 CMB19SPEC-NL 0.000000 0.000000 -0.084348 0.000000 0.000000 0.000000 106 -42 . CMB19SPEC-NL 0.000000 0.000000 -0.102834 0.000000 . 0.000000 0.000000 120 . 29 CMB19SPEC-NL 0.000000 0.000000 -0.137927 0.000000 0.000000 0.000000 . . 021 24 CMB19SPEC-NL 0.000000 0.000000. -0.113623 0.000000 0.000000 0.000000 135 .69 CMB19SPEC-NL 0.000000 0.000000. -0.165963 0.000000 0.000000 0.000000 136 24 CMB19SPEC-NL 0.000000. 0.000000 -0.113623 0.000000 0.000000 0.000000 151 25 CMB19SPEC-NL 0.000000 0.000000 -0.109575 0.000000 0.000000 0.000000 166 . 61 . CMB19SPEC-NL 0.000000. 0.000000 -0.110573 0.000000 0.000000 0.000000 l 60 67 CMB20SPEC-NL 0.000000 0.000000 -0.175493 0.000000 0.000000 . 0.000000 75 26 CMB20SPEC-NL 0.000000 . 0.000000 -0.147629 0.000000 . 0.000000 . .0.000000 76 22 CMB20SPEC-NL 0.000000 0.000000 -0.111089 0.000000. 0.000000 0.000000 90 27 CMB20SPEC-NL 0.000000 0.000000 -0.086508 0.000000 0.000000 0.000000 : • .91 -41 CMB20SPEC-NL 0.000000 0.000000 -0.110462 0.000000 0.000000 0.000000 1105 28 CMB20SPEC-NL 0.000000' 01000000 -0.090013 0.000000 0.000000 0.000000 106 -63 CMB20SPEC-NL 0.000000 0.000000 -0.105905 0.000000 0.000000 0.000000 . 120 29 CMB20SPEC-NL 0.000000 0.000000 -0.118341 0.000000 0.000000 0.000000 . , 121 24 CMB20SPEC-NL 0.000000 0.000000 -0.112932 0.000000 0000000 0.000000 135 69 CMB20SPEC-NL 0.000000 0.000000 -0.119831 0.000000 0.000000 0.000000 136........CMB20SPEC-NL 0.000000 0.000000 -0.112932 0.000000 0.000000 0.000000 .' 151 . 25 çMB20sPEc-NL 0.000000 0.000000 -0.122823 0.000000 0.000000 0.000000 166 61 . CMB20SPEC-NL 0.000000 0.000000 -0.139929 • 0.000000 0.000000 0.000000 . 60 . 67 - CMB21SPEC-NL 0.000000 0.000000 -0.140966 0.000000 0.000000. 0.000000 75 26 CMB21SPEC-NL 0.000000 0.000000 -0.134240 0.000000 0.000000 0.000000 76 59 . . CMB21SPEC-NL 0.000000 0.000000 -0.168415 0.000000 0.000000 0.000000 . 90 . 27 CMB21SPEC-NL 0.000000 0.000000 . -0.089397 0.000000 0.000000 0.000000 .91 . -41 CMB21SPEC-NL 0.000000 0.000000 -0.119494 0.000000 0.000000 0.000000 r105 28 CMB21SPEC-NL 0.000000 0.000000 -0.084165 0.000000 0.000000 OM00000 . 106 -42 CMB21SPEC-NL 0.000000 0.000000, -0.101810 0.000000 0.000000 0.000000. 120 29 CMB21SPEC-NL 0.000000 0.000000 -0.137561 ol000000 0.000000 0.000000 121 24 CMB21SPEC-NL 0.000000 0.000000 • -0.113756 0.000000 0.000000 0.000000 • . . 135 69 CMB21SPEC-NL 0.000000 • 0.000000 -0.166473 0.000000 0.000000 0.000000 • . • . 136 - 24 . CMB21SPEC-NL 0.000000 0.000000 70.113756 0.000000 0.000000 0000000- - • 151 25 . CMB21SPEC-NL 0.000000 0.000000 -0.110421 0.000000 . 0.000000 0.000000 - . 166 . 61 CMB21SPEC-NL 0.000000 0.000000 70.110425. , 0.000000' 0.000000 0.000000 60 . • 67 CMB22SPEC-NL 0.000000 0.000000 -0.176086 0.000000 0.000000 0.000000 . • - 75 26 CMB22SPEC-NL 0.000000 0.000000 -0.147304 0.000000 0.000000 0.000000 . • 76 • 22 . CMB22SPEC-NL . 0.000000 0.000000 -0.111589 : 0.000000 0.000000. 0.000000 90 . 27 CMB22SPEC-NL 0.000000 0.000000 -0.086311 0.000000 0.000000 0.000000. • ., • . 91 • -41 CMB22SPEC-NL 0.000000 10000000 -0.111347 0.000000 0.000000 . 0.000000 ) . - 105 28 CMB22SPEC-NL 0.000000 0.000000 • -0.090196 0.000000 0.000000 0.000000 106 • -63 . • CMB22SPEC-NL 0.000000 0.000000 -0.106945 0.000000 0.000000 0.000000' . • • 120 29 • CMB22SPEC-NL 0.000000 0.000000 • -0.118708 -0.000000 0.000000 0.000000 • • 121 24 CMB22SPEC-NL 0.000000 0.000000 -0.112798 0.000000 0.000000 • 0.000000 • • 135 69 CMB22SPEC-NL 0.000000 0.000000 -0.119321 • 0.000000. 0.000000 • 0.000000 136 24 CMB22SPEC-NL 0.000000 • 0.000000 -0.112798 0.000000 0.000000 .0.000000 • 151 • 25 CMB22SPEC-NL 0.000000 0.000000 • -0.121976 0.000000 0.000000 0.000000 • 166 • 61 CMB22SPEC-NL 0.000000 0.000000 -0.140076 0.000000 0.000000 0.000000 • : • .. 60 • 67 CMB23SPEc-NL 0.000000 0.000000 -0.142139 0.000000, 0.000000 0.000000 1 , • . • . . • • Page 44 of 94 Hope1-Amundson 216003 00 Calculations by M Nekuda LF - 86 2016-07-11._LEGOLAND.MF Foundations.fdb . . SAFE v12.3.2 License#25EEF 5 Analysis results 13 July 2016 Table 23 Nodal Displacements Summary, Part 1 of 2 - - Panl Node " 0utputCase '.-.Ux ' Uy' Uz Rx Ry ' - Rz r in.':'ih 4 . 75 26.CMB23SPEC-NL 0.000000 0.000000 -0.133577 0.000000 . ,0.000000 0.000000.. 76 59 CMB23SPEC-NL 0.000000 0.000000. -0.167366 0.000000 .0.000000 0.000000 90 . . 27 CMB23SPEC-NL 0.000000 - 0.000000 :0.088997 0.000000 '0.000000 0.000000 - .91 -41 CMB23SPEC-NL 0.000000 0.000000 -0.121272 : 0.000000 0.000000 0.000000 28 CMB23SPEC-NL 0.000000 0.000000 -0.084531 . 0.000000 0.000000 0.000000 . 106 -42 CMB23SPEC-NL 0.000000 0000000 -0.103862 0 000000 0000000 0 000000 120 29 CMB23SPEC-NL 0.000000 0.000000 -'0.188293 0.000000 0.000000 0.000000 . . 121 . 24 CMB23SPEC-NL 0.000000 0.000000 -0.1 13489T 0.000000 0.000000 0.000000 . . 135 69 . CMB23SPEC-NL 0.000000 0.000000 -0.165453 0.000000 0000000 0.000000 . . 136 24 CMB23SPEC-NL. 0.000000 0.000000 -0.113489 0.000000 .0.000000 0.000000 151' .......CMB23SPEC-NL 0.000000 , 0.000000 -0.108718 0.000000 0.000000 0.000000 166 . .611 CMB23SPEC-NL 0.000000. 0.000000 -0.110708, 0.000000 . 0.000000 0.000000. 60. . 67 CMB24SPEC-NL 0.000000 0.000000 -0.174912 .0.000000 ' . 0.000000 0.000000 75 . 26 CMB24SPEC-NL 0.000000 0.000000 -0.147966 0.000000 0.000000 0.000000 76 . 22 CMB24SPEC-NL 0.000000 0.000000 70.110578 0000000 0.000000 0.000000 90 27 CMB24SPEC-NL 0 000000 0.000000. -0.086711. 0.000000 0.000000: 0 000000 91 -41 CMB24SPEC-NL 0.000000 0.000000 -0.109569 0.000000 0.000000 0.000000 105 . . 28 . CMB24SPEC-NL 0.000000 0.000000 -0.089830. 0.000000 0.000000: . 0.000000 106 '-63 CMB24SPEC-NL 0000000 . 0.000000 -0.104860 0000000 0.000000:.0.000000 • 120 . ' 29 CMB24SPEC-NL 0.000000 .0.000000 -0.117975 0.000000 0.000000 .0.000000 . . 121 . 24 . . CMB24SPEC-NL 0.000000 0.000000 -0.113066 0.'000000 : o,000Qoo. 0.000000 135 69 . CMB24SPECNL 0.000000 0.000000 -0.120341 0.000000 0.000000 0.000000 . ' .• 136 24 CMB24SPEC-NL 0,000000 '0.000000 . -0.113066 0.000000: 0.000000 0.000000 ........;151 25 ' CM824SpEc:NL 0.000000 . .0.009000. -0.123679 0.000000 . 0.000000 : 0.000000' ' 166 ' 61 . CMB24SPEC-NL 0.000000 0.000000 -0.139794 . 0.000000. 0.000000 ' 0.000000 . . .60 67 ' H1NGE1-L , 0.000000 .0.000000 -0.315508 0.000000 . 0.000000 0.000000 • 26. : HINGE1.-L 0000000 0.000000 -0.278620 0.000000 0.000000. o.000000' . 76 ' 59 , H1NGE1-L . 0.000000 0.000000 -0.267918 0.000000 . 0.000000 0.000000 • : • : 90 27 • HINGE1-L 0.000000 0.000000 -0.168620 ' 0.000000 • 0.000000 '0.000000' • • . 91 • -41 . HINGE1L 0.000000 0.000000 -0.224668 ' 0.000000 0.000000 0.000000 : : 105 28 • • • I-IiNGE1-L • • . .0.000000 . 0.000000 ,- -0.67273 . 0.000000 0.000000. "0.000000 ? .106 • -42 HiNGE1L • 0.000000 0.000000 -0.201947 • 0.000000. 0.000000 0.000000 120 29 • H1NGE1-L • 0.000000 0.000000 -0.252814 0.000000 o:000000 ' 0.000000 • ' • ; .121 • 24 HINGE1-L • 0.000000 0.000000 -0.219128 0.000000 0.000000 ' 0.000000 • • '. .135 • : 69 • H1NGE1L • .0.000000 0.000000 -0.283450 • 0.000000 • 0.000000 0.000000. • • 136 • 24 H1NGE1-L 0.000000 • 0.000000 .0.219128 • 0.000000 • 0.000000 . 0.000000 .151 ' • 25 .. . H1NGE1-L • . • 0.000000 0.000000 -0.222341 • 0,000000 • 0.000000 .10.000000. • • • •• 166 61 HINGE1 L 0000000 0000000 0239627 0000000 0000000 0000000 60 • 67 H1NGE2-L • 0.000000• 0.000000 -0.315508 : 0.000000 . 0.000000.' : 0000000 : • . ' . • 75 • 26 • :- H1NGE2-L • 0.000000 0.000000 • 0.278620 0.000000 , 0.000000 0.000000 76 59 HINGE2L 0000000 0000000 0267918 0000000 0000000 0000000 90 • • . 27 • H1NGE2-L 0.000000 .0.000000 -0.168620.. 0.000000 • 0.000000 . 0.000000 : • 91 , : -41 : 'H1NGE2-L ' 0.000000 0.000000 , .-0.224668 , 0.000000 0.000000 0.000000 • ' • 105 • • 28 ' • - H1NGE27L 0.000000 .0.000000 -0.167273 0.000000 0.000000 0.000000 106 , -42' H1NGE2-L • 0.000000 '0.000000 -0.201947 • 0.000000 0.000000 :0.000009 • • 120 • 29 H1NGE2-L 0.000000 0.000000 • -0.252814 0.000000 0.000000 0.000000 • • . 121 • 24 • H1NGE2-L 0.000000 0.000000 -0.219128 0.000000 • 0.000000. 0.000000, : • 135 • 69. : H1NGE2-L •. 0.000000 . 0.000000 -0.283450 0.000000 0.000000 0.000000 : . . • . 136 . 24 H1NGE2-L 0.000000 0.000000 -0.219128 • 0.000000 0.000000 0;000000 •. 151 25.HINGE2 L 0.000000 0 000000 4222341 0.000000 0000000 0000000 • , 166 61 • HiNGE2-L • 0.000000 0.000000; '-0.239627 • 0.000000 • 0.000000 . 0.000000 • ' : Page 45 of 94 Hope'-Amundson 216003 00 Calculations by M Nekuda LF - 87 2016 07 11_LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 5 Analysis results 13 July 2016 Table 23 Nodal Displacements - Summary, Part 2 of 2 Table 23:'Nodal Displacements Summary, Part 2 of 2 .. . ;GloblVj 60 67 DEAD 1200000 2565000 75 . 26 DEAD 125.0000 :259:0000 76 59 DEAD 1575700 25000 90 27 DEAD 1460000 2590000 91 -41 DEAD 165 3000 ..0.0060. 105 28 DEAD 1670000 2590000 106 -42 DEAD 1691650 00000 120 29 DEAD 1880000 2590000 121 24 DEAD 2144100 00000 135 69 DEAD 1930000 2565000 136 24 DEAD 2144100 00000 151 25 DEAD 240.3306.' .0 .0000 166 61 DEAD 2453300 25000 60 26 EQX 1250000 2590000 75 -89 EQX 13i.1429 2565000 76 -39 EQX 1575700 00000 90 -113 EQX 1495000 2590000 91 -41 EQX 165-3000 0.0000 )105 -117 EQX 1635000 2590000 1 106 -63 EQX 169 1650 2:5000 120 -122 EQX 1855714 2590000 121 -47 EQX 1921929 00000 135 29 EQX 1880000 2590000 -80 : EQX - - 233.7350 - 2.5000. .136. 151 -58 EQX 237 6000 0 0000 166 25 EQX 2403300 00000 60 26 EQXP 1250000 2590000 75 -89 EQXP 131 1429 2565000 76 -39 EQXP 157.5700' 0.0000 90 - . - EQXP 149.5000 . 259.0000 1 91 -41 EQXP 165.3000: .0 .0000 105 -117 EQXP 1635000 2590000 106 -63 EQXP 1691650 25000 120 -122 EQXP 1855714 2590000 121 -47 EQXP 1921929 00000 135 29 EQXP 1880000 2590000 .136 : -80 .. EOXP - 2337350- . .25000 151 -58 EQXP 237 6000 00000 166 25 EQXP 2403300 00000 60 26,-',EQXN 1250000 2590000 pI 75 -89 EQXN 131 1429 256:5000 76 -39 EQXN 157;5700 00000 90 -113 EQXN 1495000 2590000 91 -41 EQXN 165 3000 .0 .0000 105 -117 EQXN 1635000 2590000 106 -63 EQXN 1691650 25000 120 -122 EQXN 1855714 i59.0000- '121: -47 EQXN 1921929 00000 135 29 EQXN 1880000 2590000 136 -80 EQXN 233 7350 2..5000. -58 EQXN 237 6000 0;0000 .151 166 25 EQXN 2403300 00000 60 -106 EQY 1200000 2590000 Page 46 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 88 '2016-07-41 LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 5 Analysis results 13 July 2016 Table 23:,Nodal Displacements Summary, Part 2 of .2 PaneIi • ;Node GlobaiX GloblYJ ft ft 75 26 EQY 1250000 2590000 76 -39 EQY 1575700 00000 90 -97 EQY.-,1600000 256.5000- 1 91: -62 EQY 1653000 25000 105 -117 EQY 1635000 2590000 106 -64 EQY 1730300 25000 120 29 EQY 1880000 2590000 121 -47 EQY 1921929 00000 135 -124 EQY 1930000 2590000 136 -53 EQY 2182750 00000 151 25 EQY 2403300 00000 166 -60 EQY 2453300 00000 60 -106 EQYP 1200000 2590000 75 26 EQYP 1250000 2590000 76 -39 EQYP 157 5700 00000 90 -97 EQYP 1600000 2565000 91 -62 EQYP 165 3000 2.5000 105 -117 EQYP 1635000 2590000 106 -64 EQYP 1730300 25000 120 29 EQYP 1880000 2590000 121 -47 EQYP 1921929 00000 135 -124 EQYP 1930000 2590000 136 -79 EQYP 2298700 25000 t 151 25 EQYP 2403300 00000 166 -60 EQYP 245 3300 0 0000 S 60 -106 EQYN 1200000 2590000 75 26 EQYN 1250000 2590000 76 -39 EQYN 157 5700 0.0000' 90 -97 EQYN 160 0000 256 5000 91 -62 EQYN 165 3000 25000 105 -117 EQYN 1635000 2590000 106 -64 EQYN 1730300 25000 120 29 EQYN 1880000 2590000 F 121 -47 EQYN.1921929 00000 135 -124 EQYN 1930000 2590000 136 -57 EQYN 233 7350 00000 151 25 EQYN 2403300 00000 166 -60 EQYN 245 3300 00000 60 67 CMB1GRAV NL 120 0000 256 5000 75 26 CMB1GRAV NL 125-0000 259 0000 F 76 59 CMB1GRAV NL 157 5700 2 5000 F 90 27 CMB1GRAV NL 146 0000 259 0000 91 -41 CMB1GRAV NL 165.3000' '0.0000 F 105 28 CMB1GRAVNL 1670000 2590000 1 106 -42 CMB1GRAV NL 169 1650 0.0000 120 29 CMB1GRAV NL 188 0000 259 0000 121 24 CMB1GRAV NL 2144100 00000 135 69 GMB1GRAV NL 1910000 256 5000 136 24 CMB1GRAVNL 2144100 00000 151 25 CMB1GRAV NL 240 3300 00000 166 61 CMB1GRAV NL 245 3300 2 5000 60 67 CMB2GRAV NL 120 0000 256 5000 .75 76 26 59 CMB2GRAV NL CMB2GRAV NL 125 0000 157 5700 259 0000 2.5000 Page 47 of 94 Hope-Amundson 216003-00 Calculations by M Nekuda LF - 89 20.16-07-1 1-LEGOLAND ME Foundations tdb SAFE v12.3.2 License #25EEF 5 Analysis results 13 July 2016 Table 23 Nodal Displacements Summary, Part 2 of 2 Ojie. Nil T GlobaD(TbiIfl OF, 490 27 CMB2GRAV NL 146 0000 259 0000 CMB2GRAV-NL 165.3000 0.0000 105 28 CMB2GRAV NL -167.0000 259.0000' 1,06. -42 CMB2GRAV NL 169.1650'. 00000 120 29 CMB2GRAV NL -188.0000 259 0000 1121 24 CMB2GRAV NL 2144100 00000 135 69 CMB2GRAV NL 193 0000 256 5000 1,36, :24 CMB2GRAV-NL 214.4100 0.0000 : 151 25 CMB2GRAV NL 240 3300 0.0000 166 61 CMB2GRAV NL 245M00' 2.5000 60 -106 CMB1 SPEC NL 120 0000 259 0000 75 26 CMB1 SPEC NL 125 0000 259 0000 76 -39 CMB1 SPEC NL 157 5700 0.0000 90 -97 CMB1 SPEC NL 160 0000 256 5000 91 -41 CMB1 SPEC NL 165 3000 0.0000 p105 28 CMB1SPEC NL 167.0000- 259 0000 106 -46 CM91 SPEC NL 184 6250 0.00M 120 29 CMB1 SPEC NL 188 0000 259 0000 121 -52 CMB1 SPEC NL 210 7071 00000 135 29 CMB1 SPEC NL 188.0000 - 259 0000 i 136 -80 CMB1 SPEC NL 233 7350 25000 1151 -58 CMB1SPEC NL 2376000 00000 166 25 CMB19PEC NL 240:3300 00000 60 26 CMB2SPEC NL 125 0000 259 0000 75 26 CMB2SPEC NL .1251:0000 259 0000 • : 76 : 22 CMB2SPEC-NL 162.5700 0.0000 90 27 CMB2SPEC NL 146 0000 259 0000 91 -41 CMB2SPEC NL 165 3000 0:0000 105 28 CMB2SPEC NL 167;0000 259 0000 106 -63 CMB2SPEC NL 169 1650 2.5000 120 29 CMB2SPEC NL 188 0000 259 0000 121 -47 CMB2SPEC NL 192 1929 0.0000 135 -124 CMB2SPEC NL 193 0000 259 0000 136 24 CMB2SPEC NL 214 4100 0.0000 151 25 CMB2SPEC NL 240 3300 0 0000 4166 -60 CMB2SPEC NL 245.3300,'0.0000 60 -106 CMB3SPEC NL 120.0000* 259 0000 75 26 CMB3SPEC NL 125 0000 259.000 0 76 ; . -39 CMB3SPEC-NL 157.5700 : 0.0000 . . 90 -97 CMB3SPEC NL 160 0000 '956.5000 91 -41 CMB3SPEC NL 165 3000 0.0000 105 28 CMB3SPEC NL 167 0000 259.0000' 106 -46 CMB3SPEC NL 184 6250 .0 .0000 .1O 29 :CMB35PECNL .188.0000 259.0000 . s.... 121 -52 CMB3SPEC NL 210 7071 0.0000 135 29 CMB3SPEC-NL 188.0000 :259.0000 •. : : 136 -80 CMB3SPEC-NL 233.7350 ; 2.5000 151. .-58 :CMB3SPEC-NL 237.6000 0.0000 : . . . . . . J. 166 25 CMB3SPEC NL 240 3300 0.0000 60 26 CMB4SPEC NL 125 0000 259 0000 75 26 CMB4SPEC NL 125 0000 259 0000 76 22 CMB4SPEC NL 162 5700 6.0000 27 CMB4SPEC NL 146 0000 259'.0000'.. • 90 91 -41 CMB4SPEC NL 1653000 00000 Page 48 of 94 Hope-Amundson 2i6003..00 Calculations by M Nekuda LF - 90 2016-07711 -LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 5 Analysis results 13 July 2016 Table 23 Nodal Displacements Summary, Part 2 of 2 F Panel ' Node OutputCase "k 'GloalX' GialV 's" ? ft . 105 28 CMB4SPEC NL 167 0000 259 0000 106 ' -63 CMB4SPECNL 169.1650 '' 2.5000 120 : . '29 CMB4SPEC-NL 188.0000 2590000 ;121 -47 CMB4SPEC NL 192 1929 0.0000 135 -124 CMB4SPECNL 1930000 2590000 3136 24 CMB4SPEG NL 2144100 00000 151 25 CMB4SPEC NL 240 3300 00000 166 -60 CMB4SPEC NL 2453300 0.0000 60 -106 CMB5SPEC-NL* 120 0000 259 0000 75 26 CMB5SPEC NL 125 0000 259.0 000 76 -39 CMB5SPEC NL 157 5700 0.0000 90' ''97' : CMB5SPEC-NL 160.0000 ' 256.5000 91 -41 CMB5SPEC-NL.'165 3000 00000 105: ' 28 .' CMB5SPEC-NL ' 167.0000 : 259.0000 1106 -46 CMB5SPECNL 1846250 00000 1120 29 CMB5SPEC NL 188 0000 259 0000 1121 -52 CMB5SPEC-NL 210 7071 0.0000. 135 29 CMB5SPEC-NL 188 0000 259 0000 ..136 -80 CMB5SPEC-NL 233 7350 25000 151 -58 CMB5SPEC-NL 237 6000 00000 F 166 25 CMB5SPEC NL 240 3300 00000 60 26 CMB6SPEC NL 125 0000 259 0000 75 26 CMB6SPEC NL 125 0000 259 0000 76 22 CMB6SPEC NL 162 5700 .0 .0000 90 ' ' 27 CMB6SPEC-NL 146.0000 .259.0000,' .91 -41 CMB6SPEC NL 165 3000 0.0000 105 28 CMB6SPEC NL 167 0000 259 0000 106 -63 CMB6SPEC NL 169 1650 25000 120 29 CMB6SPEC NL 188 0000 259 0000 1121 -47 CMB6SPEC NL 192 1929 0.0000 135 -124 CMB6SPEC NL 193 0000 259 0000 136 24 CMB6SPEC NL 214.4100' 0.0000 151 25 CMB6SPEC NL 240 3300 0.0000 F 166 -60 CMB6SPEC NL 245 3300 0:0000 60 ' , 67 ' ' CMB7SPEC-NL , ': 120.0000 , '. 256.5000 75 26 CMB7SPEC NL 125 0000 259M00 76 59 CMB7SPEC NL 157:5700 25000 90 27 CMB7SPEC NL 146.0000 -. 259M00 91 -41 CMB7SPEC NL 165 3000 00000 105 28 CMB7SPEC NL 167 0000 259.0000- 106 -42 CMB7SPEC NL 169.1650'' 0.0000 120 29 CMB7SP E& NL'188 0000 259 0000 121 24 CMB7SPEC NL 214A1 00 '0.0000 1 135 69 CMB7SPEC NL 193 0000 256 5000 136 24 CMB7SPEC NL 214 4100 .0 .0000 151 25 CMB7SPEC NL 240 3300 0'.0000 166 61 CMB7SPEC NL 245 3300 25000 60 67 CMB8SPEC NL -120.0000 256 5000 75 26 CMBBSPEC NL 125 0000 259.0 1 000 76 59 CMBBSPEC NL 157 5700 25000 90 27 CMB8SPEC NL 146 0000 259 0000 91 -41 28 CMB8SPEC NL CMB8SPEC NL 165 3000 167 0000 00000 259 0000 .105 106 -42 CMBBSPEC NL 169 1650 0.0000 Page 49 of 94 1' '' Hope-Amundson 21600300 Calculations by M Nekuda LF -91 2016-077'11_ LEG OLAND M Foundations fdb SAFE v12 32 License #25EEF 5.,* Analysis results 13 July 2016 Table 23 Nodal Displacements Summary, Part 2 of 2 0utputCase G1obaIX GlobalY 120 .29 CMB8SPEC-NL 188.0000 259.0000 . . 121 24 CMBBSPEC NL 214 4100 0.0000 135 69 CMB8SPEC NL 193 0000 256.5000-.11 1,36.24 CMB8SPEC NL 214 4100 0.0000 151 25 CMB8SPEC NL 240 3300 00000 166 61 CMBBSPEC NL 245 3300 2.5006 - 60 67 CMB9SPEC NL 120 0000 256.56001' 75 26 CMB9SPEC NL 125 0000 259 0000 76 59 CMB9SPEC NL 157 5700 2.5000 90 27 CMB9SPEC NL 146 0000 259 0000 91 -41.. CMB9SPEC-L 165.3000 0.0000, 105 28 CMB9SPEC NL 167..00M 259 0000 106 -42 CMB9SPEC NL 169 1650 0.0000. 120 29 CMB9SPEC NL 188 0000 259 0000 121 24 CMB9SPEC NL 214 4100 0 0000 135 69 CMB9SPEC NL 193 0000 256 5000 136 24 CMB9SPEC NL 214 4100 00000 151 25 CMB9SPEC NL 240.3300' 00000 166 61 CMB9SPEC NL 245 3300 25000 60 67 CMB10SPEC NL 120 0000 256 5000 75 26 CMB10SPEC NL 125 0000 259.0006: 76 59 CMB10SPEC NL 157 5700 21.5060 90 27 CMB10SPEC NL 146'0000 259.000 91 -41 CMB1OSPEC NL 165 3000 0.0000 105 28 CMB10SPEC NL 167 0000 259 0000 .106 -42 CMB1OSPEC NL 169.16 50 0 0000 120 29 CMB10SPEC NL 188 0000 259 0000 1121 24 CMB10SPEG NL 214 4100 0 0000 135 69 CMB10SPEC NL 193 0000 256 5000 136 24 CMB1OSPEG NL 214.4100: 0.0000 151 25 CMB1OSPECNL 2403300 00000 166 61 CMB10SPECNL 2453300 25000 60 . 67 CMB11SPEC-FJL. 120.0000 256.5000 : 75 26 CMB11SPECNL 1250000 2590000 76 59 CMB11SPECNL 1575700 25000 90 27 CMB11SPECNL 1460000 2590000 91 -41 CMB11SPEC NL 1653000 00000 105 28 CMB118PEC NL 1670000 2590000 106 -42 CMB11SPECNL 1691650 00000 120 29 CMB119PEC NL 1880000 2590000 121 24 CMB11SPECNL 214.4100-00000 ..135 69 CMB11SPEC NL 1930000 2565000 136 24 CMB11SPECNL 2144100 00000 151 25 CMB11SPEC NL 2403300 00000 I 166 61 CMB11SPECNL 2453300 25000 60 67 CMB12SPECNL 1200000 2565000 75 26 CMB12SPEC NL 125 0000 259 0000 76 59 CMB12SPECNL 1575700 25000 90 27 CMB12SPEC NL 146 0000 259 0000 91 -41 CMB12SPEC NL 165 3000 00000 105 28 CMB12SPECNL 1670000 2590000 106 -42 CMB12SPECNL 1691650 00000 29 CMB18PECNL 1880000 2590000 .120 121 24 CMB12SPEC NL 214 4100 00000 Page 50 of 94 ............... ..., 1 136 24 CMB12SPEC NL 214 4100 0.0000 151 25 CMB12SPEC NL 240'3360 0.0000 166 61 CMB12SPEC NL 245 3300 25000 60 -106 CM813SPEC NL 120 0000 259 0000 75 26 CMB13SPEC NL 125 0000 259 0000 76 -39 GMB13SPEC NL 157 5700 00000 90 -97 CMB13SPEC NL 160 0000 256 5000 91 -62 CMB13SPEG NL 165 3000 .2.50 . 00 105 -117 CMB13SPECNL 1635000 2590000 4 106 -46 CMB13SPEC NL 184 6250 0.0000 120 -122 CMB13SPECNL 1855714 2590000 1121 -52 CMB13SPEC NL 210-7071 ..0.60M' 135 29 CMB13SPEC NL 188 0000 259:0000 136 -80 CMB13SPEC NL 233 7350 '2.6006 151 -58 CMB13SPEC NL 237 6000 00000 166 25 CMB13SPECNL 2403300 00000 60 26 CMB14SPEC NL 125.0.000.',259 0000 75 -108 CMB14SPEC NL 127 4286 259 0000 76 22 CMB14SPECNL 1625700 00000 90 -113 CMB14SPECNL 1495000 2590000 91 -41 CMB14SPEC NL 165 3000 0.0000 105 28 CMB14SPEC NL 167 0000 259 0000 106 -63 CMB14SPEC NL -169.1650 25000 120 29 CMB14SPECNL 1880000 2590000 S 121 -47 CMB14SPECNL 1921929 00000 1.35. -124 CMB14SPECNL 1930000 2590000 136 -53 CMB14SPEC NL 218.275b 0 0000 151 25 CMB14SPEC NL 240 3300 .0 .0000 166 -60 CMB14SPECF'1L 2453300 00000 60 -106 CMB15SPECNL 1200000 2590000 75 26 CMB15SPECNL 1250000 2590000 76 -39 CMB15SPEC NL 157 5700 0.0000 90 -97 CMB15SPEC NL 160 0000 256 5000 91 -62 CMB15SPEC NL 165 3000 25000 105 -117 CMB15SPECNL 1635000 2590000 j.-106 -46 CMB15SPEC NL 184 6250 00000 120 -122 CMB15SPECNL 1855714 2590000 121 -52 CMB15SPEC NL 210 7071 00000 135 29 CMB15SPEC NL 1880000 2590000 136 -80 CMB15SPEC NL 233 7350 2.5000 151 -58 CMB15SPEC NL 237 6000 00000 166 25 CMB15SPECNL 2403300 00000 60 26 CMB16SPEC NL 125 0000 259 0000 75 -108 CMB16SPECNL 1274286 2590000 76 22 CMB16SPECNL 1625700 00000 90 -113 CMB16SPECNL 1495000 2590000 91 -41 CMB16SPEC F'JL 165 3000 .0.0000: 105 28 CMB16SPECNL 1670000 2590000 106 -63 CMB16SPECNL 1691650 25000 120 29 CMB16SPECNL 1880000 2590000 121 -47 CMB16SPEC NL 192;1929 0.0000. -124 CMB16SPECNL 1930000 2590000 S 135 136 -53 CMB16SPEC NL 218 2750 0.0000 Page 51 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 93 201607 11 LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 5 Analysis results 13 July 2016 Table 23: Nodal Displacements. Summary, Part 2 of 2 iPnei Y Node OutputCase GlobaiX Gii1 ft 151 .25 CMB16SPEGNL V V M.3300 . V V .: V . 1166 V -60 cMB16spEc-NL 245.3300 . 0.0000 V 60 -106 CMBI7SPEC-NL 120.0000 259.0000 V V V V V V V V V j 75 26 CMB17SPEC NL 125-0000 89.0000 76 -39 CMB17SPEC NL 157 5700 0.0006 90 -97 GMB17SPEC NL 160.0000 2565000 V VV V 91 V V V V -62 CMBI7SPEC-NL 165.3000 2.5000 105 -117 CMB17SPECNL 1635000 2590000 V V V V 106 V _46 CMB17SPEC-NL 1846250 0.0000 : V VVV V V V V V V V V V V • V V 120 -122 CMB17SPECNL 1855714 2590000 1121 V VV V -52 VCMB17SPECSNL V V 210.7071 V V V 0.0000 135 29 CMB17SPECNL 1880000 2590000 136 -80 CMB17SPEC NL 233 7350 2.5000 151 -58 CMB17SPEC NL 237.6006.- 0.0000 p166 25 CMB17SPECNL 2403300 00000 60 26 CMB18SPEC NL 125 0000 259:0000 1 75 -108 CMB18SPECNL 1274286 2590000 76 22 CMB18SPECNL 1625700 00000 90 -113 CMB18SPECNL 1495000 2590000 91 -41 CMB18SPEC NL 165 3000 0.0000 105 28 CMB18SPECNL 1670000 2590000 106 -63 CMB18SPEC NL 169 1650 25000 120 29 CMB18SPECNL 1880000 2590000 V V 121 V 47 : CMB18SPECNL 192.1929 V V 0.0000 135 -124 CMB18SPECNL 1930000 2590000 S 136 -53 CMB18SPEC NL 218.2750: 00000 151 25 CMB18SPEC NL 240 3300 0.0006 166 -60 CMB18SPECNL 2453300 00000 60 67 CMB19SPEC NL 120.0000'. 256 5000 1 3 75 26 6MB19SPECNL 1250000 259.0000.- 76 59 CMB19SPECNL 1575700 25000 V 90' V VV V27 V VCMB19SPECNL V 146.0000 V VV :259.0000 V V V 91 V V 41 V CMB19SPEC-NL V 165.3000 0.0000 105 28 CMB19SPECNL 1670000 2590000 V 106 •, -42 V V CMB19SPEC-NL . 169.1650. V 0.0000 120 29 CMB19SPECNL 1880000 2590000 V V 121 V 24 V V CMB19SPEC-NL V V 214.4100 V V V0.0000 135 69 CMB19SPEC NL 193 0000 256 5000 136 24 CMB19SPEC NL 214 4100 0.0000 151 25.CMB19SPECNL 2403300 00000 166 61 CMB19SPEC -NL. 245 3300 25000 60 67 CMB20SPEC NL '.120.0000 256 5000 75 26 CMB20SPEC NiL 125 0000 259 0000 76 22 CMB20SPEC NiL 162 5700 0.0000- 90 ,.. 27 CMB20SPEC NL M.0000- 259 0000 91 -41 CMB20SPEC NL 165 3000 0.0000 105 28 CMB20SPECNL 1670000 2590000 106 -63 CMB20SPECNL 1691650 25000 120 29 CMB20SPEC NL 188.00 , 00 259 0000 121 24 CMB20SPEC NL 2144100 00000 135 69 CMB20SPECNL 1930000 2565000 136 24 CMB20SPEC NL 2144100 00000 4 25 CMB20SPEC NL 240 3300 0.0000 S 151 166 61 CMB20SPEC NL 245;3300 25000 Page 52 of 94 V V. V V V V V V V V V V V V V V VV V Hope-Amundson 216003 00 Calculations by M Nekuda LF - 94 20116-07-11 LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 5 Analysis results 13 July 2016 75 26 CMB21SPEC NL 1250000 2590000 76 59 CMB21 SPEC NL 157 5700 25000 90 ' 27 CMB21SPEC-NL 146.0000 259.0000 . - . ... . . 91 -41 CMB21 SPEC NL 165 3000 0.0000 )105 28 : CMB21SPEC-NL 167.0000 259:0000'. 106 -42 CMB21SPEC-NL 169 1650 0.0000 120 29 -CMB21SPEC-NL 188.0000' 259 0000 121 24 CMB21 SPEC NL -214A1 00 0.0000 135 ' 69 CMB21SPEC-NL 193.0000 256.5000 136 24 CMB21SPEC NL 2144100 00000 151 25 CMB21 SPEC NL 240 3300 00000 166 61 CMB21SPEC NL M.3300 25000 60 67 CMB22SPEC NL 120 0000 256 5000 75 26 CMB22SPEC NL 125 0000 259.0000- 76' 22 CMB22SPEC NL 162 5700 00000 90 27 CMB22SPEC NL 146 0000 259 0000 91 -41 CMB22SPEC NL 165 3000 00000 105 28 CMB22SPEC NL 167 0000 '259.0000, 106 -63 CMB22SPEC NL 169 1650 2.5000 F 120 29 CMB22SPEC NL 188 0000 259 0000 121 24 CMB22SPEC NL 214 4100 0.0000 135. ' 69 : CMB22SPEC-NL 193.0000 256.5000- 1 136 24 CMB225PEC NL 214 4100 0.0000 : 15.1 ,' ' 25 . CMB22SPEC-NL 240.3300 .166 ' : 61 ' CMB22SPECNL . 245.3300, 2:5000 60 67 CMB23SPEC-NL' 120.6060' 256 5000 75 26 CMB23SPEC-NL 125 0000 259 0000 76 59 CMB23SPEC-NL 157 5700 25000 90 27 CMB23SPEC-NL 146 0000 259 0000 91 -41 CMB23SPEC-NL 165 3000 0.0 000 105 28 CMB23SPEC--NL 167 0000 259 0000 106 -42 CMB23SPEC-NL 169 1650 '0.0000 4 120 29 CMB23SPEC-NL 188 0000 259 0000 121 24 CMB23SPEC-NL,' 214 4100 00000 , 135 . ' , . 69 ': CMB23SPEC-NL .193.0000 256.5000 ' ' , '.• . , , . , .: : : , : 136 24 CMB23SPEC-NL 214 4100 0.0000 151 . , . 25 CMB23SPEC-NL .240.3300 . . -. '". ' '. ' ' :. : . . 0.0000 •. ' ' '.- . . '. F 166 61 , CMB23SPEC-NL 245 3300 . , 25000 60 67 CMB24SPEC NL 120 0000 256 5000 75 . 26 '. ,CMB24SPEC-NL 125.0000: ' 259.0000 76 22 CMB24SPEC NL 16Z5700 0.6b00 90 27 CMB24SPEC NL 146 0000 259 0000 91 -41 CMB24SPEC NL 165 3000 0.0000 105 28 CMB24SPEC NL 167 0000 259 0000 106 -63 CMB24SPECNL 1691650 25000 120 29 CMB24SPEC NL 188 0000 259 0000 121 24 CMB24SPEC NL 214 4100 00000 135 69 64824SPEC NL 193 0000 256 5000 136 24 CMB24SPECNL 2144100 0.0000- 151 25 CMB24SPECNL 2403300 00000 166 61 CMB24SPECNL 2453300 25000 67 HiNGEl L 1200000 2565000 .60 75 , , 26, . HiNGE1-L 125.0000 259.0000. --' Page 53 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda ' LF -,95 2016-107-111:_LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 5 Analysis results .13'J42016 Table 23 Nodal Displacements Summary Part 2 of 2 Afthel- Z, GiâbaiX. GiàbtV. .. V I > 'r ft ft 76 59 HINGE1 L 1575700 25000 90 27 HINGE1 L 1460000 2590000 91 -41 HINGE1 L 1653000 00000 105 28 HINGE1 L 1670000 2590000 .106 -42 HINGE1 L 1691650 00000 120 29 HINGE1 L 1880000 2590000 121 24 HINGE1 L 2144100 00000 135 69 HINGE1 L 1930000 2565000 136 24 HINGE1 L 2144100 00000 151 25 HINGE1 L 2403300 0'.0000, 166 61 HINGE1 L 2453300 25000 60 67 HINGE2L 1200000 2565000 75 26 HINGE2L 1250000 2590000 76 59 HINGE2L 1575700 25000 90 27 HINGE2 L 146.000d 259 0000 91 -41 HtNGE2 L 165 3000 0 0000 105 28 HINGE2L 1670000 2590000 106 -42 HINGE2L 1691650 00000 120 29 HINGE2L 1880000 2590000 121 24 HINGE2L 2144100 00000 135 69 HINGE2L 1930000 256.5000- 96 24 HINGE2L 2144100 00000 151 25 HINGE2L 2403300 00000 166 61 HINGE2 L 245 3300 2.5000 V V . . .. W. Page 54.0f 94 V : Table 26: Design Preferences 03 - Rebar Cover. - Beams Table 26: Design Preferences 03 - Rebar Cover - Beams Coverlop CoverBot Bar SizeF BarSizeS PTCGSTop PTCGSBot I •,. - . .... . •. •. 1.5000 1.5000 #9 #4 2.0000 2.0000 Table 27: Design Preferences 04 - Prestress Data Table 27: Design Preferences 04 - Prestress Data initConcRat InitTopTen initBotlen initExComp FinTopTen FinBotlen FinExComp SusExComp LLFraction -4. 0800000 3.000000 3.000000 0.600000 6.000000 6;000000 0.600000 0.450000 : 0.500000. 6.2. Overwrites Table 28 Slab Design Overwrites 01 - Strip Based Table 28 Slab Design Overwrites 01 Strip Based te Layer DeslgnType - %RLLF nore RebarMat] CSA1 A Column 1.00 0000 No A615Gr60 CSA2 A Column 1.000000 No A615Gr60 CSA3 A Column 1.000000 No A615Gr60 CSA4 A Column 1.000 , 000 No A615Gr60 CSA5 A Column .1 .000000 No A615Gr60 Page 56 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF -98 2016-07-1 1—LEGOLAND MF Foundations tdb SAFE v12.3.2 License #25EEF 6 Design summary 13 July 2016 Table 28 Slab Design Overwrites 01 Strip Based • IgnorePT.. RebarMat . . . . •.. 4t? .b 0 CSA6 A. Column : - 1.000000 No : A615Gr60 . ... . CSA7 : . A Column 1000000 No . A615Gr60 . . . CSA8 A Column 1 000000 No A615Gr60 CSB1 B Column . 1:000000 No . A615Gr60 : '. -• CSB2 . B: Column 1.000000 No . A615Gr60 . . . . MSA1 A Middle 1.000000 No A615Gr60 MSA2 . A . . Middle : 1.000000 No A615Gr60 MSA3 A Middle 1:000000 No A615G660 MSA6. A. . Middle . 1.000000 No A615Gr60 . . •. : .MSA7 A - Middle 1.000000 No . A615Gr6O MSA8. . A Middle 1.000000 No A615Gr6O . : . . . Table 29 Slab Design Overwrites 02- Finite Element Based, Part 1 of ,2, Table 29: Slab Design Overwrites 02- Finite Element Based, Part 1 of 2 . . . •. :..........: • I Area RebarMat . • •'t .,. . ,,•.- , $. . . .-• ., .• . . . 1r 1 A615Gr60 = 2 •A615GO ..• . ., . • •. . . •• : Table 29 Slab Design Overwrites 02 '-. Finite Element Based, Part 2 of 2 Table 29: Slab Design Overwrites 02- Finite Element Based, . .• . Part 2of2 . .. . . . : 15 Area RLLF Des ign ignorePT J I I S 1 .1 .000000 Yes No 2 :- : 1.000000 Yes . . -No- 6-1. Slab design Table 30 Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 013 CSA1 . Span 1 Middle ENVELOPE COMB . . -886.8106 : 5.9750 . •. . • . CSA1 . • Span 1 . End ENVELOPE_COMB: -1018.3270 . • 6.8731 • : •• • . .. CSA2 Span 1 • Start . ENVELOPE COMB 71022.0915 •• • 7.1970 • . •-- . •• • . o CSA2 • Span 1 : Middle. ENVELOPE—COMB . -902.6218 6.7966. • . • • CSA2 . Span 1 End . ENVELOPE—COMB -. -994.4065 - 75184 • : : •- •: • -CSA3 - Span 1 Start • ENVELOPE COMB -953.1630 .7.0018 - -, . • : • • CSA3 . Span 1 Middle ENVELOPE COMB . . -861.2157. 5.7931 = • - • : -. • - . • CSA3 CSA4 Span 1 Span 1 End Start ENVELOPE—COMB ENVELOPE COMB -945.1041 -947.9856 65071 6.8267 CSA4 • Span 1 Middle - ENVELOPE COMB • -852.0673 -- = .6.0058 Page 57 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF ;.'99 .2016707-111- ilEGOLAND MF Foundations fdb SAFE v12.3'2 License #25EEF 6 Design summary 13 July 2016 Table 30: Concrete Slab Design Summary 01 - Flexural And,Shear Data Part 1 of 3' Strip SpanlD Location \ t- 'FTopCombo FTopMomen 'jTopAiea .•',:•' 'u 't' ' '' ' •'' .. : in2 CSA4 . Span .1 End . ENVELOPE-COMB -951.3912 6.9918 CSA5 Span 1 Start ENVELOPE-COMB -860.8984 5.8664 CSA5 . :Span 1 , Middle ENVELOPE-COMB ' -766.8983 5.1652 CSA5 Span 1 End ENVELOPE-COMB -885.8760 5.9770 CSA6 Span 1 Start ENVELOPE COMB. -756.4691 .5 .3556 CSA6 Span 1 Middle ENVELOPE-COMB'685 7690 46121 CSA6 Span 1 End ENVELOPE-COMB 745 7710 52885 CSA7 Span 1 Start ENVELOPE COMB, -747.7559 5.3911 CSA7 Span 1 Middle ENVELOPE COMB -685.3479 4.6092 CSA7 Span 1 End ' ENVELOPE COMB -754.4771 5.3570' 'CSA8'. Span 1 Start ENVELOPE COMB -883.0408 :6.1850 CSA8 Span 1 : Middle ENVELOPE-COMB. ' -766.4577 5.2981 . •, . CSA8 Span 1 End. ENVELOPE-COMB -859.6443 ,1CSB1 Span 1 Start ENVELOPE COMB' :1825.6608, 13.4723 . CSB1 : Span 1' Middle , HINGE7 . -1147.1417 . 8.?7.12 ' ,CSB1 ' Span 1 End 'HINGE3 '1830.1877 13.6683 , ' CSB2 Span 1 Start HlNGE4 -.1605.1783 '11.8478 CSB2 Span 1 Middle ENVELOPE_COMB 1372 9109 9 9605 CSB2 Span 1 End HINGE3 -1624.3228 120218 MSA1 Span 1 Start ENVELOPE COMB. 294 9900 11.9937 MSA1 Span 1 Middle ENVELOPE-COMB -210.1135 1.4028 ' ' MSA1 ' , : Span 1 ' End .. ENVELOPE-COMB -280.5296 . 1.9046 . . MSA2 . Span 1 Start ' ENVELOPE-COMB ' -264.2720 2:1128. MSA2 Span 1 Middle ENVELOPE-COMB. :-220.3491 1 8685 MSA2: ' : Span 1 : ' End . ENVELOPE COMB '' '-259.7296 2:1791 ........: ' S MSA3 • Span 1 Start ENVELOPE-COMB '-269.0262 2. 7899 MSA3 Span 1 Middle ENVELOPE _COMB -204.4915 26294 ' . MSA3 ' '. Span .1 ' End ' . ENVELOPE COMB.. ': -293.1843 . : 2.8909: ' MSA6 , Span 1•' . Start . '. 'ENVELOPE COMB ' -240.0808 1:6044 MSA6 ' ' ' Span 1 '. : Middle' ' ENVELOPE COMB:.' -228.9411 ' 1.5366 ;MSA6 . ' ,. Span 1 ' End , , ENVELOPE COMB , :241.8498 1.6163 MSA7 . Span 1 'Start ENVELOPE COMB ''. '-253.9331 ' . 1.7656 MSA7 Span 1 Middle ENVELOPE COMB 236 1624 1.6271 .?MSA7 . ' ' '. Span 1' ' . End ', . ENVELOPE COMB ' ' : -252.5161 1.7154 MSA8 Span 1 Start .-ENVELOPE-COMB -235.9413, 13663 JMSA8 Span 1 Middle 'ENVELOPE-COMB 226 1054 1.7017. MSA8 Span 1 End ENVELOPE _COMB -238.6839. 1.8397 Table 30 Concrete Slab Design Summary 01 -.Flexural And Shear Data, Part 2 of 3 Table 30: 'Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Strup' ' Spanib" Location oombo ' FBotMomen FBoiArea ,': , ,' ''.; . ' . ' . I I CSA1 Span 1 Start ENVELOPE-COMB 1029 1141 86739 CSA1' : ' Span1 ' ' Middle ENVELOPE COMB ' :1043.4387 . ' 8.2423 1CSA1 ' . ,Span 1 'End' ENVELOPE_COMB 1001.1568 8.4066 .'CSA2' ' . Span 1 ' Start' ' ENVELOPE-COMB ' 1003.5218 , ' . 8.5915 ,CSA2 •, Span 1 ,' ' 'Middle ' ENVELOPE-COMB ' 1041.8212 , 9.1042 .'CSA2 'Span 1 ' ' End ' ENVELOPE-COMB ' 1031.2069 , 9.6501 S , , , • , ' Span 1 Start ENVELOPE -COMB ' 969.3077 9.1180 • fCSA3 CSA3 Span 1 . Middle . ENVELOPE-COMB ,' 1079.5483 9.0691' ' ' ' S • • ' CSA3 Span 1 End ENVELOPE_COMB 977 3666 .,8 .6529 Page 58 of 94 Hope-Amundson 21600300 Calculations by M Nekuda LE - 100 20t&07-11 LEGOLAND MF Foundations fdb SAFE v12 3 2 License #25EEF 6.. Design summary 13 July 2016 Table 30: Concrete Slab Design Summary 01 -. Flexural And Shear Data, Part 2 of 3 I StriP: SpañlD tocátioi FBotCombo' FBQtMomen FBötAreà . . .11 . r .,,,.kip in2 CSA4 Span 1 Start ENVELOPE-COMB. 979.2658:. 9.0381 •. . : : 4CSA4 Span 1 Middle ENVELOPE COMB 1099 5774 9.5205 CSA4 Span 1 End ENVELOPE-COMB 975 8604 .6 .2307 CSA5 Span 1 Start ENVELOPE-COMB 896 7146 76776 . CSA5 Span 1 Middle . ENVELOPE-COMB, . 954.3782 7.6451... . .. . . . . CSA5 '. Span 1 End. . ENVELOPE COMB 871.7370 7.4357 CSA6 Span 1 Start ENVELOPE-COMB 756.64K 7.0094 CSA6 Span 1 Middle ENVELOPE COMB 825 9193 .6 .9477 Span 1 . End ENVELOPE-COMB 767.3412 7.1109 . . . . .6SA7 . . Span 1 . Start . ENVELOPE-COMB 765.8233 7.0785 ,CSA7 Span 1 Middle ENVELOPE COMB 827.2907 7.0274 '• CSA7 . Span 1 End ENVELOPE COMB. 759.1021 6.9771 . . . CSAB . . Span 1 . Start ENVELOPE COMB 868.4418. 7.5977 . Span 1 Middle. ENVELOPE COMB : 926.914 7.5891 . '. . . . . . . CSA8 . Span 1 . . End. ENVELOPE COMB 891.8384 7.4274 CSB1 Span 1 Start ENVELOPE-COMB. 1746 5197 143155 CSB1 . Span 1 • Middle . ENVELOPE COMB 1771.8538 15.4639 : . :CSB1 Span 1 . End ENVELOPE -COMB . 1728.7543 14.6260 . . . . : CSB2 Span! Start ENVELOPE-COMB 1563.8180 .12.7705 . .. CSB2 Span 1 Middle ENVELOPE COMB 1495 5353 13.2070 CSB2 Span 1 End ENVELOPE-COMB 1554 2497 12.6682 .MSA1 Span 1 Start ENVELOPE COMB 258.8703 2.2591 . MSA1 Span 1 . . Middle ENVELOPE COMB 184.6130 1.7020 . . . . . MSA1 Span 1 End ENVELOPE-COMB,,.273 3307 2.2983 MSA2 Span 1 Start . . ENVELOPE COMB 236.1273 2.7455 . . . .. . . . M5A2 . Span 1 .. . Middle: . ENVELOPE-COMB 192.9178 2.4480. MSA2 Span 1 End ENVELOPE-COMB 240.6697 2.5062 . . . . .. . MSA3 Span 1 Start ENVELOPE COMB 270 6616 3.5450 MSA3 Span 1 Middle ENVELOPE-COMB 79.1986 30094 MSA3 . Span 1 . End . . ENVELOPE COMB 246.5034 3.7460 . MSA6 Span .1 Start ENVELOPE-COMB, 225 5798 2.0870. MSA6 Span 1 Middle ENVELOPE-COMB, '207.8424 -1.8424 . MSA6 Span 1 . End ENVELOPE COMB 223.8107 2.0291. MSA7 Span 1 Start ENVELOPE-COMB 236 3308 .2 .3138 MSA7 Span 1 Middle ENVELOPE-COMB. 215-3093 2,0587 MSA7 Span 1 End ENVELOPE_COMB 237 9858 2.24. 05 MSA8 Span l. Start'ENVELOPE-COMB 224 3697 2.192.5 MSA8 Span 1 Middle ENVELOPE COMB 206-8939. 2.1730 MSA8 Span 1 End ENVELOPE COMB 221 6270 2.3227- Table 30 Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Table 30 Concrete Slab Design Summary 01 Flexural. And Shear Data, Part 3 of 3 anID'. 9w VCombo Force AFi Status LaYerj , .... i;-.'- :'kip -.- in2/ft.'...' • CSA1 Span 1 Start .0 .000 0 0000 OK A CSA1 Span 1 Middle ENVELOPE COMB, 94.537. 0.0000' OK A 6SA1 Span 1 End ENVELOPE-COMB 94.537 0.0000 OK A CSA2 Span 1 Start .0-000 0.0000 OK A 1CSA2 Span 1 Middle ENVELOPE-COMB . 102.007 0.0000 OK A • CSA2 1CSA3 Span 1 Span 1 End Start ENVELOPE-COMB 102.007 - 6.000 00000 OK 0.0000 OK A A CSA3 Span 1 Middle ENVELOPE _COMB 110.481 00000 OK A Page 59 of 94 Hope-Amundson 2160010V.. Calculations by W Nekuda LF - 101 I 2016707-11. LEGOLAND ME Foundations fdb SAFE v12 3 2 License #25EEF 6 Design summary 13 July 2016 Table 30 Concrete Slab Design Summary 01 Flexural And Shear Data, Part 3 o13 Stru/ SpanlD Loation VCmboT 1VF&ce J VArea Status Layer -. -, . £ &in2/fi' CSA3 Span 1 End ENVELOPE COMB 110481 00000 OK A CSA4 Span .l.. Start 0 000 0 0000 OK A I CS A4 Span 1 Middle ENVELOPE COMB. 124.253 0 0000 OK A C5A4 Span 1 End ENVELOPE —COMB 124 253 0.0000 OK A CSA5 Span l. Start 0.000., 0 0000 OK A CSA5 Span 1 Middle ENVELOPE_COMB 103 731 0 0000 OK A - CSA5 Span 1 End ENVELOPE COMB -.103.731 00000 OK A CSA6 Span 1 Start 0.000 0.0000.. OK A CSA6 Span 1 Middle -ENVELOPE 70 773 0 0000 OK A CSA6 Span 1 End ENVELOPE -COMB 70.773 0.'0000 01< A CSA7 Span 1 Start 0.000, 0.0000 OK A CSA7 Span 1 Middle ENVELOPE COMB 71.471 .0 .0000 OK A CSA7 Span 1 End ENVELOPE COMB' 71 471 0.0000 OR: A CSA8 Span 1 Start 0.006 0.0000 OK A £CSA8 Span 1 Middle ENVELOPE_COMB 96569 0.6000 OK A CSA8m Span 1 End'.ENVELOPE_COMB 96.569 0 0000 OK A 1CSB1 Span 1 Start HINGE4 198A24.-, 0.6000' OK B CSB1 Span 1 Middle HINGE4 189 356 0:6000 OK B CSB1 Span .1 End HINGE3 211.727. b.6000.-*_'.: OK B CSB2 Span 1 Start HINGE4 214.576 :0.60,00 OK B CSB2 Span 1 Middle HINGE4 193 555 0.6000 OK B CSB2 Span 1 End HlNGE3 205.366 Q.;6000 OK B MSA1 Span 1 Start 0 000 0 0000 OK A MSA1 Span 1 Middle ENVELOPE—COMB 4.681- 0 0000 OK A MSA1 Span .1, End ENVELOPE. COMB 4681 0.0000.-' OK A MSA2 Span 1 Start 0 000 .0 .0000 OK A W MSA2 Span 1 Middle ENVELOPE_COMB 5 354 0.0000 OK A MSA2 Span 1 End.,*ENVELOPE COMB 5.354 0.0000 OK A MSA3 Span 1 Start 0 000 0 0000 OK A tMSA3 Span 1 Middle ENVELOPE_ COMB 4.849 0 0000 01< A MSA3 Span 1 End ENVELOPE COMB: 4.849 0.0000 OK A MSA6 Span 1 Start 0.000 0.0000 OK A MSA6 Span 1 Middle ENVELOPE COMB 5.966 00000 OK A MSA6 Span 1 End ENVELOPE—COMB 5966 00000 OK A MSA7 Span 1 Start 0.000 0 0000 OK A MSA7 Span 1 Middle ENVELOPE COMB, 6 547 0 0000 OK A ,MSA7 Span 1 End ENVELOPE—COMB 6.547.' .0.600.6. OK A MSA8 Span 1 Start 0.000 0.0000 OK A MSA8 Span 1 Middle ENVELOPE COMB 5.923 0.0000 OK A MSA8 Span 1 End ENVELOPE—COMB 5923 0.0000 OK A 4 ( Page 60 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 102 2016'07-11 LEGOLAN D M Foundations fdb SAFE v12 32 License #25EEF 6 Design summary. 13 July 2016 ACI 318-08-Concrete Strip Design Geometric Properties Material Properties :combination= Overall Envelope Concrete Comp..Strength = 4 kip/in2 • Strip Label'= CSB1 •• • Concrete Modulus = 3604.997 kip/in2 Length = 87.76 ft • • • Longitudinal Rebar Yield- 60 kip/in2 •• r Distance to Top Rebar Center 3.905 in • • • Distance to Bot Rebar Center = 4.905 in • • • : • 8776 ft:' . • S • Moment Diagram (kip ft) Hope-Amundson 216003.00 Calculations by. M.. Nekuda L.F.- 103 2016-07-11.LEGOLAND MFFoundations.fdb . SAFE v12.3.2 License #25EEF 6. Design summary 13 July 2O16 - Longitudinal Reinforcement (1n2) As (top): 13:4723 .. 8i712: 13.6683. Combo ENVELOPE_COMB HINGE7 HINOE3 .A(bdt 14:3.155 . 15.4639' . 14.626. Combo ENVELOPE_COMB ENVELOPE—COMB ENVELOPE_COMB Shear Diaqram (kup) Hope-Amundson21600300 calculatibnsby.M. Nekuda :0 :• LF -104 2016-,07711 LEGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 6 Design summary 13 July 2O16 ACI 318-08 Concrete Strip Design • Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp Strength '= 4 kip/1n2 Strip Label 0= CS132 0 0 0 0 0 Concrete Modulus = 3604.997 kip/in2 • 0 0 Length = 73 ft Longitudinal Rebar Yield ='60 kip/in2 0 Distance to Top Rebar' Center = 3.905 in • 0 0 • 0 0 • 0 0 0: 0 0 . Distance to Bot Rebar Center .= 4.905 in 0 0 ' 0 0 - • 0 - 0,••0• o0I . 0r00. •" 0 ½? 00 ' •,, 0 • •0 -'- : 0 ,, • Ii 0 '':3ft. 0 0 0 - : ' ' , Moment Diaqram (krn ft HOpeAmundson 216003.00 Calculations by M. Nekuda LF 105 2016-07-11. LEGOLAND MF Foundations tdb SAFE v12.3.2 License #25EEF 6 Design summary 13 July 2016 Longitudinal Reinforcement (W) 1262 As 000 41":8478 9'.9605 12 0218 Combo HINGE4 ENVELOPE COMB, HINOE3 As (b6t).' 12:7705 13 207 12 6682 Combo ENVELOPE_COMB ENVELOPE_COMB ENVELOPE: OMB 2253 : Shear Diagram (kip) • • O Shear 214576 193555 205366 Transverse Reinforcement 2/ft)' Asv/sreqd 06 06 06 Combo HINGE4 HINGE4 HINOE4 : 10 Page 64 of 94 Hope-Amundson 216003.00 Calculations by M. Nekuda.. LF - 106 2016-07-11 LEGOLAND MF Foundations fdb SAFE 02.3.2.- License #25EEF 6. ."Design summary . i3 July 2016 ACI 318-08 Concrete Strip Design Geometric Properties S Material Properties S Combination Overall Envelope : Concrete Comp. Strength = 4 kip/in2 Strip Label = CSA1 S Concrete Modulus = 3604.997 kip/in2 • S S Length = 5 ft • • Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebàr Center = 2.635 in . Distance to Bot Rebar Center = 3.635 in • • 0) Moment..Diaqram (kip-ft iJ 1-lope-Amundson 216003.00 Galculations by M. Nekuda V IF -.109 2016-07-11_LEGOLAND MF Foundations.fdb V : SAFE 02.3.2 :License.#25EEF 6. Design summary V V V 13 July 2O16 V Longitudinal Reinforcement (in2) 789 VVV ;VV V V VV . V V A (top): V 75184: iV; V V • V 6. 9thV, Combo V ENVELOPECOMO.: ,,ENVELOPE' COMB ENVELOPE. COMB As (b6t) 0:5915 9 1042 9.6501 Combo VV'VV .VV ENVELOPE_COMB VVX. V V ENVELOPE_COMB V V V •V V EN ELOPE Shear Diagram (kip) Hope-Amundson 216003 00 Calculations by M Nekuda LF -110 2016-07-11 LEGOLAND MF Foundations fdb SAFE v12.3.2 License 425EEF 6 Design summary 13 July 2016 ACI 318708 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp Strength'- 4 kip/in2 Strip Label = CSA3 Concrete Modulus = 3604 997 kip/in2 Length = 5 ft Longitudinal Rebar Yield =,.60. kip/1n2 Distance to Top Rebar Center = 2.635 in Distance to Bot Rebar Center = 3.635 in th _ Moment 5.ft . . . Diagram (kip ft) 100082 • Moment ( f 953 163 861 2157 451 Moment (+) 969 3077 1079 5483 977 3666 Page 69 of 94 jj.I'hiiuifl.Ef.IIW1111111C1111 Calculations IIi1'1 • rI 7:35 ri 2016-07-11 —LEGOLAND IVIF Fou,ndations.fdb SAFE 023.2 - License #25EEF 6.. Design-summary 13 July 2016' 'AJL As (top) '7.0018 5.7931 6.5071 Combo, EN VELOPE COMB ENVELOPE COS' ENVELOPE...OM A's (bot) 9.11'8' 90691 8.6529 Combo' E VELOPECOM 4ENVELOP&COM& ENVELOPESOMB ShearDiagram (kip)'.. 116.01 10 1 010 -Shear 0 110.481 110.481 Page 70 of 94 Hope-Amundson 216003.00 Calculations by M. Nekuda. . . LF - 113 2016-07-11_LEGOLAND MF Foundations.fdb SAFE v12.3.2 - License #25EEF 6. Design summary . 13 July 2O16 .. Longitudinal'Reinfbrceñient (in2) • • 7.34; 0 As (tOp) 68267. Combo ENVELOPE iCOMB: (b) äi • :como ENVELOPE COMS -------------- 6O58 .ENVELbECOF ENVELOPESöM6 Shear Diauramlkini. • Shear- 0 .. 124:253 •124253. Page 72 of. 94 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 114 2016 07 11_LEGOLAND MF Foundations fdb SAFE v12 32 License #25EEF 6 Design summary 13 July 2016 ACI 318-08 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp Strength = 4 kip/in2 Strip Label = MSA1 Concrete Modulus = 3604 997 kip/in2 Length = 5 ft Longitudinal Rebar. Yield .= 60 kip/in2 Distance to Top Rebar Center = 2.635 in Distance to Bot Rebar Center = 3 635 in : r -. - A, -... S I I < • : - - II -S II 5.ft•.. -- -- - S • - ' •-.: Moment Diagram (kip It) Hope-Amundson 216003.00 Galculations by M. Nekuda LE - 115 2016-07-11_LEGOLAND MF Foundations.fdb SAFE v12.3.2 - License #25EEF 6. Design summary ,. 13 July 2016 S Longitudinal Reinforcement (k2).'. 209 01. .As(top) 1.9937. '1.408' 1.9048 Iombo ENVELOPE COMB: .ENVELOPE COMB ENYELOPESQMB As (b6t) 22591 1.702. 2.2983 ,Combo ENOPE_cOMB ' . .ENVELdPESb1b . EN'ELOPELCOMB Shear Diagram (kip) 4.92. .Hope-Amundson.--211.6003-.00' ope-Amundson 216003 00 Calculations by M Nekuda LF - 116 2016-07-1.1 L,EGOLAND MF Foundations fdb SAFE v12.3.2 License #25EEF 6 Design summary 13 July 2016 ACI 318-08 Concrete Strip Design • Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp Strength = 4 kip/in2 Strip Label = MSA2 Concrete Modulus = 3604 997 kip/in2 Length = 5 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center =.2.635 in Distance to Bot Rebar Center = 3.635 in • : • - S - - °-• • -• • • • , •- - - TI •• 5 Moment Diagram (kip ft) .-2749 : -.. _______ -• __________ ZZ • - -. • _________________ _______ ______ __________ • Moment ( j 264 272 220 349 259 7296 Moment (+) 236 1273 192 9178 240 6696 Page 750f 94 Shear 0 Hope-Amundson 216003.00 Calculations by M. Nekuda . . . LF - 117 2016-07-11_LEGOLAND ME Eoundations.fdb SAFE v12.3.2 - License #25EEF 6. Design summary . 13 July 2016. Longitudinal Reinforcement (in2) - As (top) 21 128 combo ENVELOPE. COME. A (bt)' 27455 ômbo ENVOPECOMS ENVELbPE_cbMB 2.448 ENVELOPE .COMB- Shear.., Diagram (kip).. 2.1.791 ENVELOPE.CQM 2:5U62 ENvEopE..COMB: Hope-Amundson.216003.00 Calculations by M. Nekuda ; . : LF - 118 2016-07-11_LEGOLAND MF Foundations.fdb •. SAFE v12.3.2 - License #25EEF 6 Design summary 13 July 2016 : ACI 318-08 Concrete Strip Design Geometric Properties . Material Properties : Cothbinatioñ.= Overall Envelope . . Concrete Comp. Strength = 4 kip/in2 Strip Label .= MSA3'' . Concrete Modulus = 3604.997 kip/in2 Length = 5 ft • • . Longitudinal Rebar Yield = 60 kip/1n2 • Distance to Top Rebar Center = 2.635 in - • • • • • • Distance toBot Rebar Center = 3.635 in • • • • • • •. • • • • • • -.......... '. .L . ' : • •• • .• . •. •• ... •• Ii • S • 5ft • ••• S • . : Moment Diagram (kup ft) -3O7- 41849 Shear 0 is].I1ii1wr*1iW1I1III1CJI1I Calculations i1'1 2016-G7-1 1- LEGOLAND MF Foundations.fdb, SAFE 02.3.2 -License #25EEF 6. Design*summary 13 July 2G1 6 1Longitudinal hIrni'ii.i I I1] IiI 11. 'As a: 27899 Combo: ENVELOPECOMO: Aôt) 3.545', Combo ENVELOPE: COMB .2.6294 ENVELOPE...CbMB '3OO94 ENVELOPE..CbM Shear Diagram' (kip): 2.8909 ENVELOpE_COMB 1.74.6 ENVELOPE _COMB 0 ffffffffii4 . Hope-Amundson 216003.00 Calculations by M. Nekuda . LF - 120 2016 07 11_LEGOLAND MF Foundations 1db SAFE v12.3..2 License #25EEF 6.. Designsummary • • • • • • • • . • 13 July 2016 O ACI 318-08 Concrete Strip Design Geometric Properties Material Properties Combination Overall Envelope : • • ConcreteComp. Strength = 4 kiplin2 • • • Strip Label = CSA5 • . • •; . Concrete Modulus = 3604.997 kip/in2 Length = 5 ft • : • • . • . Longitudinal Rebar Yield = 60 kip/in? • • • • Distance to Top Rebar Center = 2.635 in • • • • • • • • • • : • Distance to Bot Rebar Center = 3.635 in • . • • ...• • • : • • • • • top) .58664 516S2. Combo ENVELOP COMB.. ENVELOPE. COMB As(bôt) 'T776. ; 7.6451 Combo ENVELOPECOM8; .ENVELOPE-COMB • Shear Diagram (kip) Hope-Amundson 216003.00 Calculations by M. Nekuda LF - 121 2016-07-1 1_LEGOLAND MF Foundations.fdb SAFE v12.3.2 - License #25EEF 6. Design summary 13 July 2016 S . .: Longitudinal Reiñf6rcement(in2). Moment () 756 4691 685 769 745 771 Moment (+) 756 6432 825 9193 '767.3412 Hope-Amundson 216003 00 Calculations by M Nekuda LF - 123 .2016-07-1 1_LEGOLAND MF Fôundations.fdb . . SAFE 02.3.2 - License #25EEF 6.. Design summary • 13 July 2016 Longitudinal Reinforcement (1n2) . • ...-. ..: ... •. As täp)5.3556 . 4.6i2i . 5.288S Combo ENVELOPE_COMB 'ENVELOPE . •-. _•••'4•• .-, _COMB --- !- ENVELOPE_COMB oO94 .. . •: . . • • .- ió Cómtio' 6~VELOPE,:COMB • •. . ,• ENvELopE..CoMB ENVELOPELcOMB - Shear Diagram (kip) Page 82 of 94 Hope-Amundson 216003.00 • Calculations by M. Nekuda • LF - 125 2016L0711_LEGOLAND MF Foundations.tdb • • SAFE v12.3.2 - License #25EEF 6. Design summary 13 July 2016 Longitudinal Reinforcement (10) 566, - .• .• • • 5.357 •• j•: • ENVELOPE C0M3: ENVELOPE COMB: • ENVELOPE.COMO • (bOt) 7.0785 • • 69771 Combo E4VELOPECOMS. • ENVELOPE—COMB ENYELQPECOMB • • ShearDiagram(klp) • • . •.. 75.04...•::. ••:$he. 0 • • • • 7 1.471 • • • • 71471 • • • • ••• •• • • • . • • Page 84 of 94 Moment () 883 0408 1664577 -859:6443 Moment (+) 868 4418 926 9104 891.;8384 Page 85 of 94 Hope-Amundson 216003 00 Calculations by M Nekuda LE - 127 2016-07-11_LEGOLAND MF Foundations.fdb S SAFE v12.3.25 - License #25EEF 6. Design summary 13 July 2016 Longitudinal Reinforcement (un2) As (top) 6.1188- 5.2981 '5.8957 Combo ENVELOPE -COMB. ENVELOPE_COMB ENVELOPE_COMB As (b6t) ;7.5977 7 5891 7.42714 Combo ENVELOPE_COMB ENVELOPE_COMB ENVELOPE_COMB Shear Diagram (kip) Shear. O Page 86 of 94 Hope-Amundson 216003.00 CalcUlations by M. Nekuda LF - 129 2016-07-11_LEGOLANDMF Foundations.fdb SAFE v12.3.2 - License #25EEF 6. Design summary 13 July 2016' Longitudinal Reinforcement (in2)' 's (top): 1''.6044-, 1:5366 Combo ENVEL'OPE':COMB,: EN VELOPE COMa As (Ot) 2.0: 1.6424 Combo ENVELOPE COM ENVELOPE COMB Shear Diagram (kup) f.6163 2,0291. ENVELOPE COMB Hope-Amundson 216003.00 . CalculatiOns by M. Nekuda LE -. 130 2016-07-11_LEGOLAND MFFoundations.fdb: . : SAFE v12.3.2 - Lióense #25EEF 6.. Design summary 13 July 2016 ACI 318-08 Concrete Strip Design Geometric Properties Material Pràpertiés Combination= Overall Envelope. . . Concrete Comp. Strength 4 kip/in2 : Strip Label = MSA7 Concrete Modulus = 3604.997 kip/in2 • Length = 5 ft . . . . . Longitudinal Rebar Yield = 60 kip/in2 Distance to TOp Rebar Center.= 2.635 in . . . Distance to Bot Rebar Center = 3.635 in : j • .-• C - . 5ft . :266:63 • . . . Moment Diagram (kup ft) . •• • 10 250,. ••"'-'''. Moment () `-'253A331 ' ,....•- .......... -236.1624 .252.516 Moment (+) 236 3309 215 3093 237 9858 Page 89 of 94 6.8? As (top)• I .7663 S I: 1.-.8397' I 701 -T Combo EN VELOPE COMB ENVELOPE_COMB EN VELOPE COMB As (b6tf 2.1925 2173 2.3227 Combo- ENVELOPE_COMB. .6.22 EN VELOPE COMB . Shear Diagram (kip) ENVELOPE_COMB • Shear, 0 5923 5.923 Page 92 of 94