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1 LEGOLAND DR; STRUCT 1; CB162925; Permit
3 . .. HOPE -AMUND5ON ó STRUCTURAL CALCULATION INDEX Project LEGOLAND Employee Parking Structure HA# 21600.00 VOLUME I Description Page Number. Design Criteria. Design Basis -'• . DC - 1 Seismic Force on Elements.DC 7- Load Criteria DC 15 Rebar Development Tables DC 17 . . Gravity Design. .. : . :.. Slabs Slab Design Criteria SD 1 Gridline layout and Dimensions SD 3 PT Slab Design • .. - : Typical 15-Span Roof Slab Summary SD 7 4 Slab Detailed Output SD 6 . - Typical 15-Span Floor Slab Summary •. ..• 38 .. .. : - Slab Detailed Output '. SD 40 . . . . 13-Span Floor Slab Summary . . . SD - 72 13-Span Roof Slab Summary :. .. . SD-. 74 8 Span Floor Slab Summary SD 76 7-Span Floor Slab Summary SD 78 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 SD 107 - • Slab Punching Shear Check . . : S- 108 Pedestrian Walkway Slab Design SD 109 PT Beams PT Beam Design Criteria BD 1 PT Beam Design Typical Floor One-Span PT Beam Summary . . • BD-2 Typical Floor One Span PT Beam Detailed Output BD 3 Typical Roof One-Span 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 .. . B- 36 Typical Roof Three-Span PT Beam Summary . . BD 44 : . :. . . . Typical Floor Three-,Span PT Beam Detailed Output : BD 45 3 Typical Floor Four Span PT Beam Summary BD 69 . .. .. .• . • Typical Floor Four-Span PT Beam Detailed Output BD -70 : • : :. Typical Roof Four-Span PT Beam Summary • - . BD - 80 Typical Floor Four-Span PT Beam Detailed Output BD.- 81. - Upturned Roof Thre-San PT Beam Summary :. .• .. BD - 97 Upturned Floor Three-Span PT Beam Detailed Output . BD - 98 - • Stair Stringer to Beam Loads BD7 106 • . • . PT Beam Shear Strength Summary • • • • : •- - PD. 108 - • - PT, Beam. Deflection Check • . • BD - 109 ) H HOPE -AMUNDSON 0 STRUCTURAL CALCULATION INDEX Project LEGOLAND Employee Parking Structure HA#21405500 VOLUMEI(CONT) Description Page Number I Gravity Design (Cont) PT Girders I PT Girder Design Criteria - GD-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 GD 10 Typical Roof PT Girder Detailed Output GD 12 PT Girder Design Summaries GD 17 PT Girder Shear Strength Summary GD 28 PT Girder Deflection Check GD 29 Retaining Wall Design 7. I Loading and Geotechnical Information Summary RW 1 Headwall Design • '• RW- 5 Ramp Wall Design RW 7 Headwall Shear Check Ramp Wall Shear Check RW 9 RW- 10•. I Stability Checks : RW- Foundation Design East Wall : : RW- 20 West Wall RW 21 Headwall RW 22 East West & Headwall Shear/Flexure Design RW 27 13'-6" Retaining Wall Design RW 32 I 9-6" Retaining Wall Design RW-; 40 T-0" Retaining Wall Design RW 48 Structural Components - Elevator Cores .1 Elevator Core Design Criteria and Loading - - • EC-. 1 ETABS Model Presentation EC 17 1 Elevator Core Design Drift EC 29 Flexural Design EC 31 Shear Design EC 33 Boundary Zone Check EC 34 • • •• •• • • Header Design • • : EC-35 • I Elevator Core Foundation Design • • Elevator Core Mat Slab Design Criteria • : • • EC 36 SAFE Model Presentation EC 40 Bearing Check • • • EC- 50 I Flexural Design EC 51 • • • • : '. • • •• : • • ••• • • : •• .• • • .• • • • • • • • . • •-•• . • ••.•..•, 1 •• • • !. HOPE -AMUNDSON • STRUCTURAL CALCULATION. INDEX 4. Project LEGOLAND Employee Parking Structure H-A# 216003.00 . . . . .'. . .• ' VOLUME II .; •'' S ..: :' . Description Page Number Lateral Analysis Seismic Analysis .. Exectutive Summary . : LA - I . . . . . •'Seismic Loads ' ''.' ' LA - 2. Load Summary and Mass Take off LA 3 Dynamic Analysis Summary.........•' • ' ' . '. .. '. LA .9, ' Drift Irregularity and P t Check LA 18 Redundancy. Check LA 34 ETABS Model Graphic Display ' . , .• ' 'LA - 41 ETABS Output LA 49 Moment Frame Design Moment Frame Executive Summary MF 1 Frame A Moment Frame Design MF :-.21 Summary MF 2 Beam/Joint Spreadsheets Interior MF 28 . Column Design Interior ' " ' '' ' ; ' ' ' ' '. MF- 43 Beam/Joint Spreadsheets Exterior MF 55 Column Design Exterior,' , ' ' , , : ', : . . , MF- 70 .' Frame E Moment 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 IV!Fw 156 Summary, , ' . ' ' . ' MF- 156 . Beam/Joint Spreadsheets Interior ' ' . . MF-' 1.75 ' ' ' Column Design Interior MF 181 Beam/Joint Spreadsheets Exterior MF 197 Column Design Exterior MF 211 .' ' , , ' ', •, Frame .16 Moment Frarne.Design ' ,' • . : . ' ,., MF-223 Summary ' ' . '' ' . . . 'S , '• ' ' 'MF-' 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 LF 1 Pad Foundation Design , . ' ' ' ' LF- 2 . Frame LF 2 Frame E ' ' , , S , , , ; ' ' ' .LF- 3 .... , Static Check , ' S ' ' ' , ' ' LF-. 4. Dynamic Check LF 5 Grade Beam Design ' ', S S , , , , : . LF- 6 , Frame 1 •' : • ' ' ', , ' . . ' ' , ' , . LF 6 W Frame 16 LF 24 S • : ' , SAFE Model ,: , . ' ' ' , . :. , . , ' LF- 42 SAFE Input • , . . . . ' . . I .. , LF-, 42 .5 ' ' S S • , • S ' ' SAFE Output , ' ' ' ' S ; . , ' . LF- 65' Hpe-Amundson 216003 00 DC - 1 1301 Third Annr . S611300 . ' JOB . - . 21600300 - Sn Diego, CA 92101 0 1619.232.4673 SHEET NO. .. . OF • li-lOPE . . . -AIAUNDSOI1 F 619.235.4675 CALCULATED BY DATE Structural Engineers CHECKED BY DATE Desuan Basis + General Governing Building Code(s): 2013 California Building Code . Risk Category: 2012 International Building Code Construction Type I B , ., . , . : : (with respect to fire resistance)' . Design Live Loads Root: .' Uniform load (psf):' : ' , = 40 Other:' 'Exits & Stairs 100 pSf ' •. '-: ' Reducible? , , ' , : ' No Floors:, . Uniform Load (psf):. ' .' .. 40 ' : ', . " . . : ,' Reducible' for columns & footings Concentrated load (lbs): ' ' 3000 Seismic Design Criteria Site Factors Spectral acceleration for short penod(55): 1.117 ' Site Coefficient (F3): ' I 053 . , . ' Site Class: ' .D ' ' , Spectral acceleration for 1-sec. period (Si): . 0.430 ' Site Coefficieht(F5): 1.570 Performance Parameters Seismic Design Category D Importance factor (iE) 1 00 Buiiding Systems Response Modification Coefficient (R) 8.00 Approximate Period Coefficient (CT) 0.016 F System Overstrength Factor (Q0) 3.0 0 Approximate Period Exponent (x) 0 90 - Deflection Amplification Factor (Cd) 5.50 Wind Design Criteria Basic wind speed: • 110 - Exposure* C • - Enclosure category: - - ,E - . • Directionality Factor 0 85 Gust factor 0.85 Topographic coefficents K1 = 0'.00 K2 = 0.00 K3 = 0-00 Deflection Criteria:',' • • . . ., . , . . . . 1 Roof L / 240 (total load) L I 360 (live load) Exterior walls L I 240 Floors: ' L I '240 - (total load) L I 360 - (live load) - • . Interior walls - ' L - I 240 Other Other: • . ' :-. -- • , , , • '' '. . . : . - • : -: •" '0 , ', " : , : ,,, 'a :' - -. 1:104 Piojecis\2016\216003 00 Legoland PS (D B)11 Central Foiders\03 Caics\Spreadsheeis'216003 00 Design Basis 2012 IBC Hope-Amundson 216003 00 DC - 2 A4%130 Third A--JOB 21405500 52n Diego, CA' 92 101 16192324673 SHEET NO OF HOPE -AMUNDSON 665 CALCULATED BY DATE CHECKED BY DATE Structural Engineers Design Basis Strength or LRFD Load Combinations Based on 2012 IBC Section 16052 and ASCE 7710 Section 12.4.3.2 140D IBC Eq. 161 1,20D + 1 60L, + 0.50L BC Eq.16-2 1.20D : +. 1.60L IBC Eq. 16-3 1.20D +1.60Lr +050W . IBC Eq. 16-3 1 20D + f1L1 + 0 50Lr + -1-00W IBC Eq. 16-4 0 90D - 1.00w IBC Eq 16-6 -. 1.20D + + fi Lf l.00pQE' IBC Eq. 1 6-5 1.20D + 020S0sD + 1.00L9 + 1.001- + 1.00PQE ASCE 12.4.2.3(5) 0.90D - 0 20S0 D i OOPQE ASCE 124 2 3(7) 120D + 020S0 D + 1OOI.. + 100L + OQ E ASCE 12'4.3.2(5) 0.90D - 0.20SDsD : - ,QE ASCE 12.43. 2(7)+ Alternate ASD Load Combinations Based on 2012 IBC Section 160532 and ASCE 7710 Section 12432 1 DOD + 1 0OLf +.1.00L r IBC Eq.16-17 1 OOD + I OOL1 + 0 6wW IBC Eq.16-18 067D - 06wW BC 160532 1.00D + 1.00L9 + 0.70PQE : BC Eq:16-21 +.............O.14S05D ...........t...?.7.QE ....ASCE l : •i.00 + O1OS08D f- O.75L1.+ 6.75Lr + 0525PQE ASCE12. 4.2.3(6b) : 0.60D - 0 14S0 D - 0 7OPQE ASCE 12.4.2.3(7) 2 + 0;14S sD +Ol7O 0QE ASCE 12.4.3.2(5). lOUD + 0105sDSb + 0.75L9 + O.75Lr + 0.525c 0Q ASCE 12.4.3.2(6b) .0.60D - 0 14S050 0 7OfQ ASCE 12.4.3;2(7) fr • . . • •- • .:- • • • •• . 6 i\04 Proects2016216003 00 Legoland PS (0 B)\1 Central Folders\03 CalcsSpreadsheets'216003 00 Design Basis 2012 IBC Hope-Amundson 2i6003.00 .1301 Thir~ Avenue JOB 50to 300. 21405500 if il. San Oiego,CA 92101 SHEET NO. 09.232.4673 OFT i-wi .pjijjl 1N J*J CALCULATED BY DATE U U''U' www.hopo.rn,ndson.co,n CHECKED BY DATE • Structural Engineers Desian Basis: Soils Minimurri width of fobting (inche): Isolated Footing: :24 . Continuous Footirg: 18 MinimUm depth of footing (inches): isolated Footing: 24 Continuous Footing: 24 Minimum depth measured from low adj soil grade : S Minimum horizontal distance to daylight at bearing elevation (feet) 7 Bearing material: Scripps Formation S Allowable bearing pressure (psf): 4000 Increases in allowable bearing pressure Width of footing (psf/ft): Depth of bearing (psf/ft) 0 + V Up to maximum allowable bearing (psf) 4000 Transitory loads 1.33 Modulus of Subgrade Reaction (pci) 100 (For Foundation Design) . Equivalent active fluid presure (psf/foot) 35 (Unrestrained Wall—Level Backfill) Equivalent active fluid presure (psf/foot): 55 (Restrained Wall—Level Backfill) Equivalent active fluid presure (psf/foot) 55 (Unrestrained Wall-2 1 Sloped Backfill) Equivalent active fluid presure (psf/foot) 65 (Restrained Wall-2:1 Sloped Backfill) Factor for restrained retaining wall 0 Factor for seismic lateral pressure 0 at the top of the wall + Factor for seismic lateral pressure: 8H(U); 12H(R ) at the bottom of the wall Equivalent passive fluid presure—(psf/foot): 350(F) 150(S) Coefficient of friction (alone) .0435 Coefficient of friction (comb with passive) 0.35 I 5g: Passenger Vehicle Surcharge: 75 psf ••• S S Fire Lane Surcharge 250 psf - S f I:\04 Projoct&.2016'216003.00 Legoiand PS (o-B)1 central Foiders\03 Caic \Spreadsheets'216003.00 Design Basis 2012 IBC : • : : • Hope. Amundson 216003 00 DC - 6 %301ThrdA JOB 21405500 T619232673 SHEET NO OF 619.235.4675 1.1(°'P ii4JI J1PJ fo@hopmUfldn.COfl, CALCULATED BY DATE. U ... . . -.hp-undo. CHECKED BY DATE . Structural. Engineers.......... . ., . . . . . ; . . . Desuan Basis 1 Steel Cold Formed Steel Framing Conforming to ICC #ER730641P Studs & Track 54 and thicker. ASTM A653 Grade 50 33 and 43 mu ASTM A653 Grade 33 Designations and Properties of the Steel Stud Manufacturers Association Effective Section Properties Designation Section Type l (in4) S x (in') r (in) 362S162-33. . 35/8' stud . 0.551 P0.268 ,. . 1.450. . . ., . 362S16243 : 35/8° stud . 0.710 . 0.372 1.445 . . 362S162 54 (Or. 50) 3.5/8" stud 0.873- 0,444 1.438, .362S162-68 (Or. 50). . .3 5/8".stud . . 1.069 0.574 1:429 362T15033 35/8 track 0.414 0180 1475 362T150-43 3 5/8 track 0.574. 0.255. 1.476 362T150 54 (Or 50) 3 5/8 track 0 735 0.325* 1.483, 362T200 54 (Or 50) 3 5/8 deep leg track 0 832 0.345 1.541 362T200-68 (Or. 50) 35/8° deep leg track 1.138 0.480 1.552.. . . . 400S162-33 4" stud .: 0.692 . . 0:299 . . 1:586 400S162-43 4. stud 0.892 0417 1 581 400S162 54 (Or. 50) 4 stud 1 098 0.498 1 574 400S162-68 (Or. 50) 4 stud 1 346 .0 .648 .1 .564 400T150-33. • . 4" track . 0.519 . 0208 . 1.603 .., . 400T150-43 4 track 0.719 0293 1.604 4001150 54 (Or. 50) 4 track 0 918 0.374 1.61b' 400T200 54 (Gr 50) 4 deep leg track 1 037 0.391.1 1.675 400T200-68 (Or. 50). . . 4" deep leg track . .1.412 . 0.549 . 1.685: . . .. . 5509162-33 . 5 1/2" stud .. 1.458 0.512 : 2.112 . . . . . 550S162-43 5,1/2" stud 1.883* 0.681 2.107, 550S16254 (Or 50) 51/2 stud .2.324 0811 2.098 550S162-68 (Or 50) 5 1/2 stud 2 861 1 031 2 086 5501150-33 : . 5 1/2"track . 1.115 0.310 . . 2.099 5501150-43 51/2 track 1.516 0.468 2099 550115054 (Or. 50) 5 1/2 track 1:928 0.595 2A05 .550T200-54 (Or 50) 5 1/2 deep leg track 2 153 0.630* (Or. 50) 2 191 5501200-68 5 1/2':deep leg track . . 2.84... 0.857 . 2.200 . 600S162-33 6 stud.1 793 0 577 2282 600S162-43 6 stud 2 316 0 767 2.276 600S16254 (Or. 50) 6 stud 2.860 0.916 2267 600S162-68 (Or. 50) 6° stud . 3.525 . . 1.164 : 2.255 . . . . 600S162 97 (Or 50) 6 stud 4797 .1 .599 2.229 600115033 . : .6" track . . 1:334 . 0.303 2.260 : •. 6001150-43 6 track 1.890 0.474 2.261 600115054 (Or. 50) 6 track .2.400 0.609 2.266 600120054 (Or 50) 6 deep leg track 2641 0717 2.359 . 6001200-68 (Or. 50) . 6° deep:leg track. . 3.540 . 0.973 . 2,367 . . •. 800S162-43 . . 8' stud 4.500 . 1.019 2.937 : 800S162-54 (Or: 50) •••. 8" stud . •. 5.600 1.229 . . 2.927 . : .. . 800S162-68 . (Or. 50) 8" stud 7.070 1.663 ., . : 2.913 .. ... . . . 800S16297 (Or 50) 8 stud 9713 2.428 2883 800S162-118 (Or. 50) 1 8" stud 11.504 : .2.876 : . 2.860 . 800T150-43 . 8". track 3.689. . 0.655 . 2.891 . 8001150-54 (Or. 50) : 8" track 4.692 . 0.844 .. 2.896 . • 800120054 (Or. 50) 8 deep leg track 5.149 0.871 3.011 8001200-68 (Or. 50) 8 deep leg track 7.0 51 1.310 3 019 i:\04 Projects\2016\216003.00 Legoland PS (D-B)\1 Central FoIders\03Calcs\Spreadsheets2160D3.00 Design Basis 2012 !BC. . . ' . 'Tablet. • 2013 CBC Mapped Spectral Acceleration Parameters SiteClass SiteCoofficients F. = 1053 'F Mapped MCE Spectral Accelerations So Ss : 1,117g Site Modified MCE Spectral Accelerations Sms : 0.6759 SD3 = 078'4g Design Spectral Accelerations 0.4504 09 Utilizing ASCE Standard 7-10, in accordance with Section 11.8.3, the following additional parameters for the peak horizontal ground acceleration are as with the Geometric Mean Maximum Considered Earthquake (MCE0). The mapped MCEG peak ground acceleration (PGA) . is .0.44 Ig for the site. LFor a Site Class 0. the FPGA is 1,059 and the mapped peak ground, acceleration adjusted for Site Class effects (PGAu) is.0.4679 for. the site-,. - .4.5. Secondary Seismic Hazards In general secondary seismic hazards can include soil liquefaction seismically- induced settlement lateral displacement surface manifestations of liquefaction landsliding serches and tsunamis The potential for secondary seismic hazards at the subject site is discussed below 4 5 1 Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement, of soils can be caused by strong vibratory motion due to earthquakes Both research and historical data .. indicate that loose, L saturated, granular soils are susceptible to liquefaction and dynamic settlement Liquefaction is typified by a loss of shear strength in the affected soft layer, thereby causing the soft to behave as a viscous liquid. This effect maybe manifested by excessive settlements and sand boils at the ground surface., Based on our evaluation the on site soils are not considered 1quefiable g due to their dense condition and absence of a shallow ground water condition LConsidenng planned grading and foundation design meáü?es dyn CD 4.5.2 Lateral Soread . C Emnineill relationships have been derived (Ynud at al,. 1999) to estimate C the magnitude of lateral spread due to liquefaction These relationships include parameters such as earthquake magnitude, distance of the earthquake from the site, slope height and angle, the thickness of liquefiable soil and gradation charactenstics of the soil Based on the low susceptibility to liquefaction and the formational material unit underlying 'the site, the possibility of earthquake-induced lateral spread is considered to be low (or the site. .4.5.3 Tsunamis and Seiches Based on the site elevation and the distance of the site from the Pacific coastline there is no potential for flood damage to occur at the site from a tsunami or seiche. 4.6- Landslides LndsIides are deep-seated ground failures (several tens to hundreds of feet deep) in which a large arcuate shaped section of a slope detaches and slides downhilL Landslides are not to be confused with minor slope failures (slumps) which are usually limited to the topsoil zone and can occur on slopes composed, ' at almost any geologic materiaL.Landslides can cause damage to structures both above and below the slide mass Structures above the slide area are typically damaged by undermining of foundations Areas below, a slide mass can be damaged by being overridden end crushed by the failed slope material Several . formations within the San. Diego region are particularly prone to. landsliding These formations generally have high day content and mobilize when. they 'become saturated with water. Other factors, such as steeply. dipping.' bedding that project out of the face of the slope andlor (tie presence of fracture planes will also increase the potential for landsliding Based on our geologic 4, 10- Leighton It Leighton . . 10075.012 10075.01 Q. • (1) review andr previous geologic mapping, the materials on site are generally 5.0 CONCLUSIONS g massive with no distinctive structure. No active landslides or indications of deep-seated landsluding were noted at the Based on the results of our geotechnical review of the site it is our opinion that the site during previous site grading, or our review of available geologic literature, proposed development is feasible from a geotechnical viewpoint, provided the following topographic maps and stereoscopic aerial photographs Furthermore our field conclusions and recommendations are incorporated into the project plans and exploration and the local geologic maps indicate the site iS underlain by favorable specifications. The following is a summary of the significant geotechnicat factors that we oriented geologic structure, and no nearby slopes, Therefore, the potential for - expect may ailed development of the site. . significant landslides or large-scale slope instability at the site is considered low. - As the site is located in the seismically active southern California area, all 4.7'_ Slopes S structures should be designed to tolerate the dynamic loading resulting from - seismic ground motions: . If grading of the site includes the construction of new slopes, we recommend that *The site is not tsansected by Potentially Active or Active faults: permanent slopes be inclined no steeper than 2:1 (horizontal to vertical). Fdls over sloping ground should be benched to produce a level area to receive Ill). Benches The location of the proposed parking structure is within an aeadertainby should be wide enough to provide complete coverage by the compaction . equipment dunng lilt placement, If aitslopesare proposed to reach site grades, £LE9PtAN.P.Thefl1e Park and the Tertiary-aged Santiago Formation; they should be evaluated by the geolechnical consultant during grading plan . '. Areas of undocumented fill and disturbed soils up to 5 feel in thickness may be review and grading: . - . . located in areas of existing improvements and landscape, areas. These matenals, if encountered, Should be removed prior to the placement. of additional fills or. All slopes may be susceptible to surfiaal slope instability and erosion given construction of improvements substantial wetting of the slope face .Surticial slope stability may be enhanced by . . ., . The upper 2- feet of previously placed documented fill is weathered and should be providing proper site-drainage—The-site, should be graded so that water from the -, . •. •., . . . .. . removed and reprocessed pnor to.the placement of additional fills or construction surrounding areas is not able to flow over the top of slopes. Diversion structures . ' - . : 0 umprovemen S. . . . should be provided where necessary, . .. . . As a result of the mass grading operations for the development of the 48 Flood Hazard LEGOLAND Theme Park 4perpendiculedy4transectsthewtnófihili'iR disouth According to a Federal Emergency Management Agency (FEMA) flood Insurance peorrned to mitigate) rate map (FEMA 2012) the site is not located within a floodplain In addition the to fill transition to prevent the potential for.,ifferenbal settIethent under thD site Is not located downstream of a dam or within a dam inundation area based proposed parking stwctur on our review of topographic maps, Therefore, the potential for flooding of the . . . • Eidsling underground utilities and construction debris should be anticipatedduring site is consideredvery low. - . , future grading and construction. The depths and location of these utilities are unknown at this time. It should be noted that backfill associated with utility trenches should be evaluated on a case-by-case basis and may require complete removal- • : • • 0 • : . prior to placement of additional fill or construction of foundations: 0 . . • • : We anticipate that the soils present on the site will be generally rippable with conventional heavy-duty earthwork equipment WE 12 . • . Leighton 13 S • • . • • Leighton • j rr S. •• 0 . .•• 0 . • S • -. 0 • 00 10075.012 . . . . . . . . . .. 1007501 . a (nO back in ardance with Section 6 2 if workers are to enter such 6 1 5 Engineered Fill g excavations,- . . . . 0 - . . - --- . - . The onsite soils are generally, suitable for use as compacted (Ill provided 6A.3 Removal of Compressible Soils they are free of organic material, debris and rock fragments larger than 6 inches in maximum dimension All fill soils should be brought to at least The upper 2 feet of the previously placed documented fill at the site is 3 percent optimum moisture conditions (i.e depending on the soil types) weathered and is therefore considered to be potentially compressible and and compacted in uniform lifts to at least 90 percent relative compaction may settle as a result of wetting or settle under the surcharge of based on laboratory standard ASTM Test Method D1557.,95 percent for engineered fill and/or structural loads supported on shallow foundations wall backfill soils or if used for structural purposes (such as to support a tooting wall etc) The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction ffilleWcbrisiruction;ofriew" equipment used In general lilt should be placed in lifts not exceeding 8 bin provemeñt.ln addition the lateral limits of the removal excavations inches in thickness should extend at least 5 feet beyond the foundation limits of the site sensitive imprâvements: -The bottom of all removalsshoutd be evaluated . . . . . . Placement and compaction of fill should be performed in general by a Certified Engineenng Geologist to confirm conditions are as accordance with Ahe current City. of Carlsbad grading ordinances sound anticipated construction practice and the General Earthwork and Grading Specifications for Rough Grading presented in Appendix D In general the soil that is removed may be reused and placed as engineered fill provided (he mater is free of oversized rock organic 6 6 Earthwork ShnnhaaelBulkinci 1 matenats and deleterious debns and moisture conditioned to above optimum moisture content Soil with an expansion index greater than 50 The volume change of excavated onsite materials upon recompaclion as should-not be used within 5 feet of finish grade In the building pad. The. . . fill is expected to vary with material and location. Typically, the fill.soits and actual depth and extent of the required removals should be confirmed formalional materials vary significantly in natural and compacted density during grading operations by the geotechnical consultant and therefore accurate earthwork shrinkagelbulking estimates cannot be determined However, based on the results of our geotechnical analysis 6:1:4 Pad Overexcavatlon and our expenence a 5 percent shnnkage factor is considered appropriate for the artificial fill and a 310 5 percent bulking factor is In order to minimize the potential for differential settlement we considered appropriate for the Santiago Formation recommend that the proposed parking structure and settlement sensitive ' improvements be entirety underlain by a layer of properly compacted fill 6 117 Trench Backfill Cut portion areas located west of the cut to fill transition at the site that is planned for the proposed parking structure should be over-ëäledto Pipe bedding Should consist of-sand-with a sand equivalent (SE) of not bottom'eldiThti> less than 30 Bedding should be extended the full width of the trench for fill1 The over the entire pipe zone which is the zone from the bottom of the trench to excavated areas should be graded with a 1 percent gradient sloping one foot above the top of the pipe The sand should be brought up evenly toward the deeper fill areas ii possible The approximate limits of on each side of the pipe to avoid unbalanced loads. Onsite matenals will overexcavalion is shown on the Geotedinical Map (Figure 2) probably not meet bedding requirements Except for predominantly clayey, sods the onsite soils may be used as trench backfill above the pipe zone 4 4 16- Leighton 1 Leighton C S € - 0 • - •' 0 • - •0 -O . ,-. . 0 -. - . 0 (i.e. in the trench zone) provided they are free of organic matter and have a maximum particle size of three inches, Compaction by jetting or flooding is notrecommended 6,18 Expansive Soils and Selective Grading Based on our laboratory testing and observations, we anticipate the onsite sail'materials possess a lowto high expansion potential (Appendix C).. Althnnnh - nnt onfieinntwl chn..i.l an nhm,n,tnnrS of hi hl nvnanehtn Table S - Maximum Slope Ratios Excavation Depth Maximum Slope Ratio Maximum Slope Ratio (feet) In Fill Soils In The Santiago • . -.. Formation 010 5 '11 (Horizontal-to Vertical) Vertical 51020 -1:1 (Horizontal toVerlical) 1:1 (Horizontal to Vertical) - --- - ---- materials be encountered, selective grading may need to be pe,formed.ln. -- - The above values are based on the assumption that no surcharge loading or upper'S feet of matenals withii'thTti'jildrñad alid S equipment will be placed within 10 feet of the top of slope Care should be taken during excavation adjacent to the existing structures so that undermining does - - . •- •. - .. - .. . .. - - - not occur; A competent person*should observe the slope on a daily basis for signs of instability.,'- . - - 6 1 9 _lm rt Soils -,6.3 Foundation Design Considerations If Import soils are necessary to bring the site up to the proposed grades, these soils should be granular in nature, and have an expansion index • At the time of drafting this report, building loads were not known. However, based less than 50 (per ASIM jest Method D4829) and have a low corrosion- •, . on :our understanding of the project, the proposed parking structure and - impact to the -proposed improvements. Beneath pavements. subgradC . settlement sensitive improvements may be constructed with conventional materials should possess an R-valueof 30, or greater. Import soils ancUor foundations. Foundations and slabs should be, designed in accordance with the borrow site location should be evaluated by the geotedinical -. - -. structural considerations and the following recommendations. These- - - consultant prior to import. - -. . . - ,- - recommendations assume that the soils encountered within 5 feet of pad grade- - have a low potential for expansion (8(50). If more expansive materials are - - 6.2 Temporary-Excavations - . - - - - - . - - . encountered and selective grading cannot be aximplished revised foundation. - - - -' - - •- . - - . . . recommendations may be necessary., The, foundation recommendations below. Sloping excavations may be utilized when adequate space allows in accordance - - assume that the all building foundations will be underlain by property compacted - with OSHA requirements. Based onthe resultsof our update evaluation; we - -. lilt. - - -. - - - - - provide the- following recommendations for sloped excai4ions7in fill soils or - - - - -. " ' '• . - - - - -- , - - - 6.3 V Preliminary Foundation and Slab Design competent Santiago Formation without seepage conditions The proposed parking structure and settlement sensitive improvements may, be supported by conventional continuous or isolated spread footings ei'dfi these depths,.'footings may be designed for a maximum allowable bearing pressure of-,41 1,pou`nds*"pef.'square.fcF0t3k~ to t The allowable bearing pressures may also be Increased by one-third when considering loads of 18" Leighton 19 Leighioft C C - -S . ------ - -.- . S • -c Table Minimum Foundation Setback from Slope Faces. Slopeeighi Setback tessthan5 feet . 5(eet. 5to15teet . 7(eet 15 to, 3,feet 10eqt rècomrnènded width of footings is 18 inches for continuous footings 'and 24 inches for square or round footings. Footings should be. designed in accordance with the structural engineers requirements: For the parking structure slab on grade subject to traffic loading, we recommend that it bedesignedby the structural engineer, using a minimum we anticipate that the slab on grade will be at least l5linches2tluckXajld) rpinfnr center on center (each way).-. 10075.012 . .. ,. . . . . . 10075012 . Q. cn short duration such as wind or seismic forces. The minimum Columns should be structurally isolated from slabs and should have 'crack . . . joints at a spacing of 12 to 15 feeton center. . . . - . Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining watts, sidewalks, For areas subject to moisture sensitive -flooring, if any, the slabs on grade . . - . tence.pavements. etc.) constucted within this setback area may be should be underlain by 2 inch layer of clean sand (S E greater then 30) A subject to lateral movement and/or differential settlement Potential distress moisture bamer (10 -mil non recycled plastic sheeting) should be placid to such improvements may be mitigated by providing a deepened footing or below the sand layer if reduction of moisture vapor up through the a grade beam foundation system to support the improvement. concrete slab is desired (such as below equipment tivingloffice areas etc) which is in turn underlain by an additional 2-inches of clean sand All waterproofing measures should be designed by the project architect. .. . -. . b Ot'om [de~~ 4 ve ---' The slab subgrade soils underlying the foundation systems -should' be he footing and should also not be located closer than 18.inches from the moisture conditioned in accordance with the recommendations presented in . of the rig. Dee >dned;foi Table 4 prior to placement of the moisturebamer and/or slab concrete. Thefl . ... .. - . ov should be aomptished such that. . . subgrade soil moisture content should be checked by a representative of deepening of footings to accomplish the setback will not introduce a cut/fill Leighton prior to stab construction.transition bearing condition 6.3:2 Foundation Setback Where pipes may cross under footings the footings should be specially _________________________ designed Pipe sleeves should be provided where pIpes cross through - Ve recommend a minimum horizontal setback distance frWth face of - footings or tooting walls and sleeve clearances should provide for possible slopes footing settlement but not less than 1 inch around the pipe sensitIve.structures(asgldicatedon the Table 3 below. This distance isi. the 6:3-3 Settlemenmeal ' r - '---- '-,-,.V- However, the foundation.. . . . .. . . setback distance may be revised by the geolechnical consultant on a case- Fill depths between 18 and 28 feet are anticipated, beneath the proposed by-se basisit the geotechnicat conditions are different than antiâlpated . . . . . parking structure foundations following final grading, For conventional V . footings, the recommended allowable-boanng capacity is based on a maximum total and differential static settlement of 314 inch and 1/2 inch respectively, Since settlements are .a function of tooting size and contact AW 20- Leighton Leighton C _& Hópe-Amundson .216003.-00 DC - 12 - 301 ThdAvene S06 300 JOB. San Mega, CA 92101 . T619.232A673 SHEET NO. OF F M9.235.4675 CALCULATED BY DATE I IT1OPE'AN Structural Engineers CHECKED:BY DATE Seismic Design Base Shear Equivalent Lateral Force Procedure Determine value of the Seismic Design Base Shear V Based on ASCE 7-101 Requirements for Seismic Design Category A are not considered Input Data Variables determined by building configuration Variables determined by site and location U Risk Category per 2012 IBC Table 1604.5 0 Site Class per Table 20.3-1 = 1.00 Seismic Importance factor per Table 1.5-2 TL = . .8 Lông-period Tiansition per Figure 22-12 C, = 0.016 Building Period parameter per Table 12.8-2 . S = 1.117 Spectral Accel. for short periods per Figure 22-1 x = 0.90 Building Period paranieter per Table 12.8-2 S15 = 0.430 Spectral Accel. for 1-sec. period per Figure 22-2 R = 8.00 Response Modif:Coeff. per Table 12.2-1 :Fa = 1.053 Site Coefficient per Table 11.4-1 h = 32.67 Height above base to the uppermost level in.• . F0 .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:* http I/earthquake usgs gov/designmaps/us/appl,cat,on php Flexible w/ Li 5 40 ft -or- Non-Flexible •. . •. Output Data .. . . . . . Approximate fundamentalr period, Ta (sec) per Section 12.8.2.1 T5 = C, (h)5 = 0369 (Equation 12.8-7), Design spectral response acceleration coefficients per Sections 11.43 and 11 44 15ms F. S. = 1176 Sos = (2/3)SMS = .0.784 (Equation 11.4-1 and Equation 1.1.4-3) SM1 = F S = 0.675 S01 = (2/3)S ml. 0450 (Equation 11.4-2 and Equation 11.4-4) Response Spectrum Transition Periods (sec) per Section 11.4.5 T0 = 0.2. (SD1/SDS) = 0 115 (Section 11 4 5) T = S01/505 = '0.574. 0.8 T0 = 0.459 (Section 11 4 5) Variables determined by Sections 11.6 and 12.8.2 D Seismic Design Category per Section 11.6 C5111 ,, = 140 Period upper limit coeff. per Table 128 1 CA = 1.40 Period coeff. used Upper limit fundamental period for base shear determination, T (sec) per Section 12.8.2 T = T. x C5 = 0.516 (Section 1282) Seismic Base Shear, V per ASCE Section 12.8.1 C0 = ____Ds _____ = 0098 V = C0 W = 0.098 W (Equation 12.8-2 and Equation 12:8-1) C51, = 0.044S s I = 0035 V = C5 w = 0-.035 W (Equation 128 5 and Equation 12.8-1) smin = = n/a V.= Cs = n/a W (Equation V.8-6and Equation 12.8-1), ul For T L: :- • .•. • • • • •. •- • • • • • I C6 m = S, = 0.109 V = C5 W = 0.109 W (Equation 12.8-3 and Equation 128 1) For T>TL smM = 2 ST1 = n/a V = Cs = n/a W (Equation 12.8-4 and Equation 1281) = 0.098 WI 104 ProJects'2016\216003 00 Legoiand PS (0 B)\1 central Foiders\03 Calcs\Spreadsheets'216003 00 Seismic Loads 2012 IBC Hope-Amundson 216003.00 DG-13 1301111,d Aone It'Suite 300 . JOB - SnDiogo.A 92101 1619.232.4673 . - SHEET NO. OF 4675 g-r3c CALCULATED BY DATE U UI I h2po-nondo,corn CHECKED BY DATE Structural Engineers S 5 Seismic Lateral Force on Structural Walls and Anchoraäes Determine value of F9 (relative to W, or W). Based on ASCE 7-10. Requirements for Seismic Design Category A are not considered. Input Data Variables determined by Sections 1.5.1 and 11.4.4 SDs = 0.784 Spectral response acceleration for short periods per Section 11.4.4 le . = 1.00 Seismic importance factor per Table 1.5-2 Output Data Walls Out-of-Plane per Section 12.11.1 F9 = 0.4 SDS 10 w., = 0.314 WIN F9 (min) = = 0.100 W Anchorage of Walls Out-of-Plane at Flexible Diaphragms per Section 12.1 `1.2 L1. Fp (min) = 0.2k8 l0 W9 (Section 12.11.2.1) k8. = 1.0 + 5 2.00 (Equation 12.11-2) 100 F (0.4 SW ka le) W9 (Equation 12.11-1) = (coefficient from table below) W (Section 12.11.2.1) Strength level values of F9 at flexible diaphragms (relative to W9) (for steel elements other than anchor bolts or reinforcing steel, multiply table value x 1.4 in SDC C thru F) (SectiOn 12.11.2.2.2) L1 (ft): 0 10 20 30 40. 50 60 70 80 90 100 and more ka :1.0 1.1 1.2 .1.3 .1.4 1.5 16 1.7 1.8 1.9 2.0 0.32 0.35 0.38 0.41 0.44 0.48 0.51 0.54 0.57 0.60 0.63 of Walls Out-of-Plane at Non-Flexible Diaphragms per Section 12.11.2 S Anchorage Fit (min)= 0.2k2 10W9 (Section 12.11.2.1) k8 = 1.0 + -thi- 2.00 (Equation 12.11-2) F9 = ( 0.4 SDS k3 l - 1 + 2h W9 (Equation 12.11-1) =(coefficient from table below] W9 (Section 12.11.2.1) 1.. 3)) Strength level values of F9 where all diaphragms are not flexible (relative to W9) (for steel elements other than anchor bolts or reinforcing steel, multiply table value x 1.4 in SDC C thru F) (Section 12.11.2.2.2) z Lj (ft):0 10 20 30 40 50 60 70 80 90 100 and more h ka : 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 1.00 0.32 0.35 0.38 0.41 0.44 0.48 0.51 : 0.54 0.57 0.60 0.63 0.95 0.31 0.34 0.37 0.40 0.43 0.46 0.49 0.52 0.55 0.58 0.61 0.90 0.30 0.33 0.36 0.39 0.41 . 0.44 0.47 0.50 0.53 0.56 0.59 0.85 0.29 0.32 0.34 0.37 0.40 0.43 0.46 0.48 0.51 0.54 0.57 0.80 0.28 0.30 0.33 0.36 0.39 0.41 0.44 0.47 0.49 0.52 0.55 0.75 . 0.27 0.29 0.32 0.34 0.37 0.40 . 0.42 0.45 0.48 0.50 0.53 0.70 0.26 0.28 0.31 0.33 0.36 0.38 . 0.41 0.43 0.46 0.48 0.51 0.65 0.25 •- 0.27 0.29 0.32 0.34 0.37 0.39 0.41 0.44 0.46 0.49 0.60, 0.24 0.26 .0.28 0.30 0.33 0.35 - 0.37 . 0.40 0.42 0.44 0.47 0.55 . 0.22 0.25 0.27 0.29 0.31 0.33 0.36. 0.38 0.40 0.42 0.44 0.50 0.21 0.24 0.26 0.28 0.30 0.32 - 0.34 0.36 . 0.38 0.40 0.42 0.45 0.20 0.22 0.24 0.26 . 0.28 0.30 •- 0.32. 0.34 0.36 0.38 0.40 - 0.40 . 0.20 0.22 0.24 0.26 0.28 0.30 0.32 . 0.34 . 0.36 0.38 0.40 0.35 0.20 0.22 0.24 0.26 0.28 0.30 0.32 0.34 . - 0.36 . 0.38 0.40 0.30 0.20 0.22 0.24 0.26 0.28 0.30 0.32 . 0.34- 0.36 0.38 0.40 0.25 - 0.20 . 0.22 - 0.24 0.26 0.28 0.30 0.32 0.34 .0.36 0.38 0.40 - 0.20 0.20 0.22 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.38 0.40 0.15 0.20 . 0.22 0.24 0.26 - 0.28 0.30 0.32 0.34 0.36 0.38 0.40 0.10 . 0.20 0.22 0.24 0.26 0.28 0.30 0.32 - 0.34 0.36 0.38 0.40 0.05 0.20 0.22 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.38 0.40 0.00 0.20 0.22 0.24 0.26 • 0.28 0.30 0.32 0.34 0.36 0.38 0.40 I:\04 Projects\20161216003.00 Legoland PS (D.13)1,1 central Folders\03 Calcs\Spreadsheets'216003.00 Seismic Loads 2012 IBC Hope-Amundson 21600300 DC - 14 I' 1301 Third Arn,o - 0 Sito 300 JOB - - Sn Ciogo. CA 92101 T619.232.4673 SHEET NO. OF F 619,235.8675 - I-lOPE 'AMUNDSON o@hopo:roondorcom 'CALCULATED BY DATE Structural Engineers CHECKED BY DATE Seismic Lateral Force on Non-Structural Elements and ComDonents 'I Determine value of F (relative to W) Based on ASCE 7-10.* Requirements for Seismic Design Category A are not considered Input Data Variables detèrmined'by'Sections 11.4.4 and 13.1.3 I S6s =. 0.784 Spectral acceleration for short period per Section 11.4.4 . . IP = 1.00 Component importance factor per Section 13.1.3 Output Data Strength level seismic design force per Section 13.3 and Tables 13 5-1 and 13.6-1 F,njn : 0.3 SDS 113 W9 = 0.24: W . '(Equation 13.3-3) Fpmax = 1 6 Ss lW9 = 1 25 W, (Equation 1332) 104aP SDS i F9 ' -' + 2 W9 (Equation 13.3-1 )' = h [effic:: from table below WP Strength level values of F (relative to W) • ': 1.25 1.00 ,. 2.50 250 1.O0 2.50 ' 2.50 1.00 2.50 ' 2.50 0.00 ' 0.00 :000 h R 1.00 1.50 1.50 2.00 2.50 2.50 3.00 3.50 . 3.50 6.00 0.00; 0.00'. .0.00 1.00 1.18 0.63 1.25 1.18 0:38 0.94' 0.78 0.27, ' 0.67 0.39 10.95 1.14 0.61 1.25 :1.14 0.36 ' 0.91' ' 0.76 0.26 ' 0.65 0.38 ' .0.90 1.10 0.59 ' 1.25' '1.10 . 0.35 0.88 0.73 0.251- ' 0.63 0.37 0.85 ' 1.06 0.56' 1.25 1.06 0.34 . 0.85 0.71. 0.24 '0.61 . . 0.35 0.80 . . 1.02 0.54 ' 1.25 1.02 033 0.82' 0.68 ' , 0.24 . 0.58 0.34. . 0.75 , . '.0.98 . ' 0.52' , 1.25 0.98' 0.31 .. 0.78 : 0.65 0.24 ' 0.56 ' 0.33 0.70 . 0.94 ' , 0.50 ' .1.25 ' 0.94 0.30. . 0.75 ' 0.63 ' ' 0.24 ' 0.54 ' '0.31 0.65, 0.90 0.48 ' '1.20 ' 0.90 0.29 .0.72 0.60 , 0.24 -. 0.52 1 0.60 0.86 . 0.46 -1.15 0.86 '- -0.28 ' . 0.69 0.58 0.24 ' 0.49: ' 0.29 . 0.55 ' 0.82 0.44 1.10 , 0.82 0.26 0.66 0.55 ' 0.24 '0.47 0.27 0.50 0.78 . 0.42 ''1.05 ' 0.78 ' ' 0.25 0.63 . 0.52 ' ''0.24' 0.45 026 0.45 ' 0.75 ' 0.40 . 0.99 . 0.75 0.24 ' 0.60 0.50 0.24' 0.43 0.25 040 "'. 0.71 0.38 0.94 :0.71 '0.24 0.56 ' 0.47 . 0.24' 0.40 0:24, 0.35- ' 0.67 ' 0:36: 0.89' ' 0.67 0.24':, 0.53 '0.44 , 0.24 0.38 ' 0.24 :- 0.30 0.63. 0.33 '0.84 0.63 0.24 0.50 0.42 0.24: 0.36 0:24 0.25 . 0.59 ' 0.31. 0.78 ' 0.59' ' 0.24 0.47 0.39 .0.24 0.34 , 0.24 0.20 ,. 0.55 0.29 ' .0.73 - 0.55 ' 0.24 0.44 . 0.37 :024 0.31 024. 0.15.. ' 0.51 -0.27' 0.68 0.51 0.24 0.41. 0.34 0.24 0.29 0.24 0.10 .. 0.47 0.25 0.63 0.47 '0.24 0.38 0.31 0.24.0.27 0.24. 0.05 0.43 . 0:24 ' 0.58 . 0.43 0.24 , 0.35 - 0.29 : 0.24 0.25 - '0.24 ' 0.00 . ' 0.39 '0.24 0.52 ' '0.39 0.24 , 0.31'. 0.26.. ' 0.24 0.24 0:24 I:\04 Projects\2016\216003,00 Legotand PS (O.8)\1 Central Folders \03 Caics\Spreadsheets\216003.00 Seismic Loads 2012 113C Hope-Amundson 21600300 DC - 15 H HOPE AMUNDON; 4.1 Load Criteria S . Project: . Illumina Parking Structure . - Desigrer: Project# : 214055.00 . . Description . Gravity : Construction Seismic . . . . (psf) (psf) (psf) . S Parking Levels 5 NWC Slab 62.5 62 .5 , Beams (15 x30 @18 ooc) add add . : . . . . Girders (24x30@62.0o.c.) •. add. add • . . . . . Columns (24)(24x11-0" tall @ 18x62 : . add . . add . . Miscellaneous 6.0 6.0 . Dead Load to Beams . 68.5 . -. 68.5 (applied as superimposed load, . 6.0 6.0 . . . to computer models) Live Load (Reducible) 40.0 . . . . . ,•, - (at full live load reduction) : 32.0 for columns and footings Only . . S. Stairs . . . . . . . . S... 1. -. . . @thngers., . . . . . . . . . . . . . •: . : GA. W/ 2 NW Concrete. . . .12 . 25.0 25.0 .. .. . . . . ..Misc . . . S 5. . 5.0 . . S. .. . S. Dead Load to Beams - . . 30.0 . .30.0 (applied as superimposed load 5.0. 5.0 . . to computer models) . . . . . . . . . . . Live Load (Reducible) 100.0 I @Landing 12 GA W/ 3 NW Concrete 375 37.5 Misc 50 50 Dead Load to Beams . -. . . . - 42.5 . 425 . . (applied as superimposed load - 5.0 . . 5.0 . .. . . . S 4 to computer models) I Live Load (Reducible) 100.0- Hmyn0n20000: . . . . DC 16. HOPEAUNDN Load Criteria Project: Illumine Parking Structure • Designer: : Project #: . 214055.00 Description . Gravity Construction Seismic (psi) (psi) (ps) I Bridge 7 Slab . : . 87.5 - . 87.5 . . . . •, . Misc . 6.0 . 6.0 Span 10.7 ft 1/2 Span = 5.35 It . • : . . Dead Load . 87.5 • 87.5 . . . 0 • . Superimposed DL 6.0 .6.0 . • . - Live Load . . 100.0 - . . - 100.0 . Load to Beam DL 468 1 pit 0.468 kit - • . - . - : SDL - 32.1 pIt 0.032 kit ........• • .- - 0 LL n5.0 pIt 0.535 kit • 0 0 - .. • -. .. •• a 0 . - . . ------------.0 - - - . . . -- - . - I - 0 - ••0 - - . H - • - : - 0 : • ••.•. - : . - .: 0 . . - . 0• - - . . . - - . - •- Hpe-Amundson 21600300 DG,'-.. 17 jm 1301ThdA JOB T6192°2I.673 SHEET NO _____________ HOPE -A?AUNDSOt1 OF I. F69.235.467S. '°- " CALCULATED BY DATE Structural Engineers CHECKED BY . DATE Tensile Development of Deformed Bars with Standard Hooks I f'c = 4000 psi Determine the full hooked development length (ldh)for deformed bars in tension Based on ACI 318_1 I Section 125 Input Data Variables determined by project conditions For the following Y = Yes and N = No 0 N Coated bars ? N Lightweight aggregate concrete" Factors for concrete cover per Section 12 5 3 1 0 Factor for concrete cover per Section 12 5 3(a) 0 0 010 Factor for enclosure in ties per Section 12.5.3(b) 0 0 0 1.0 Factor for enclosure in ties per Section 12.5.3(c) 0 00 0 0 0 0 0 0 1.90 Factor for reinf in excess of that required per Section 12.5.3(d) 0 I Variables.determined by material properties A . fy = .60 .0 Yield strength of reinforcing bar, ksi = 4.0 0 Compressive strength of concrete, ksi 0 0 0 0 0 00 0 0 0 0 0 00 0 • 00 . Output Data 0 0 Basic development length ldh(iC)for hooked bar per Section 12.5.2 l : ._ 0.02'q). f, d dh(baec) - — b Ax ,jfc Factors per Section 12.5.2 '0 We 0 0 := 1.0 Coating .factor 0 0 0 0 0 0 0 0 0 0 0 0 0 0 A = 1.00 Lightweight aggregate factor shall not exceed 0.75 for lightweight concrete, 1.0 otherwise 0 0 0 0 0 Development length (Lh) of hooked bars in tension (in) For full development of bars Minimum 'dh shall be 8d b or. 6 0 'ldh . 'dh(basic). (0 1.09 ) 0 .00 0 BaSize d,in. 00 • 00 .0 ldh,in. . 0 #3 0.375 8 #4 0500 10 #5 .0.625 12 #6 0.750 15 V. .0.875 17 #8 1000 19 #9 1.128 22 410 1.270 25 1 #11 1.410 27 o 0 i:\04 PROJEcTs\2014\214055.00 Illumine Parking Structure o-ei central Foiders\03 catcs\spreadsheetu\Aci 318-11 Concrete Reber Deveiopment.xis 0 Hope-Amundson 21600300 DC - 18 • - 1301 Third Avonoo - . 300 JOB tSuite - T 619.232A673 SanOego CA 92101 SHEET NO OF HOPE-AMUNDSON E65 CALCULATED BY DATE CHECKED BY Structural Engineers '. DATE S Tensile DeveloDment of Deformed Bars I Other Bars, f'c = 4000 psi . .• I -: Determine the full development length ) and splice lengths of deformed bars in tension Based on ACI 318-11 Sections 12.22 and 12 24 (development length) and 12 15 1 (splices) Input Data Variables determined by project- conditions Forthe following'r=Yes or"N"=No- - -- • N Horizontal reinforcement with more than 12 in. of fresh-concrete is cast below?. : • . N Coated bars? •, . • N For coated bars: cover less than 3 - or - clear spacing less than 64? . . • . N Lightweight aggregate concrete? . . . S '• Variables determined by material própert!es . . . . . . . . . f. = 60.0 Yield strength of reinforcing bar, ksi . . fc .4.0 COmpressive strength of concrete, ksi Given Data For bars enclosed in stirrups or ties Clear cover is equal to or greater than J Clear spacing is equal to or greater than 1 S. . . . . For bars not enclosed in stirrups or ties . Clear cover is equal to or greater than 0 Clear spacing is equal to or greater than2 S Therefore, tabulated values below fordlare based on theupper poition of the table in section 12.2.2. Output Data Factors per Section 12.2.4 . = 1.0 ReinforcOmèntlpcation factor . . . : . (Section 12.2.4(a)) . ,- W. = 1.0 Coating factor . . . -S . . . . . (Section 12.2.4(b)) • 'v 'v = 1 0 Product of 4k q.i0, need not be taken greater than 1.7- . . . A = 1.00 Lightweight aggregate factor shall not exceed 0.75.for lightweight concrete, 1.0 otherwise (Section 12.2.4(d)) . Development length IL) and splices of deformed bars in tension (in) Values for full development and splices of bars. ' . . . • . . •. . . . . ' . ' . . • Where yielding of longit reinf in shear,walls is likelydlshall be increased by anadditional factor of 1.25 (Section 21.9.2.3(c)) . .,' ' Equation for L . . Bar Size . d,, in. , , Class A Splice Class B SpliOe. #3 .0.375 15 15 20 #4 0.500 - . ' -; . . ' 19- ' . ' : 25 d b X I x fytPttPe. 25 A x #5 0.625 -. 24 24 31 = 12 minimum.#6 0.750 29 29 38 #7 0.875 42 42 55 #8 1.000 . • 48 • ' 48 , • 62 •''' = db #9 1.128 54 54 70 S. . . .5 • • = 12" minimum #10 • • 1.270 - ' 61 • • 61- - ' ' • 79 • • • • • #11 1.410 67 67 87 L\04 PRoJccrs\2014\214055 00 illumine Parking Structure D Bi central Foiders\03 caicsspreadsheets1Aci 318-11 concrete Rebar Development xis Hpe-Arnundsbn 216003.00 . . . . . . IG-19, 1301 ThdA .300 JOB San Diego. CA 9210 . 1619.232.4673 SHEET NO. OF HOPE AMUNDSON 4675 BY ::: DATE CHECKED BY StructuraL Engineers . . . ... DATE S Tensile DeveloDment of Deformed Bars I Top Bars; rc = 4000 psi. : . . ... . . Determine the full development length and splice lengths of deformed bars intension. Based on ACi 318-11 Sections 12.2.2 and 12.2.4 (development length) and 12.15.1 (splices). Input Data .. . . .. . . ... . . . . . . ; . . :. . Variables determined by project conditions . -. . . . ... .: . For the following Y =Yes or "N '.'=No, Y Horizontal reinforcement with more than 12 in of fresh concrete is cast below' . . . N Coated bars? N For coated bars: cover less than 3 - or - clear spacing less than 6? N Lightweight aggregate concrete Variables determined by material properties . . . . . . . . . . = M.0 Yield strength of reinforcing bar, ksi = 4.0 Compressive strength of concrete, ksi Given Data For bars enclosed in stirrups or ties Clear cover is equal to or greater than 0 S .. . .. . . Clear spacing is equal to or greater. than. 1 . . . . . For bars not enclosed in stirrups or. ties . . . . . . . . . . . Clear cover is equal to orgreaterthan • Clear spacing is equal to or greater than 2 .. . . . . . . . 2 • Therefore tabulated values below fordlare based on theupper portion of the table in section 1222 Output Data Factors per Section 12.2.4 = 1.3 Reinforcement location factor . . . . . . . . . 12.2.4(a)). . 142e 1.0 Coating factor : . . . .. . (Section 12.2.4(b)) . tPt.i4ie. = 1.3 : Product ofqye, need not be taken greater than 1.7- A 1.00. Lightweight aggregate factor.shall not exceed 0.75 for lightweight concrete, 1.0 otherwise (Section 12.2.4(d)) l Development length (L) and splices of deformed bars in tension (in) Values for full development and splices of bars. Where yielding of longit reinf in shear walls is likelydlshall be increased by ardditional factor of 125 (Section 21 9 2 3(c)) Equation for .. Bar Size .db in. . Id in. Class A Splice Class B Splice 43 0.375 19 19 25 0.500 1 X f9q.iqi0 25 . • . 25 33 I =d d b X 25Ax.fl #5 0.625 31 31 40 = 1-2".minimum 0.756 37 37 48 #7 0875 54 54 70 • . . ., . • . #8 1.000 62 . • 62 : • 81, d = db X 20 Ax-J . 1.128 . 70 : 70 . . 91 = 12 #10 1.270 . . S 79 . 103 minimum : . . S . • '. . ,. . . . . .... . . . . . #11 . 1.410 . • 87 . 87, 113 i\04 PROJEcTs2014\214055.00 Illumine Parking Structure D.B\1 Cntrai Foiders\03 Caics\Spreadsheets\ACi318-11 Concrete Reber Deveiopmenl.xts . .. P!97Amundson. .216003.00 : : DC — 20 1301 ml dA JOB . . 02101 T 619.232.4673 . •. SHEET No. • . OF • - F 619.230.4675 I-lOPE AAkUND5OP1 rn 4 . . . . CALCULATED BY .- DATE . Structural Engineers CHECKED BY • DATE . Tensile DeveloDment of Deformed Bars with Standard Hooks I "c = 5000 psi . . . . . . . . . . . Determine the full hooked development length, (ldh)for deformed bars in tension. Based on ACI318-11 Section12.5. . Input Data . . .. . . . . . . . . . . . Variables determined by project conditions For the following "Y.'= Yes and N = No N Coated bars? N Lightweight aggregate concrete? • Factors for concrete cover per Section 12.5.3 . . . . . .- . 1.0 . Factor for concrete cover per Section 12.5.3(a) . . . . .. . . .. 1.0 Factor for enclosure in ties per Section 12.5.3(b) . . : . .• 1.0 . Factor for enclosure in ties perSection 12.5.3(c) . . . . . . . . • .11 .00 Factor for reint in excess of that required per Section 12 5 3(d) Variables determined by material properties = 60.0 Yield strength of reinforcing bar, ksi fC r 5.0 Compressive strength of concrete, ksi Output Data . . . . . . . . . . . . . . . . . . . . . I- Basic development length 'dh (basic) for hOoked bar per Section 12.5.2 •. . . . . . . . : 0.02 d . . . . : - - . -V .V . dh(basc) — b Ax Factors per. Section 12.5.2 = 1 0 Coating factor A = 1.00 Lightweight aggregate factor shall not exceed 0.75 for lightweight concrete 1 0 otherwise i Development length (idh) of hooked bars in tension (in) For full development of bars Minimum 1d6 shall be 8d b or 6 'dh = 'dO (basic) ( 1.00 ) Bar Size db in 'dh #3 • - 0.375 - - . 7 - • . V #4 0.500 9 -- .- - :..- - #5 .0.625 . .- 11 #6 0.750 13 #7 0875 15 #8 1000 17 #9 1128 20 #10 1.270 22 #11 1.410 24 - • •. i:104 PRoJEcTS\2014\214055.00 illumine Parking Structure D-B\11 Central Foiders\03 Caics\SpreadsheetstACi 318-11 Concrete Reber Oeveiopment.xis • S V . . . V H9pe-Amundson 21600300 DG'- 21 JOB • - Sn0ieo.CA 92101 . . 1619.232.4673 SHEET NO. . OF i -. 'AIVIUNDSC 6671 CALCULATED BY . CHECKED BY StructuraL Engineers .- . . . . DATE . . . . . . . -. S Tensile Development of Deformed Bars I Other Bars, f'c = 5000 psI Determine the full development length and splice lengths of deformed bars in tension Based on ACI 318 11 Sections 12.2.2 and 12.2.4. (development length) and 12 15 1 (splices) input Data . •- . . . . . . . . . .. . . . -- . . . ... ., . • Variables determined by project conditions . •• . . . . . .. . For the following Y Yes or "N "=No N Horizontal reinforcement with more than 12 in. of fresh concrete is cast below? .. , . . N . Coated bars?.. . . . . .. . N For coated bars: cover less than 3 - or - clear spacing less than 6i? . . . . . N Lightweight aggregate concrete? I . .. . . Variables determined by material properties ~fy S . = 60.0 Yield strength of reinforcing bar, ksi = 5.0 Compressive strength of concrete ksi I Given Data For bars enclosed in stirrups or ties . . . . . . . . I Clear cover is equal to or. greater .than 0 Clear spacing is equal to or greater than For bars not enclosed in stirrups or ties . ' Clear cover is equal to or greater than 0 . . . . . . . . . . . . Clear spacing is equal to or greater than 20 . . . . . . . . I Therefore, täbulatedvalues below fordlare based on theuppèr portion of the table in section 12.2.2. Output Data • . •. . . . . S . . . •. Factors per Section 12.2.4 . . . . . . . •. . . . . = 1.0 Reinforcement location factor . . . . . . . (Section 12.2(a)) =1.0 Coating factor . . . : . . (Section. 12.2.4(b)) tVt tp =. 1.0 Product of qk tp0, need not be taken greater than 1.7 . . . . . .. . A = 1.00. Lightweight aggregate factor shall not exceed 0 75 for lightweight concrete 1 0 otherwise (Section 12,2.4(d)) • Development length (L) and splices of deformed bars in tension (in) . . . . Values for full development and splices of bars. . . . . . . . . . . . . Where yielding of longit reinf in shear walls is .likelylshall be increased by arddltlonaI facor.of 1.25 . (Section 21.9.2.3(c)) •. - Equation for 1d . .Bar Size db, in. 'd' in.. Class A Splice Class B Splice #3 0.375 13 13 17 . • : . • - 0.500. 17 •- • 17 - • 22 1 x 9wi 9) Id,b x . . . . .; . . . . •• ,. • . . . . 0. 25Ax-[i #5 0625 22 22 29 = 12 minimum #6 0.750 26 26 34 47 0.875 38 38 49 #8 1000 43 43 56 'd = db X 20Ax-.J #9 1.128 48 48 62 S #10 1.270 54 54 70 = 12" minimum . . . . . . .; #11 1410 60 60 78 I -i:\04 PROJECTS\2014'214055.00 illumine Parking Structure D-B\1 Central Fotders03 Calcs\Spreadsheets\ACi 318-11 Concrete Rebar Development.xis • . 0 • #6 • • ..0.750 #7: • 0.875 - 1.000 #9 • - 1.128 1.270.- 1.410 - Hope-Amundson 216003 00 'DC - 22 1301 ThirdAvorno - oo - JOB S - • - • : -. Sa. DiM.. CA 9210i T619.232.4673 SHEET NO. - OF H 'E infoohap—mundson— CALCULATED F619 2354675 BY DATE CHECKED BY' --Structural Engineers, -DATE 01 Tensile Development of Deformed Bars • I Top Bars, Pc = 5000 psi Determine the full development length h) and splice lengths of deformed bars in tension. Based ônACI 318-11 Sections 12.2.2-and 12.2.4 (development length) and 12.15. 1 (splices) • InpUt Data : • S S Variables determined by project conditions lor the following Y' Yes or N =No V Horizontal reinforcement with more than 12 in of fresh concrete is cast below? N Coated bars? • S •- N For coated bars cover less than 3 or clear spacing less than 6? -: N Lightweight aggregate concrete? Variables determined by material properties f = 600 Yield strength of reinforcing bar, ksi . 1'c 5.0 Compressive strengthàf concrete, ksi • . S 5 • S S S. . S - - ..S . S S - 5_•S S - Given Data . S . For bars enclosed in stirrups or ties Clear cover is equal to or greater than 0 Clear spacing is equal to or greater than 0 For bars not enclosed in stirrups or ties Clear cover is equal to or greater than 61 Clear spacing isequal to or greater than 261. S • .- S S S : . .' tabulated values below fordlare based on theupper portion of the table in section 12 2.2. • Therefore Output Data Factors per Section 12.2.4 Wi = 1.3 Reinforcement location factor We 1.0 Coating factor :. .. . . S (Section 12 24(a)) (Section. 12.2.4(b)) I I4ii tije '= 1.3 Product of qi qi,, need not be taken greater than 1:7 A = 1.00 Lightweight aggregate factor shall not exceed 0.75 for lightweight concrete, 1.0 otherwise (Section 12.2.4(d)) - S Development length (1A and splices of deformed bars in tension (in) Values- for full development and splices of.bars. .. . - Where yielding of longit reinf in shear walls is likelydlshall be increased by ardditional factor of 1.25' (Section 21.9.2.3(c)) Equation for l Bar Size db in 'd in.Class A Splice Class B Splice S • - #3 #4 • 0.375 . 17 • • 17 22 - So • S • • - S • Id - d x f 4i 4). • S 0.500 23 f 23 . • S S #5, • • • • • : . S . . 36 25Ax • S. 5 0.625 . 28 28 •• S S •'d -S • • •), . . S -i xfyqJiqJe Id b X 20Axf fc -.! : • ' 'd =12" minimum -71 - 78 Si-i •SS11S .5 5 . S • •• S ' 1:04 PROJECTS\2014\214055.00 Illumine Parking Structure D-8\1 Central Foiders\03 Caics\SpreadsheetsACI 318-11 Concrete RebSr Deveiopment.xis Hope-Amundson 21600300 Calculation by MDH SD -3 O 426 _____ .'. .1 4O . [1•• ------------ C2 17 I -.. i-i-i --i T7 il/i j. it/i • . i. i I. • I I. - I i. o... .rrrrri....I 1_J I. • t J —' ii,-- • ( LI_ 17-1 -_ 02 • • • C-, L_LJ • 5S,• . 0- • r • /_1 . TI I -• . T171 • • - . •• . • : r n • - J--------------LIJ-------------LJ -----------b J ------------u- — \ / J- i i i P-/i • • [' It - 1- [ rI • [i • • ri - —44--'------------ J I 11 • -?i 1 L :i --- --- ------___________ • <1_______j9j S J__L ------------ -i---- • TLiJ - L_J .- :- LJj 3 I T I ® jff _PE /\ r . • [ -L,J--------------------L_f -LJ-----------L_J----------- CIA iI4 • t r-7i 1tT LJ -r-7 L : 7 (I)- - :L • - • I•• . - -- . L _.j ___ 9 5 • —J • . - •5 .• -. - I o• • I - - I . • : . - r \2J -J --------------I-----------------------I — - - F/li f - •. • ---,- -1:/i _i_,- [I/i - 5 LI/i - --I- ri , -• I r H ' ------------ I - 12•-O•p(4 - •., .• - -• 37••7•__••_____. 2- • 2- 2- - • 0 'Hope-Amundson 216003.00 S Calculation by MDH '. ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012" Date: "07-06-2016" Time:. "13:26" File: Typical Roof Slab Sectioft..pinned 1 - PROJECT TITLE: "216003.00 Leqo Land PS" 1.1 Design Strip: Typical Roof Slab Section_ Pinned 1.2 Load Case: Envelone oMoBkRt ELEVATION *18'.00 ~ia".00 IOU 18.00 18.00 18.00V18.00 18.0'0 18.00 18.0019 18.00, 18.001, 3.OU -~3 0? Location: . . Levei 3 GL A.2 to GL D 8 V V V V V V V V V V Tendons@63' wide 28 Tendons@ 62'wide 3 - TOP REBAR 24 tendons @ 52.33' wide 23 Tendons @ 51' wide 22 Tendons @ 49' wide 20 Tendons @ 42.5 wide 3.1 ADAPT selected . . 3.2 ADAPT selected Ci') 21 'X6 22#2#4X71-6)2#4X7 2#4X7'® 2#4X7'® 2#4X7 2#4X7'61 2#4X7 2#4XT1'i 2#4X7 2-#4X7 -ii' 4-TENDON PROFILE 4ibajumLine 4.2 CGS Distance A[in] 3.5.2.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.5.253.50 42 Force A [36 kips] [36 Idps[ [36 hIps] [36 kips] 136 kips) [36 kips) (36 hips) [36 kips] [36 kips) 136 hips), [36 hips] [36 kips) 136 kips] [36 klps][36 hips) '. (36k x 63')/(3'x 26.8k/Tendon) => 29 Tendons 36k x 62')/(3'x 26.8kfFendon) => 28 Tendons 4.6 CGS Distance B[in] (36k x 52.33)1(3 x 26.8k/Tendon) => 24 Tendons4.7 . orce B (36k x 51)1(3' x 26.8k/Tendon) ==> 23 Tendons (36k x 49')/(3'x 26.8k/Tendon) => 22 Tendons 36k x 42.5)1(3' x 26.8k/Tendon) ==> 20 Tendons .4.10 CGS Distance din) - -see hand C4IC5 4.11 Force C . NOTE: Mild steel reinforcement per,ca]culations that follow, not under top and bottom rebar . . . . .. . that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that -. BO TTOM REBAR follow are more precise. 5.1 ADAPT selected 5.2 ADAPT selected : 6 - REQUIRED & PROVIDED BARS ma)b.36 0.36 0.36 0.36 0.36 0.38 0.36 0.36 0.36 0.38 0.36 0.36 0.36 0.36 0.36 6.1 Top Baris S i quired re I I I I I i i i1111111 loll provided 0.0( y", VH W y yy -vill -VI, 6.2 Bottom Bars , ma) O.36 0.36 0.36 0.36 0.36. 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 7-SHEAR STIRRUPS:' S , 7.1 ADAPT selected. Bar Size #3 Legs: Spacing [in) S 7.2 User-selected E'Li j Bar Size # Legs: ' S ' 7.3 Required area , 0.6- . , L ~S 'L S F1 [in 2/ft]' o.- . S ' , S S . 5 0.0 0. 0. 0. 0. 0.. 0. 0. 0. 0. ' 0. 0.. 0. .8 LEGEND , ' -i Stressing End -I Dead End ' ' •' ' S ' 9 - DESIGN PARAMETERS'. 9.1 Code: American AC1318 (2011 )/IBC (2012) f'5 = 5000 psi f = 60 ksi (longitudinal) 'f = 60 ksi (shear) f 5 = 270 ksi - S 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in R'ebar Table: - - -'DESIGNER'S NOTES S , ' •' S - -S. HopeAmundsOn 216003.00 Calculation by MDH : SD 5 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM : - ADAPT-PT Version 2012' Date: "07- 08- 2016" Time.." 11:44" File: Typical Roof Slab Section-fixed 1 - PROJECT TITLE: "216003.00 Lecio Land PS' V 1.1 Design Strip: Typical Roof Slab Section _fTxed 1.2 Load Case: Envelope AEk V V .00 OU V ei 4 - GL D to GL D.8 V V V V V V V V 29 Tendons @ 63 wide 28 Tendons @ 62 wide • 3- TOP REBAR 24 tendons @ 52.33' wide 23 Tendons @ 51' wide V V V 22 Tendons @ 49' wide 20 Tendons @ 42.5' wide V V 3.1 ADAPT selected 32 ADAPT selected X6®2'®2 #4 #4 V 4 TENDON PROFILE t1 11 1d 41D:e 4.2CGS Distance A[in] 4.3 Force A V 136 hIps] 138 kips] 136 hIps) [38 hIps] [36 hips] 136 hIps) 136 hIps] [36 hips] [36 hIps] [36 hIps) [36 k]ps) [36 hips] [36 kips) [38 kips136 hips) • V V, V (36k x 63')/(3'x 26.8k)Tendon) => 29 Tendons V V (36k x 62')/(3'x 26.8k(endon) => 28 Tendons V V 4.6 CGS Distance B[in] V (36k x 52.33')/(3'x 26.8k/Tendon) => 24 Tendons V Force B V (36k x 51)1(3' x 26.8k(Tendon) => 23 Tendons • V (36k x 49')/(3'x 26.8k/Fendon) => 22 Tendons • V V V • • 36k x42.5')/(3' x 268k/Tendon) => 20 Tendons • 410 CGS Distance C[in] • V • V • V -see handCCS V 4.11.Forcé C V NOTE: Mild steel reinforcement per calculations that follow, not under top and bottom rebar ADAPT selected in this summary. ADAPT is conservative in selection, calculations that V S.that - BOTTOM REBAR V follow are more precise. V V V V 5.1 ADAPT selected V • V V V V • V V • 5.2 ADAPT selected • V • 6- REQUIRED & PROVIDED BARS 61 To Bars • ma36 0.38 0.36 0.36 0.36 0.36 036 0.38 0.36 036 0.38 0.36 0.36 0.36 0.36 OAC "I I I required Ill y -VIi V provided :•• I I I V 6.2 Bottom Bars mào.36 0.36 .0.36 0.36 0.36 0.36 0.38 0.36 0.36 0.38 0.36 0.36 0.38 0.36 0.36 . 7 -SHEAR STIRRUPS V V V V V V •V V V V • V V • 7.1 ADAPT selected. L • Bar Size #3 Legs: 2 V • V V V • V V Spacing [in] -- 7.2 User-selectedV • V V V Bar Size # Legs: . • V V : • V • V 7V3 Required area • V • • • V V V V V V • • • V V • . [in2/ft] • 04 V V V V • V 0. 0. • OV V OV 0. 0. • 0. 0. V 0 0. • 0. .0. 0. 0.. 0. . • & - LEGEND • V V - V Stressing End • -I Dead End • • V V . • V • 9 DESIGN PARAMETERS V V V V V V : V V • • • V : • H 9.1 Code: American AC1318 (2011)IIBC (2012) f'c 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi V V V 9.2 Rebar Cover:-Top = 12 in Bottom .= 1 in Rebar Table: V V • V V • - DESIGNER'S NOTES V V V • V • V V . • •• V . V V • • V V . V V - V V Hope-Amundson 216003.00 Calculation by MDH SD -6 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section _Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS i Parameter. . Value ' . ..Parameteri.'' : Value', Concrete Fy (Main bars) 60.00 ksi F'c for BEAMS/SLABS 5000.00 psi Fy (Shear reinforcement) 60.00 ksi Fci for BEAMS/SLABS 3000.00 psi Minimum Cover at TOP 1.25 in For COLUMNS/WALLS 5000.00 psi•. Minimum Cover at BOTTOM 1.00 in Ec for BEAMS/SLABS 4031.00 ksi Post-tensioning For COLUMNS/WALLS 4031.00 ksi SYSTEM UNBONDED CREEP factor 2.65 Fpu 270.00 ksi CONCRETE WEIGHT NORMAL Fse 175.17 ksi UNIT WEIGHT 150.00pcf Strand area 0.153in2 Tension stress limits I (f'c)1/2 Min CGS from TOP 1.50 in At Top 6.000 Min CGS from BOT for interior spans 1.25 in At Bottom 6.000 Min CGS from BOT for exterior spans 2.25 in Compression stress limits I fc Min average precompression 200.00 psi At all locations 0.450 Max spacing / slab depth 8.00 Tension stress limits (initial) / (f'c)1/2 Analysis and design options At Top 3.000 Structural system ONE-WAY At Bottom 3.000 Moment of Inertia over support is NOT INCREASED Compression stress limits (initial) / 1'c Moments reduced to face of support YES At all locations 0.600 Moment Redistribution YES 2012 . . Reinforcement DESIGN CODE SELECTED American.ACI318 (201 1)/IBC 2 INPUT GEOMETRY - 2.1 Principal Span Data of Uniform Spans Span Form Length \' Widths Depth, TWidth .çTF Thick BF/ME, Width BF/MF. Thick RI- Mult Right ;LeftMült. - - ft in in in in in in in 1 _1 - 12.00 36.00 5.00 5.00 0.50 0.50 2 .1 - 18.00 36.00 5.00 5.00 0.50 0.50 3 _1 - 18.00 36.00 5.00 1 5.00 1 0.50 0.50 4 _1 - 18.00 36.00 5.00 5.00 0.50 0.50 5 _1 - 18.00 36.00 5.00 '5.00 0.50 0.50 6 _1 - 18.00 36.00 5.00 . 5.00 0.50 0.50 7 1 - 18.00 36.00 5.00 5.00 0.50 0.50 8 _1 - 18.00 36.00 5.00 5.00 0.50 0.50 9 _1 - 18.00 36.00 5.00 i 5.00 0.50 0.50 10 - - 18.00 36.00 5.00 5.00 0.50 0.50 11 _1_ 18.00 36.00 5.00 .5.00. 0.50 0.50 12 1- - 18.00 36.00 5.00 . 5.00 0.50 0.50 13 1- - 18.00 36.00 5.00 5.00 0.50 0.50 _1_ _1 18.00 36.00 5.00 5.00 0.50 0.50 I - - 13.00 36.00 5.00 . . 5.00 1 0.50 0.50 2.7 Support Width and Column Data Joint Support Width Length LC B(Dik) LC . D.LC, 7 % LC 4 CBC LC ,Length B(DlA:) UC D.uC: %UC CBCUC in ft in in ft in in 1 14.0 2.5 36.0 14.0 100 (2) 2 14.0 2.5 36.0 14.0 100 (2) 3 14.0 2.5 36.0 14.0 1 100 (2) 4 14.0 2.5 36.0 14.0 100 (2) 5 14.0 2.5 36.0 14.0 100 (2) 6 14.0. 2.5 36.0 14.0 100 (2) 7 14.0 2.5 36.0 14.0 100 (2) 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 I Hope-Amundson 21600300 Calculation by MDR SD -7 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned* File Name: Typical Roof Slab Section _pinned Date of Generation: Tuesdaj, July 12, 2016 8 14.0 2.5. 36.0 14.0 100 (2) 9 14.0 2.5 36.0 . 14.0 100 (2) 10 14.0 2.5 36.0 14.0 100 (2). - 11 14.0 2.5 36.0 14.0 100 (2) 12 14.0 2.5 36.0 14.0 100 (2) _13._ 14.0 2.5. 1 36.0 1 14.0 100 J. (2) 1 S _14_ 14.0 2.5 36.0 14.0 100 (2). _15_ 14.0 2.5 36.0 14.0 100 (2) 16 14.0 2.5 36.0 14.0 100 (2) 4 1.• '5 'S 3- INPUT APPLIED LOADING : 3.1 Loading As Appears in Users Input Screen (• - *]sIsIeI NOTE SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W=. 150.0 pcf NOTE: LIVE LOADING is SKIPPED with skip factor of 1.00 . S 3.2_ Compiled _loads . '• _______ . S Span'CIáss Typ Fr , .Reduction 'Factor.. • kift k/ft k k-ft ft ft ft % _1 LL U 0.120 • . 0.000 1 SDL U • 0.018 1 1 SW U 1 0.188 2 1 LL U 1 0.120 ' 0.000 'S 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 ' . 2 • S • S S Hope-Amundson 216003 00 Calculation by MDH . Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab, Section_pinned Date of Generation: Tuesday, July 12, 2.016 0lt _ IS'S I'S' IS'S iirnw OR II'S ME - _ _ "SI 55" _ 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers . . V. 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 ••. . 3 Yb in2 in4 .. in. in .1 180.00 0.38E+03 2.50 2.50 2 180.00 . 0.38E+03. 2.50 . 2.50 .3 180.00. 0.38E+03 2.50 2.50 4 . . .180.00 0.38E+03 2.50 . 2.50 5 180.00 • . 0.38E+03 . 2.50 2.50 6 • .18000 . 0.38E+03 2.50: 2.50 .7. 180.00 • 0.38E+03 . 2.50 2.50 8. 180.00 0.38E+03 . 2.50 2.50 9 . . 180.00 0.38E+03 2.50, 2.50 10 180.00 . 0.38E+03 2.50 2.50 5-MOMENTS. SHEARS AND REACTIONS 5.1 Span Moments and Shears Excluding Live Load) Span Load Case Moment: 'Moment Moment .' Shear, Shear Left ' Midspan Right '. '• Left Right: k-ft k-ft k-ft k . k I SW 0.00 1.21 -4.33 -0.76 _1.49 2 SW -4.33 2.80 -5.26 -1.64 _1.74 3 SW -5.26 2.46 -5.01 -1.70 _1.67 4 SW -5.01 2.55 -5.07 -1.68 1.69 5 S SW -5.07 2.53 -5.06 -1.69 _1.69 6 SW -5.06 . 2.54 -5.06 -1.69 1.69 7 . SW -5.06 2.53 -5.06 -1.69 1 1.69 8 SW -5.06 . 2.53 -5.06 -1.69 1.69 9 SW -5.06 2.53 -5.06 -1.69 1.69 10 SW -5.06 2.54 -5.06 -1.69 1.69 1.1 Sw. -5.06 2.53 -5.07 -1.69 1.69 12 SW -5.07 . 2.55 '-5.02 -1.69 1.68 13 SW -5.02 2.49 -5.19 . -1.68 1.70 14 SW -5.19 2.72 -4.56 -1.72 1.65 15 SW -4.56 1.68 0.00 -1.57 0.87 1 . SDL. 0.00 0.12 -0.42 . -0.07 0.14 2 SDL -0.42 0.27 -0.50 -0.16 0.17 3 SDL -0.50 ' 0.24 -0.48 -0.16 0.16 4 SDL -0.48 0.25 -0.49 -0.16 . 0.16 5 SDL -0.49 ' 0.24 -0.49 ' -0.16 0.16 6 SDL -0.49 0.24 -0.49 -0.16 0.16 7 SDL -0.49 0.24 -0.49 -0.16 0.16 8 SDL. -0.49 0.24 -0.49 -0.16 0.16 9 SDL -0.49 0.24 -0.49 -0.16 0.16 _19 SDL -0.49 0.24 -0.49 -0.16 0.16 .11 SDL • -0.49 0.24 -0.49 -0.16 0.16 _1 SDL -0.49 0.24 -0.48 -0.16 0.16 13 ' SDL -0.48 0.24 -0.50 -0.16 0.16 _1_ SDL 4.50 0.26 -0.44 -0.17 0.16 15 SDL -0.44 0.16 0.00 -0.15 0.08 I - XL 0.00 0.00 0.00 0.00 1 0.00 2 XL 0.00 0.00 0.00 0.00 0.00 3' XL 0.00 0.00 0.00 000 0.00 4 XL . 0.00 0.00 . 0.00 0.00 0.00 5 XL .0.00 0.00 0.00 0.00 0.00 6 XL 0.00 0.00 . 0.00 0.00 0.00 7 XL 0.00 0.00 0.00 0.00 0.00 8 XL 0.00 0.00 0.00 0.00 1 0.00 9. XL 0.00 0.00 0.00 0.00 0.00 10 XL 0.00 0.00 0.00 0.00 0.00 11 XL 0.00 ' 0.00 0.00 . 0.00 .0.00 12 ' XL 0.00 0.00 0.00 0.00 0.00 13 XL 0.00 0.00 0.00 1 0.00 0.00 14 XL 0.00 • 0.00 0.00 1 0.00 0.00 15 XL • 0.00 0.00 0.00' 1 0.00 0.00 SD -9 Hope-Amundson 216003.00 Calculation by MDH Project.Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section_Pinned . File Name: Typical Roof Slab Sectionpinned Date of Generation: Tuesday, July .12, 2016 11 180.00 0.38E+03 2.50 2.50 12 180.00 0.38E+03 2.50 2.50 13 180.00 0.38E+03 2.50 2.50 14 180.00 0.38E+03 2.50 2.50 15 180.00 0.38E+03 2.50 2.50 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 4 I Hope-Amundson 21600300 Calculation by MDH SD - 10 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned. Date of Generation: Tuesday, July 12, 2016 5.2 Reactions and Column Moments (Excluding Live Load) . . '. . . 'Joint: Load Case Reation, : Lr Moméht. Lbr"Colu; ','Monent V. 'Uppertokimli k k-ft k-ft. I SW 0.76 0.00 0.00 2 .SW 3.12 0.00 0.00 3 .SW 3.44,.0.00 0.00, 4 .SW .3.36 r 000, . 0.00 5 .SW 3.38 .0.00 0.00, 6 . SW 337 0.00 0.00 7 .SW 3.38 . 0.00 . 0.00 8 SW 3.37 . 0.00 0.00 9 SW ' 337 0.00 0.00 - 10 SW : 3.38 ' 0.00 0.00 11. SW 3.37 . 0.00 0.00. 12 ' SW ' . 3.38 0.00 '. 0.00 - 13 . SW 3.36 0.00 ' .0.001- 14 .'SW , 3.42 ' 0.00 0.00 15 SW ' 3.22 0.00 0.00 16 SW ' 0.87 0.00 0.00 1 'SDL ' 0.07 0.00 0.00 2 SDL 0.30 0.00 0.00 3 ' SDL 0.33 0.00 ' '0.00 4 SDL 0.32 , 0.00 .0.00: 5' .SDL 0.32 ' _0.00_. 0.00 6 SDL ,;0.32 _' 0:00 ' _0.00 7 , SDL 0.32 ' 0.00 _' .0.00 8 ' SDL 0.32 0.00 _. 0.00. 9 SDL 0.32 0.00 _' 0.00 .10 SDL 0.32 _' '0.00 0.00 11 SDL 0.32 . 0.00 0.00 12.: SDL 0.32 ,0.00 0.00 13 SDL 0.32 0.00 _: 0.00 14 SDL 0.33 '. 0.00 ' '0.00 15 SDL 0.31 , 0.00 0.00 '16 SDL. 0.08. 0.00 0.00. 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 6 'XL ' 0.00 . .0.00 0.00 7 XL 0.00' . ' 0.00. 0.00 8' XL ' , 0.00 0.00 0.00 9 XL 0.00 ' 0.00 ' 0.00 10 , XL 0.00 0.00 . 0.00 11 ' XL 0.00 ' 0.00 '0.00 12 XL 0.00 0.00 13 ' 'XL ' 0.00 ' ' 0.00 ' 0.00 14: XL 0.00' . 0.00 ' 0.00 15. XL 0.00 0.00 ' 0.00 16 XL - 0.00 ' ' . 0.00' 0.00 - 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 - ' ''5 Hope-Amundson 216003.00 Calculation by MDH . SD.- 11 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 5.3 Span Moments and Shears (Live Load) . Spa fl MornêntT Left Max- Mohent ,Left Mm .:Mornent. Midspan M6mént Midspan Mm ;,Momerjt Right Max ,Mórneht., Right Mm Shear Left Shear Right k-ft . k-ft k-ft k-ft k-ft k-ft k k - 1 0.00 0.00 2.03 -1.25 -3.38 -0.27 -0.70 _1.00 2 -3.38 -0.27. 2.92 -1.12 .-4.16 -1.24 . -1.19 1.22 3 -4.16 -1.24 3.11 -1.53 -4.28 . -1.01 -1.25 1.25 4 -4.28 -1.01 3.22 A.58 . -4.34 -1.07 -1.26 1.26 5 -4.34 . -1.07 3.23 -1.61 -4.32 4.07 -1.26 1.26 6 . -4.32 -1.07 3.24 -1.62 . -4.32 -1.08 -1.26 1.26 7 -4.32 -1.08 3.24 -1.62 -4.32 -1.08:: -1.26 1.26 8 -4.32 -1.08 3.24 -1.62 . -4.32 -1.08 -1.26 1.26 9 -4.32 -1.08 3.24 . -1.62 -4.32 -1.08 -1.26 1.26 10 4.32 -1.08 3.24 -1.62 -4.32 . - .08 -1.26 1.26 11 -4.32 1.08 3.23 -1.61 -4.33 . -1.07 -1.26 1.26 12 -4.33 -1 .07 3.22 . -1.59 -4.29 . -1.02 -1.26 1.26 13 -4.29 -1.02 ' 3.13 -1.54 -4.18 -1.18 -1.25 1.25 14 -4.18 -1.18 2.95 -1.21 -3.51 -0.51 1 -1.22 1.20 15 -3.51 -0.51 2.28 -1.21 . 0.00 . 0.00 . -1.05 . .. 0.74 5.4 Reactions and. Column Moments (Live Load) : ... . . . . . .JQint. : Rèaction Mx Reàctiori Mm . Moment Lower' Column Max 4Moment; Low& Coluthn Mm Upper CblCimnMax Uper Column Mm k k k-ft k-ft . k-ft k-ft 1 0.70 -0.21 0.00 . 0.00 . 0.00 0.00 2 2.20 0.65 0.00 . 0.00 0.00 0.00 3 2.47 0.95 0.00 0.00 . 0.00 0.00 4 2.51 0.88 . 0.00 0.00 0.00 0.00 5 . 2.53 090 0.00 0.00 .0.00 0.00 6 2.52 . 0.90 0.00 . 0.00. 0.00 0.00 7 2.52 1 0.90 0.00 0.00 0.00 Momént ....MornènL. 0.00 8 2.52 . 0.90 . 0.00 0.00 0.00 0.00 9 2.52 0.90 0.00 0.00 0.00 0.00 10 . 2.52 . . 0.90 0.00 0.00 . 0.00 0.00 11. 2.52 0.90 0.00 0.00 . 0.00 .0.00 12 2.52 . 0.90 0.00 0.00 0.00. 0.00 13 2.51 . 0.88 0.00 0.00 0.00 0.00 14. . 2.47 0.93 0.00 . 0.00 0.00 0.00 15 . 2.25. 0.74 0.00 0.00 0.00 0.00 16 0.74 -0.19 0.00 1 0.00 ' 0.00 0.00 6- MOMENTS REDUCEDTO FACE OFSUPPORT .. . . 6.1_ Reduced Moments at Face of Support (Excludinc Live Load) . . . :• W. . . . * .. 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 6 .. . Span." Load' Case: Mbment' Left', .,.".Moment Midspah . 'Moment ..:Right:,. k-ft k-ft. . k-ft. 1 SW 0.41 1.21 . -3.49 2 SW -3.40 2.80 -4.27. 3 SW 4.30 2.46 4.06 4 SW . -4.06 2.55 -4.12 5 sw 4.12 2.53 4.10 6 sw -4.10 2.54 4.11 7 . sw 4.11 2.53 4.11_ 8 sw -4.11 2.53 4.11 9 SW 4.11 2.53 411 .10 SW -4.11 2.54 -4.10 ii sw -4.11 2.53 -4.12 _i_ sw -4.12 2.55 -4.07 13 SW -4.08 2.48 -4.24 _14 SW -4.22 2.72 , -3.63 15 SW -3.67 1.68 '0.47 I SQL 0.04 0.12 -0.34 2 SDL -0.33 0.27 -0.41 3 SDL -0.41 . 0.24 -0.39 4. SDL. -0.39 0.25 -0.40 5 SDL -0.40 0.24 1 -0.39 6 SDL -0.39 0.24 -0.39 7 . SDL -0.39 0.24 -0.39 8 SDL -0.39 0.24 -0.39 9 SDL. -0.39 0.24 0.39 _10 SDL -0.39 0.24 -0.39 _lj SDL .-0.39 0.24 -0.40 _12_ SDL -0.39 0.24 1 -0.39 _1_ SDL -0.39 0.24 -0.41 14 . SDL -0.41 0.26 -0.35 15 SDL -0.35 0.16 0.05 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 5 XL 0.00 . 0.00 0.00 6 XL 0.00 0.00 0.00 7 XL- 0.00 0.00 . 0.00 8 XL 0.00 0.00 0.00 9 XL 0.00 0.00 . 0.00 10 XL 0.00 0.00 0.00 11 XL 0.00 0.00 0.00 12 XL 0.00 0.00 0.00 13 XL 0.00 0.00 0.00 14 XL 0.00 0.00 . 0.00 15 XL 0.00 0.00 0.00 Hope-Amundson 216003.00 Calculation by MDH . SD - 12, Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section_Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 6.2 Reduced Moments at Face of Support (Live Load) l SpaW 4 Moment Left Ma'r . ,, Moment Left Mm '•'( Morne,it Mid span -. Max .Mornènt Midspan Mm 7Mdrherit; Right Max . . ''.Moment ; Right Mm k-ft k-ft k-ft' . k-ft . 'k-ft k-ft 1. -0.12 0.39 2.03 . , -1.25 -2.81 0.14 2 . -2.70 .-0.32 2.92 . .-1.13 -3.47 -0.79 3 -3.45 -0.73 3.11 -1.53 -3.57 . ' -0.61 4 -3.56 -0.51 3.22 -1.58 -3.62 -0.58 5 -3.62 -0.56 3.23 -1.61 -3.60 . . -0.57 6 -3.61 -0.57 3.24 -1.62 -3.60 -0.57 7 -3.60. . -0.58 3.24 -1.62 -3.60 70.57 8 . .-3.60 -0.57 3.24, ' -1.62 73.60 -0.57 9 -3.60 -0.57 3.24 -1.62' -3.60 , -0.58 10 -3.60 -0.57 3.24 -1.62 -3.60 -0.57 11 -3.60 . -0.57 3.23 -1.61 -3.62 -0.56 12 -3.62 -0.58 3.22 -1.59 -3.58 -0.52 13 -3.58 -0.61 1 3.13 . -1.54 -3.47 -0.67 14 .-3.48 -0.76 1 2.95 1 -1.21 -2.83 -0.55 15 -2.91 -0.05 2.28 1 -1.21 -0.11 0.41 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 - - . - 7 Hope-Amundson 216003.00 Calculation by MDH . SD - 13. Project Name: 21600300 Lego Land PS Specific Title: Typical Roof Slab Section Pinned . File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 71 .Tendon Profile . ' S . .• 'TendonA ,Span T'pe'- . X1/LY .X2/L X3IL- 1 1 0.100 0.500 0.100. 2 _1 0.100 0.500 0.100 3 _1_ 0.100 0.500 0.100 - 4 _l_ 0.100 0.500 0.100 5 1 1 0.100 0.500 0.100 - 6 _1_ 0.100 0.500 0.100 7 _1_ 0.100 0.500 0.100 8 _1_ 0.100 0.500. ç- 0.100 9 1_ 0.100 0.500 0.100 10 1 0.100 0.500 0.100 11 '1- 0.100 0.500 0.100 12 _1_ 0.100 0.500 0.100 13 _1_ 0.100 0.500 0.100 - 14 1 0.100 0.500 0.100 - 15 1 0.100 0.500 0.100 7.2 Selected Post-Tensioning Forces and Tendon Drape Tendon Span .Fthce 4WCGS Left. cGS.C1 -'OGS C2. CGS Right' P/A.";Wbàl :WBalf(%DL) k ' in . in . in in . . psi k/- 1 36.0.00 3.50 2.25 ' 3.50 200.00 . 0.208 101 2 36.000 3.50 - 1.25 3.50 200.00 '0.167 81 3 - 36.000 3.50 - 1.25 '3.50 . 200.00 . 0.167 . . 81' 4 . . . 36.000. 3.50 - _1_ 3.50 ' 200.00 0.167 81 5 . 36.000 3.50 . _1_ 3.50 200.00 0.167 . 81 6 36.000 . 3.50 _1 3.50 200.00 0.167 81 7 36.000 3.50 -- '1.25 '3.50 . 200.00 :0.167 81 8 36.000 3.50 -- _12 3.50 200.00 "0.167 . 81- 9 36.000 3.50 -- '1.25 350 :200.00 0.167 81' 10 36.000. 3:50 -- _1 3.50 ' 200.00 0.167 . . 81 11 36.000 3.50 - _1 ' 3.50 200.00 0.167 81 12 36.000 3.50 _1 3.50 200.00 ' 0.167 ' 81 13 36.000 3.50 '1.25 3.50 . 200.00' 0.167 81 14 36.000 1 3.50 - ' 1.25 3.50 200.00 ' 0.167 81 15 36.000, 1 3.50 - . 2.25 3.50 . 200.00 0.178 1 86 All Tendons . . . ;Span- 'Forcé ,TotàIP/A; . 'Jôtál;WBál '(%DL):"' k • psi 1 .36 200 101 2 36 200 81 .3 36 ' 200 81 4 ' 36 200 81 .5 . 36 200 81 6 36 200 . 81 .7 .36 200 81 8' 36 200 81 9 • 36 -200 81 10 36 200 _81' 11 :36 '200 .81 12 36 '200 81 13 36 200 • 81 14- 36 200 81 15 36 200 '86 H . . . , -. / • I . . . email: Support@Adaptsoft.com website: http://www.Adaptsoft.com S • 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel--(650)306-2400 Fax(650)364-2401 8 •. , . " •- - t ., . S •. S -.5 • - S - . . - S Hope-Amundson 216003.00 Calculation by MDH 'Project Name: 216003.00 Lego Land PS Speific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 Approximate weight of strand: 180.9 LB 7.4 Required Minimum Post-TeAsioning Forces Based on Stress Conditions Based on Minimum P/A .Type 'Léft .' 'Center, Right Left'r Center] Right k k k k k k 1 0.00 0.00 8.88 36.00 36.00 36.00' SD-14 r Right'.. Top Max-b' Right Bot Max-T: FRight.' Bot Max-C - psi psi psi - -127.66 -272.34 - -155.14 1 244.86 - -151.86 248.14 - -152.72 247.28 - -152.55 247.45 - -152.60 247.40 - -152.57 -152.56 1 ' -247.44 -152.61 - -152.41 -247.39 -247.59 - -153.24 -247.43 - -150.14 -161 .59 -246.76 -238.41 -118.80 -249.86 -281.20 - -469.74 69.74 H re Right Top Max-C ' Right: Bot '.Max-T,, 'Right Bot Máx-C - psi psi psi 1. -139.14 ----- 6 92.13 ----- 4 -103.03 ----- 4 -105.98 -536.74 5 -106.90 7 -106.68 3 -106.61 -535.85 4 -106.57 -535.67 -535.63 5 -106.55 -535.64 -535.65 m 400 Fax (650) 364-2401 Hope-Amundson 216003 00 Calculation by MDH SD - 15 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 .10 135.67 -106.67 -535.67 --- -465.31 65.31 -323.20 135.99 -106.58 -535.99 11 136.01 -106.69 - . -465.12 65.12 -322.60 136.16 -108.04 -536.16 12 136.12 -106.71 - -462.91 62.91 -321.88 136.13 -108.63 13 136.06 -101.86 -536.01 - -460.22 60.22 -313.62 115.74 -108.25 14 118.07 -99.83 -536.12 -536.06 - -429.38 29.38 -303.60 107.20 -74.68 -536.13 -515.74 15 122.78 '-106.47 -518.07 -522.78 - -472.45 72.45 -206.59 - -502.70 -507.20 102.70 7.6 Post-Tensioning Balance Moments, Shears and Reactions I . Span Moments and Shears Span. 'Moment Left'. MomeñtC'enter 'Moment Right 'LShèarLeft?' ,'ShearRight k-ft k-ft k-ft k k 1 2.83 -0.70 2.92 -0.01 -0.01 2 . 3.00 -3.05 4.12 -0.07 '-0.07 3 4.15 -2.61 3.85 . 0.02 :0.02 4 ' 3.84 -2.73 , ' 3.92 0.00 0.00 5 3.93 -2.69 3.90 0.00 0.00 1 0.00 - 6 6 3.90 , -2.70 3.91 0.00 0.00 7 3.91 -2.70 3.91 . 0.00. 0.00 8 3.91 -2.70 3.91 0.00 1 0.00 9 3.91 -2.70 ' 3.91 0.00 0.00 10 3.91 '-2.70 3.90 ' , 0.00' 0.00 11 ' 3.90. . '-2.69 3.93 ' 0.00 0.00 12 3.92 -2.73 ' 3.84 0.01 ' 0.01 13 3.85 ' -2.60 4.16 , -0.02 .-0.02 14 4.13 , 2.91 -3.06 2.96 , 2.85 , 0.07 0.07 15 ' -0.72 0.00. . 0.00 Reactions and Column Moments Joint ~Af ' Reaction .',., "C Momeiit, Lower Column ? Moment : Upr Column k k-ft . k-ft 1 0.009 0.000 0.000 2 0.058 0.000 0.000 3 -0.084 0.000 0.000 4 0.023 0.000 0.000 5 -0.006 0.000 0.000 6 0.002 0.000 0.000 7 0.000 0.000 0.000 8 0.000 0.000 0.000 9 0.000 0.000 0.000 10 ' 0.000 0.000 0.000 11 0.002 0.000 0.000 12 -0.006 0.000 0.000 13 0.024 0.000 0.000 14 -0.088 0.000 0.000 15 0.065 0.000 0.000 16 0.005 0.000 . 0.000 'Note: ' Moments are reported at face of support 8- FACTORED MOMENTS ANDREACTIONSENVELOPE ' 8.1 Factored Design Moments (NotRedistributed)'' email: SupportAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woôdside Road, Suite 220, Redwood City, California, 94061, USA, TeI:'(650) 306-2400 Fax (650) 364-2401 1; . . 10 . , , Span. . Left-. .Left. .'. Middle. 'Middle, . RighR,. Right k-ft k-ft k-ft Max _Ma•-__'Min''._-:"Mini:' k-ft k-ft k-ft 1 0.34 1.17 4.89 -0.35 '-9.00 -2.74 i Hope-Amundson 21600300 Calculation by MDH SD - 16 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 2 -8.66 -2.63 9.06 2.59 -9.91 -2.22 3 -9.88 :2.21 9.35 _1.93 -10.06 -2.32 4 -10.05 -2.32 9.53 1:85 -10.14 -2.29 5 -10.14 -2.29 9.55 1.80 10.12 -2.30 6 710.12 -2.30 9.57 _1.80 -10.12 . -2.29 7 -10.12 -2.29 9.57 1.79 -10.12 -2.30 8 -10.12 -2.30 9.57 1.79 . -10.12 -2.30. 9 -10.12 -2.30 9.57 . 1.79 -10.12 -2.29 10 -10.12 -2.29 9.57 1.80 -10.12 -2.30 11 -10.12 -2.30 9.56 1.80 -10.13 -2.28 12 -10.13 -2.29 9.53 1.83 -10.10 -2.34. 13 -10.10 -2.33 9.43 1.95 -9.81 -2.15 14 -9.85 ' -2.16 8.98 1 2.32 -9.19 -2.85 15 -9.44 -2.94 5.89 1 0.31 0.39 1.29 8:2 Reactions and Column Moments Joint: Réaction. Max :Reáction Mt4 '.Môrnent Lowei Column Max Moment Lower Column Mm Mbment .Upper Column Max Moment,' Upper . Column Mm k k k-ft k-ft - k-ft k-ft 1 . 2.13 - 0.63 0.00 0.00 0.00 0.00 - 2 7.67 2.60 . 0.00 0.00 0.00 0.00 3 8.39. 2.72 ' 0.00 . 0.00 0.00 0100 4 8.45 2.76 .0.00' 0.00 0.00 0.00 5 8.48 2.75 0.00 0.00 0.00 0.00 6 8.47 2.75 0.00 0.00 0.00 0.00 7 8.47 . 2.75 0.00 0.00 0.00 1 0.00 8 1 8.47 2.75 0.00 0.00 0.00 0.00 9 8.47 2.75 0100 0.00 0.00 0.00 10 8.47 2.75 0.00 0.00 0.00' . 0.00 11 8.47 2.75 0.00 0.00 - 0.00 0.00 12 8.48 2.75 0.00 0.00 . 0.00 0.00 13 ' 8.46 2.76 0.00 0.00 0.00 0.00 14 8.37 2.70 0.00 0.00 0.00 0.00 15 . 7.91 2.69 0.00 0.00 0.00 0.00 16 2.33 '0.71 0.00 0.00 0.00 0.00 8.3 Secondary Moments Span ' ;.Left . Midspan Right': k-ft k-ft k-ft .1 0.01 0.05 0.10 2 0.14' 0.70 1.26 3 1.29 . 1.14 0.99 4 0.98 1.02 1.06 5 _1.07 _1.06 1.05 .6 _1.04 1.05 1.05 7 _1.05 --1.05 1.05 8 1.05 _1.05 1.05 9 1.05 _1.05 1.05 10 .1.05 1.05 1.04 11 . _1.05 1.06 1.07 12 1.07 1.02 0.98 13 0.99 1:15 1.30 14 1:27. 0.69 0.10 15 0.06 0.03 0.00 email: Support@Adaptsoft.com website http://www.Adaptsoft.com 1,733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: . (650) 306-2400 Fax(650)364-2401 1! ' - Hope-Amundson 216003.00 .. Calculation by MDH I Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned ¶ File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 8.4 Factored Design Moments (Redistributed' .Span 'Lèft : ax, J . ';Left. Min4 ' :'MiddIe 'L Ma(' MiddIé, ' Miii .". :Right',.' 'MaxT,', Right :Miñ'. .v 'Redist.. Coef Left .Redist:. Coef,Right k-ft k-ft k-ft k-ft k-ft k-ft 1 11.20 0.37 5.13 0.55 -7.36 -2.24 0.00 20.00 2 .7.25, -2.22 10.21 3.46 -8.02 -1.79 16.87 20.00 3 -8.00 -1.79 10.51 3.63 -8.13 . -1.88 19.76 19.90 4 -8.13 -1.87 10.62 3.60 -8.20 -1.85 19.94. 20.00 5 -8.20 -1.85 10.70 3:61 . -8.18 -1.86 20.00 . 19.98 6 -8.18 -1.86 .10.72 3.61 -8.17 -1.85 20.00 20.00 7' -8.17 -1.85 10.73 3.61 ' -8.17 . -1.85 ' 20.00 20.00 8 -8.17 -1.85 .10.73 3.61 -8.17 ' -1.85. 20.00 20.00 9 -8.17 -1.85 10.73 3.61 -8.17 ' -1.85 . 20.00 20.00 10 ' -8.17 -1.85 , .10.73 3.61 -8.18 -1.86 : 20.00 20.00 11 -8.18 -1.86 10.70 3.61 -8.19 -1.85 20.00 19.93 12 -8.19 -1.85 10.62 3.60 -8.16 -1.89 . 19.99 20.00 13 -8.16 1.89 10.54 3.65 . -7.96 -1.75 20.00 19.34 14 ' -7.97 -1.75 10.19 3.40 -7.61 -2.31 20.00 17.68 15 -7.71 -2.40 6.16 1.27 1.32 0.42 20.00 0.00 Note: Moments are reported at face of support :10 -MILD STEEL -NO REDISTRIBUTION. 10.1 Required Rebar 10.1.1 Total Strip Required Rebar Span' Location' el from ' , To' As Required 'Ultimaté". 'Minimum'"Initial. . UBC •.' ft . ft in2 in2 in2 in2 in2 I TOP .0.00 . 1.80 0.36 . 0.00 0.36 '0.00 0.00 I ' ' . TOP 10.20 .12.00 0.36 0.00 ' 0.36 0.00 0.00 2 TOP ' 0.00 2.70 0.36' 0.00 0.36 0.00 ' 0.00 2 TOP 15.30 18.00 0.36 '0.00 0.36 . 0.00 0.00 3 ' 'TOP 0.00 2.70 0.36 . 0.00 0.36 0.00 0.00' 3 ' TOP 15.30 18.00 0.36 ' '0.00 0.36 0.00 0.00 4' TOP 0.00 2.70 0.36 0.00 0.36' 0.00 "0.00 4 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 5 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 5 TOP ' 15.30 18.00 0.36 0.00' 0.36 0.00 0.00 6 TOP 0.00 2:70 ,0.36 0.00 0.36 0.00 _. 0.00 6' .TOP 15.30 18.00 0.36 ':o.00 0.36 0.00 0.00 7 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 7 • TOP 15.30 '18.00 0.36 0.00 0.36 0.00 . '0.00 8 TOP 0.00 ., 2.70 0.36 0.00 0.36 0.00 0.00 8 ' TOP ' 15.30 18.00 0.36 0.00 . 0.36 0.00 ' 0.00 '9 TOP .0.00 ' 2.70 0.36 0:00 0.36 0.00 0.00 9 TOP 15.30 ' 18.00 ' 0.36 0.00 0.36 0.00 ' 0.00 .10 . TOP 0.00 .2.70 0.36 .'0.00 ' 0.36 . 0.00 0.00 10 TOP 15.30 18.00 0.36 0.00 ' 0.36 . 0.00 0.00 - 1_ TOP 0.00 2.70 0.36 .0.00 0.36 0.00 0.00 - 1 TOP 15.30 '18.00 0.36 ' 0.00 __. 0.36 ' _0.00 0.00 12 TOP 0.00 2.70 0.36 0.00 . 0.36 0.00 0.00 12 TOP' 15.30 18.00 0.36 0.00_. 0.36 0.00 0.00. 13 TOP 0.00 2.70 '0.36 ' _0.00 0.36 0.00 0.00 13 TOP ' 15.30 '18.00 0.36 0.00 0.36 0.00 0.00 14 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 14 TOP 15.30 18.00 0.36' 0.00 0.36 0.00 0.00 15 TOP 0.00. 1.95 0.36 0.00 0.36 0.00 0.00 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 '12 Hope-Amundson 216003.00 Calculation by MDH Project Name: 216003,00 Lego Land PS. Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 .. 15 TOP 11.05 13.00 0.36 0.00 0.36 I BOT 4.20 7.80 0.36 0.00 0.36. 2' BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 0.00 0.00 0.00 0.00 3 BOT 6.30 11.70 0.36 0.00 0.36 0.00 . 0.00 4 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 5 BOT' 6.30 11.70 0.36 0.00 0.36 0.00 0.00 6 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 7 BOT 6.30 . 11.70 0.36 0.00 0.36 0.00 0.00 8 p_ 6.30 11.70 0.36 0.00 0.36 0.00 0.00 9 BOT_ 6.30 11.70 0.36 0.00 0.36 0.00 0.00 10 _T 6.30 11.70 0.36 0.00 0.36 0.00 0.00 11 BOT_ 6.30 11.70 0.36 0.00 0.36 0.00 0.00 12 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 13 BOT_ 6.30 11.70 0.36 0.00 .0.36 0.00 0.00 14 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 15 _T_ 4.55 8.45 0.36 0.00 0.36 0.00 0.00 SD-18 10.2 Provided Rebar 10.2.1 Total StriD Provided Rebar Span' 113 1 'Location '.'From -Quantity _:' Size:,, "'Length: .Area ft ft in2 1 1 TOP 0.00 2 4. 2.50 0.40 1 2 TOP 9.60 2 4 6.00 . 0.40 2 3 TOP 14.40. 2 4' 7.50 -0.40 3 4 TOP 14.40 2 4 7.50 0.40 4 5 TOP 14.40 2. 4 7.50 0.40 5 6 TOP .14.40 2 '4 7.50 0.40 6 7 TOP 14.40 2 4 7.50 0.40 T 8. TOP 14.40 2 4 7.50 0.40 8 9 TOP 14.40 2 4 7.50 0.40 9 10 TOP 14.40 2 4 7.50 0.40 10 1 11 TOP 14.40 2 .4 7.50 0.40 11 12 'TOP 14.40 2 4 7.50 0.40 12 13 .TOP 14.40 2 .4 7.50 0.40 13 . 14 TOP 14.40 2 .4 7.50 0.40 14 15 TOP 14.40 2 4 6.50 0.40 15 16 TOP 10.40 .2 4 3.00 0.40 1 17 B0. 3.60 . .2 .4 5.00 0.40 2 18 B 0 TI 5.40 2 . 4 7.50 .0.40 3 19 !PT_ 5.40 2 4 7.50 . 0.40 4 20 BOT_ 5.40 2 .4 7.50 0.40 5 21 BOT 5.40 2 4 '7.50 0.40 6 22 GOT 5.40 2 4 7.50 0.40 7 123 1 GOT 5.40 . 2 4 7.50 0.40 8 24 GOT 5.40 , ' 2 4 .7.50 0.40 9 25 GOT 5.40 2 4 7.50 0.40 10 26 BOT 5.40 ' 2 4 7.50 0.40 11 27 BOT 5.40 2 4. 7.50 0.40 12 28 BOT_ 5.40 .2 4 7.50 0.40 13 129 1 BOT 1 '5.40 2 4 7.50 0.40 14 130 1 BOT 1 5.40 2 4 7.50 0.40 15 131 1 BOT 1 3.90 2 4 5.50. 0.40 email: Support@Adaptsoft.com website: http:/Iwww.Adaptsoftcom 1733 Woodside Road, Suite 220, Redwood City, 'California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 13 . Hope-Amundson 216003 00 Calculation by MDH SD - 19 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned . File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 ' 10.2.2 Total Strip SteeIDisposition .- Span. U). Locátiôn '..F'rôm Qüäntity. :.,:size.. Lengthy ft ,. . ft 1 1 TOP . 0.00 2 . 4 2.50 .1 2 ' TOP 9.60 2 4 . 2.40 2 2 'TOP 0.00 2. 4 3.60 .2 3 TOP 14.40 2 4 3.60 3 3 _TOP 0.00 2 : 4 3.90 3 4 TOP '14.40 2 4 3.60 4 4 TOP . 0.00 ' 2' 4 3.90 4 ' 5 TOP 14.40 2 4 . . 3.60 5 5 . TOP. 0.00 2 4 3.90 5 . 6 TOP 14.40 .2 . 4 ' 3.60 6 ' 6 'TOP : 0.00 2 4 3.90 6 7 TOP ' 14.40 2 4 3.60 7 7 TOP . 0.00 ' 2 4 ' 3.90 7 8 TOP ' 14.40 '. 2 4 3.60 8 ' 8 .'TOP 0.00 2 4 . 3.90 8 9 TOP 14.40 2 4 3.60 9 9 TOP 0.00 2 4 3.90 10 'TOP 14.40. 2 4. .3.60 10 _: j 1 TOP .0.00 2 4 ' ..3.90 10 11 TOP 14.40 2 ' '4 3.60 11 11 TOP 0.00 '2 4 .3.90 _11_ 12 TOP , .14.40 2 . '4 . 3.60 12 12 TOP 0.00 2 4 ' 3.90 12 13 TOP 14.40 2 ' '4 3.60 13 1 131 TOP . '0.00 2 4 3.90 _1_ 14 TOP 14.40 2. 4 3.60 14 14 TOP 0.00 2 4 3.90 14 15 TOP 14.40 2 ' ' 3.60 15 . 15 TOP 0.00 2 4 1 2.90 15 : 16. TOP 10.40 2 4 3.00 1 ' 17 ,BOT .3.60 2 4 5.00 2 '. 18 BOT _. 5.40 2 .4' 7.50 3' 19 BOT 5.40 2_' 4 .7.50 4 20 BOT 5.40 ' 2 4_' 7.50 5 21 BOT 5.40 2 4 1 7.50 6 22 BOT 5.40 .2 .4 7.50 7 123 1 BOT 5.40 2 4 .7.50 8 24 BOT 5.40 .2 4 7.50 9 25 .BOT .5.40 2 4 7.50 10 26 'BOT . 5.40 2 4 7.50 11 27 BOT 5.40 2 4 7.50 12 28 BOT . 5.40 ' 2 4.' 7.50 13 29 BOT, 5.40 2 .4 7.50 14 30 .BOT 5.40 2 4 7.50 15 31 BOT 3.90 2 4 5.50 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 14. . Hope-Amundson 216003.00 Calculation by MDH SD-20 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Stab Section-Pinned File Name: Typical Roof Slab Section..pinned Date of Generation: Tuesday, July 12, 2016 11 - MILD STEEL- REDISTRIBUTED 11.1 Required Rebar 11.1.1 Total Strip Required Rebar Span Location . From To, As Required Ultimate .. Minimum Ihitial' . UBC ft ft in2 in2 in2 in2 in2 1 TOP 0.00 1.80 0.36 0.00 0.36 0.00 0.00 1 TOP 10.20 12.00 0.36 0.00 0.36 0.00 0.00 2 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 2 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 3 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 3' TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 4 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 4 _TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 5 _TOP 0.00 2.70 0.36 0.00 0.36 0.00 . 0.00 5 _TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 6 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 6 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 7 TOP 0.00 2.70 0.36 0.00 .0.36 0.00 . 0.00 7 TOP 15.30 . 18.00 0.36 0.00 0.36 0.00 0.00 8 TOP 0.00 2.70 0.36 0.00 . 0.36 0.00 0.00 8 ' TOP 15.30 18.00 . 0.36 0.00 0.36 0.00 0.00 9 TOP 0.00 , 2.70 0.36 0.00 0.36 0.00 0.00 9 TOP 15.30 1800 0.36 . 0.00 0.36 0.00 . 0.00 10. TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 10 TOP 15.30 18.00. 0.36 0.00 0.36 0.00 0.00 11 TOP 0.00 2.70 0.36 1 0.00 0.36 0.00 0.00 _11 TOP 15.30. 18.00 0.36 0.00 0.36 0.00 0.00 12. TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 _1_ 'TOP 15.30 18.00 . 0.36 0.00 0.36 0.00 0.00 _13 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 13 TOP . 15.30 18.00 0.36 0.00 0.36 0.00 0.00 14 TOP 0.00 2.70 0.36 1 0.00 0.36 0.00 0.00 14 TOP 15.30 18.00 0.36 0.00 1 0.36 0.00 0.00 15 TOP 0.00 . 1.95 0.36 ' 0.00 0.36 0.00 0.00 15 ' TOP 11.05 13.00 0.36 0.00 0.36 0.00 0.00 1 BOT 4.20 _7.80 0.36 . 0.00 0.36 0.00 0.00 2 BOT 6.30 _11.70 0.36 0.00 0.36 0.00 0.00 3 BOT 6.30 _11.70 0.36 0.00 0.36 0.00 0.00 4 ' BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 5 . BOT. 6.30 11.70 0.36 0.00 0.36 ' 0.00 0.00 6 BOT 6.30 11.70 0.36 0.00 ' 0.36 0.00 0.00 7 BOT , 6.30 11.70 0.36 0.00 0.36 0.00 0.00 8 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00' 9 BOT 6.30 11.70 0.36 0.00 0.36 0.00 ' 0.00 10 BOT 6.30 _110 0.36 1 0.00 0.36 0.00 ' 0.00 11 BOT 6.30 170 0.36 0.00 0.36 0.00 0.00 12 BOT . 6.30 11.70 ' 0.36 0.00 0.36 0.00 0.00 13 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 14 BOT ' 6.30 11.70 0.36 0.00 0.36 0.00 0.00 15 BOT 4.55 8.45 0.36 0.00 0.36 0.00 0.00 email: SiipportcAdaptsoft.com website: http:I/www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 15 Span. ;lD 1 Location . 'From Quantity Size Length" ft. I . 1. . TOP 0.00 2 .2.50 1 2 TOP 9.60 2 4 2.40 2 2 TOP 0.00 2 4 3.60 2 3 TOP 14.40 2 4 3.60 3 . 3 TOP 0.00 2 4 3.90 3 4 TOP 14.40 2 4 3.60 4 4 TOP 0.00 2 4 3.90 4 5 TOP 14.40 2 4 3.60 5 5 TOP 0.00 2 4 3.90 5 6 TOP 14.40 2 4 3.60 6' 6 TOP 0.00 . 2 . . . 4 3.90 6 7. TOP 14.40 2 4 3.60 7 7 TOP 0.00 2 4 3.90 7 8 TOP 14.40 2 4 3.60 8 8 TOP 0.00 2 ' 4 3.90 8 9 TOP 14.40 2 4 3.60 9 9 TOP 0.00 2 4 3.90 9 1 10 TOP 14.40 1 2 4 3.60 ; 11.2.2 Total Strip Steel Disposition Hope-Amundson 216003.00 Calculation by MPH SD - 21. Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned , 'File Name: Typical Roof Slab Section _pinned Date of Generation: Tuesday, July 12, 2016 11.2 Provided Rebar 11.2.1 Total Strip Provided Rebar 0 'Span' Location. . From QuantitL# Length rArea'.. ft . ' ft in2 1 .1 TOP 0.00 2 4 2.50 0.40 1 2 TOP 9.60 2 4 6.00 0.40 2 3 TOP 14.40 . 2 4 7.50 0.40 3 4 TOP 14.40 2 4 7.50 0.40 4 5 TOP 14.40 2 4 7.50, 0.40 5 6 TOP 14.40 2 4 7.50 0.40 6 7 TOP 14.40 2 .4 7.50 0.40 7 8 TOP 14.40 2 •'' 4 7.50 0.40 8 9 TOP 14.40 2 . 4 7.50 0.40 9 10 TOP 14.40 2 4 7.50 . 0.40 10 11 TOP 14.40 2 4 7.50 0.40 11 12 TOP . 14.40 2 4 7.50 - 0.40 12 13' TOP 14.40 2 . 4 7.50 0.40 13 14 TOP 14.40 2 . 4 7.50 0.40 14 15 TOP 14.40 2 4 6.50 0.40 15 16 .. TOP 10.40 . 2 4 3.00 0.40 1 . . 17 BOT 3.60 2 4 '5.00 0.40 2 18 BOT 5.40 2 4 .7.50 0.40 3 19 BOT 5.40 2 4 7.50 . . 0.40 20 BOT 5.40 2 . 7.50 . 0.40 5 21 BOT 5.40 '- 2 4 -. 7.50 0.40 6 22 BOT 5.40 2 4 7.50 . 0.40 7 23 BOT 5.40 2 4 7.50 0.40 8 241 BOT 5.40 2 4 7.50 '0.40 9 25 BOT 5.40 2 4 7.50 0.40 10 26 BOT 5.40 2. 4 .750 0.40 ._11 27 BOT 5.40 2 4 7.50 0.40 _1 28 BOT 5.40 2 4 7.50 0.40 _1 29 BOT 5.40 2 . 4 . .7.50 0.40 14 30 BOT 5.40 2 . 4 . 7.50 0.40 15 31 BOT 3.90 2 4 . 5.50 0.40 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 16 Hope-Amundson 216003.00 Calculation by MDH . SD.- 22 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 10 10 TOP 0.00 2 4 3.90 10 11 TOP 14.40 2 4 3.60 _11_ 11 _TOP 0.00 2 4 3.90 11 12 _TOP 14.40 2 4 3.60 12 12 _TOP 0.00 2 4 3.90 12 13 _TOP 14.40 2 4 3.60 13 13 TOP 0.00 2 4 3.90 13 14 _TOP 14.40 2 4 3.60 14 14 TOP 0.00 2 4 3.90 14 15 TOP 14.40 2 . 4 3.60 15 15 TOP. 0.00 2 4 2.90 15 16 TOP 10.40 2 4 3.00 1 17 BOT 3.60 2 4 5.00 2 18 BOT 5.40 . 2 4 7.50 3 19 BOT 5.40 2 4 7.50 4 20 BOT 5.40 2 4 7.50 5 21 BOT 5.40 2 4 7.50 6 22 BOT 5.40 2 4 7.50 7 23 BOT 5.40 2 4 7.50 8 24 BOT 5.40 . 2 4 7.50 9 25 BOT 5.40 2 4 7.50 10 26 BOT 5.40 2 4 7.50 11 27 BOT 5.40 2 4 7.50 12 28 BOT 5.40 2 4 1 7.50 13 29 BOT 5.40 2 4 .7.50 14 30 BOT 5.40 2 4. 7.50 15 31 BOT 3.90 1 2 4 5.50 5 12- SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope SPAN I XIL . . • . Vu Mu . Ratio Req.. Spacing ft in k kft in2lft in 0.05 0.58 4.00 -188 1.21 0.09 0.000 0.00 0.05 0.60 4.00 -1.87 1.24 0.10 0.000 0.00 0.10 1.20 4.00 -1.60 2.32 0.10 0.000 0.00 0.15 1.80 4.00. -1.34 3.24 0.09 0.000 0.00 0.20 . 2.40 . 4.00 -1.07 4.01 0.07 0.000 0.00 0.25 3.00 4.00 -0.82 4.60 0.05 . 0.000 0.00 0.30 3.60 4.00 -0.56 5.04 0.04 0.000 . 0.00 0.35 4.20 4.00 0.35 5.32 0.02 0.000 0.00 0.40 4.80 4.00 0.51 5.43 0.03 0.000 0.00 0.45 5.40 4.00 0.65 5.39 0.04 0.000 0.00 0.50 6.00 4.00 .0.91 5.18 0.06 0.000 0.00 0.55 6.60 4.00 _1.17 4.81 0.08 0.000 0.00 0.60 7.20 4.00 _1.46 4.28 0.10 0.000 0.00 0.65 7.80 4.00 1.71 3.59 0.11 0.000 0.00 0.70 8.40 4.00 _1.97 2.74 0.12 0.000 0.00 0.75 9.00 4.00 _2.23 1.73 0.09 0.000 0.00 0.80 . 9.60 4.00 1.54 -2.64 0.10 0.000 0.00 0.85 10.20 4.00 1.70 -3.67 0.11 0.000 0.00 0.90 10.80 4.00 1.86 -4.82 0.12 0.000 0.00 0.95 11.40 4.00 2.95 -4.27 0.15 .0.000 0.00 0.95 11.42 4.00 2.97 -4.32 0.15 0.000 0.00 S . 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 17 S HOpe-Amundson 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SD-23. X/L.. X SPAN 2 _______ _______ _______ _______ _______ .d. Mu Ratio Spabing.'. • ft in k kft in2/ft in 0.03 0.58 4.00 -3.46 -4.27 0.16 0.000 0.00 0.05 . 0.90 4.00 -2.15 -5.34 . 0.14 0.000 0.00 0.10 1.80 4.00 -1.61 -2.81 0.10 0.000 0.00 0.15 2.70 4.00 -2.95 1.22 0.08 0.000 0.00 0.20 3.60 4.00 -2.55 3.38 0.14 0.000 0.00 0.25 4.50 4.00 -2.15 5.29 0.14 0.000 0.00 0.30 5.40 4.00 -1.77 7.02 0.12 0.000 0.00 0.35 6.30 4.00 -1.36 8.39 0.09 0.000 0.00 0.40 7.20 4.00 -0.98 9.39 0.06 0.000 0.00 0.45 8.10 4.00 -0.58 10.03 0.04 0.000 0.00 0.50 9.00 4.00 0.21 10.31 0.01 0.000 0.00 0.55 9.90 4.00 0.62 10.23 0.04 '0.000 0.00 0.60 10.80 4.00 _1.01 9.78 . 0.07 0.000 0.00 0.65 11.70 4.00 _1.40 8.97 0.09 0.000 0.00 0.70 12.60 4.00 _1.80 7.80 0.12 .0.000 0.00 0.75 13.50 4.00 2.21 6.27 - 0.14 0.000 0.00 0.80 14.40 4.00 2.59 4.37 0.17 0.000 0.00 0.85 15.30 4.00 2.97 2.11 0.12 0.000 0.00 0.90 16.20 4.00 1.77 -3.61 0.12 0.000 0.00 0.95 17.10 4.00 2.26 1 -5.90 0.15 0.000 0.00 0.97 17.42 1 4.00 3.50 1 -4.80 0.17 0.000 0.00 SPAN 3 XIL ... d. V.''Mu ' . Ratio •. 'Reg ' 74,'Spacingi ft in k . kft 1n2/ft in 0.03 0.58 4.00 -3.53- -4.80 0.17 0.000 0.00 0.05 0.90 4.00 -2.24 -5.87 0.15 . 0.000 0.00 0.10 1.80 4.00 -1.74 -3.49 0.11 0.000 0.00 0.15 • 2.70 4.00 -3.02 1.81 0.10 '0.000. 0.00 0.20 3.60 4.00 -2.65 3.92 0.16 0.000 0.00 0.25 4.50 4.00 -2.24 5.88 0.15 0.000 0.00 0.30 5.40 4.00 -1.85 7.55 0.12 0.000 0.00 0.35 6.30 4.00 -1.45 8.86 0.09 0.000 0.00 0.40 7.20 4.00 -1.04 9.80 0.07 0.000 0.00 0.45 1 8.10 4.00 -0.67 ' 10.39 0.04 0.000 0.00 0.50 9.00 4.00 0.28 10.61 0.02 0.000 0.00 0.55 9.90 4.00 _0.66 10.47 0.04 0.000 0.00 0.60 10.80 4.00 1.05 9.97 0.07 0.000 0.00 0.65 11.70 4.00 _1.45 9.10 0.10 0.000 0.00 0.70 12.60 4.00 1.84 7.87 0.12 0.000 0.00 0.75 1 13.50 4.00 2.25 6.28 0.15 0.000 '. 0.00 0.80 14.40 4.00 2.65 4.32 0.17 0.000 0.00 0.85 15.30 4.00 3.03 2.03 0.11 0.000 0.00 0.90 16.20 4.00 1.75 -3.63 0.11 0.000 0.00 0.95 17.10 4.00 2.23 . -5.91 .0.1.5 0.000 0.00 0.97 • 17.42 4.00 3.52 -4.62 . 0.17 .0.000 0.00 • . 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 18 Hope-Amundson 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 4 t'X Vu:..: ", Mu - Ratio'. RegY ..Spâcing. ft in k kft 1n2/ft in 0.03 0.58 4.00 -3.53 4.61 0.17 0.000. 0.00 0.05 0.90 4.00 -2.24 -5.91 0.15 0.000 0.00 0.10 1.80 4.00 -1.76 . .-3.60 0.12 0.000. 0.00 0.15 2.70 . 4.00 -3.04 2.01 0.11 0.000 0.00 0.20 3.60 4.00 -2.64 4.12 . 0.17 0.000 0.00 0.25 . 4.50 4.00 -2.26 6.12 0.15 0.000 0.00 0.30 5.40 4.00 -1.85 7.77 0.12 0.000 0.00 0.35. 6.30 4.00 -1.46 9.05 0.10 . 0.000 0.00 0.40 7.20 4.00 -1.06 9.97 0.07 0.000 0.00 0.45 8.10 4.00 -0.68 10.53 0.04 0.000 0.00 0.50 1 9.00 4.00 0.29 10.73 0.02 0.000 0.00 0.55 9.90 4.00 _0.69 10.56 0.05 0.000 0.00 0.60 10.80 4.00 1.08 10.03 0.07 0.000. 0.00. 0.65 11.70 4.00 1.49 9.14 . 0.10 0.000 0.00 0.70 12.60 4.00 1.89 7.88 0.12 0.000 0.00 0.75 13.50 4.00 2.27 6.27 0.15 0.000 0.00 .0.80 14.40 4.00 '2.67 4.29 0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.02 0.11 . 0.000 . 0.00 0.90 16.20 4.00 1.78 -3.66 0.12 0.000 . 0.00 0.95 17.10 4.00 2.27 -5.96 0.15 0.000 0.00 0.97 17.42 4.00 1 3.55 -4.61 0.17 0.000 0.00 SPAN 5 '.X ' .. :. .d.' •. ."...'VUIr .:. Mu :, ,Ratio , Reg. ,. Spacing . ft in k kft in2/ft in 0.03 0.58 4.00 -3.54 -4.61 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.96 . 015 . 0.000 0.00 0.10 1.80 4.00 -1.78 . -3.67 0.12 0.000 . 0.00 0.15 2.70 4.00 -3.05 . 2.03 0.11 0.000 0.00 0.20 3.60 4.00 -2.66 4.26 0.17. 0.000 0.00 0.25 4.50 4.00 -2.26 6.25 0.15 . 0.000 0.00 0.30 5.40 4.00 -1.86 7.88 . 0.12 0.000 0.00 0.35 6.30 . 4.00 -1.49 9.16 0.10 0.000 0.00 0.40 7.20 4.00. -1.08 10.07 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.62 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.80 0.02 0.000 0.00 0.55 9.90 . 4.00 _0.69 10.62 0.05 0.000 0.00 0.60 10.80 4.00 1.08 1008 0.07 0.000 0.00 0.65 . 11.70 4.00 1.47 9.18 0.10 0.000 0.00 0.70 12.60 4.00 1.85 7.92 .0.12 0.000 000 0.75 13.50 4.00 2.26 6.29 0.15 0.000 0.00 0.80 .14.40 4.00 . 266 4.31 017 0.000 0.00 0.85 15.30 4.00 3.05 . 2.04 0.11 0.000 0.00 0.90 16.20 400 1.78 -3.65 0.12 0.000 0.00 0.95 17.10 4.00 2.27 -5.95 0.15 0.000 0.00 0.97 17.42 4.00 1 3.54 -4.59 0.17 0.000 0.00 SD-24 H 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 . 19 . Hope-Amundson 216003.00 Calculation by MDH• SD - 25: Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned . File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN . . . . . X!L.;' :..' ':'d .Vu! :Mu j'Ràtio. Reg Spacing' ft in k kft in2/ft in 0.03 0.58 . 4.00 -3.54 -4.59 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.95 ' 0.15 '0.000 0.00 0.10 1.80. 4.00 -1.78 -3.65 0.12 0.000 0.00 0.15 . 2.70 4.00 -3.05 2.05 0.11 0:000 0.00 0.20 3.60 4.00 -2.66 4.31 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 6.30 0.15 0.000 " 0.00 0.30 ' 5.40 4.00 , -1.85 7.93 0.12 0.000. 0.00 0.35 6.30 4.00 -1.47 9.20 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.11 0.07 0.000. 0.00 0.45 8.10 4.00 -0.69 10.65 0.05 '0.000 0.00 0.50 9.00 4.00 0.29 10.83 0.02 0.000 0.00 0.55 9.90 4.00 0.69 10.65 0.05 0.000 0.00 0.60 10.80 4.00 1.08 10.11 0.07 0.000 0.00 0.65 11.70 4.00 1.47 9.21 0.10 0.000 0.00 0.70 12.60 4.00 1.86 7.94 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.30 0.15 0.000 0.00 0.80 14.40 4.00 2.66 4.31 0.17 '0.000 0.00 0.85' 15.30 4.00 • 3.05 2.04 0.11 0.000 0.00 0.90 16.20 1 4.00 1.78 -3.65 0.12 0.000 0.00 0.95 17.10 1 4.00 1 2.27 1 -5.95 0.15 0.000 0.00 0.97 17.42 4.00 1 3.54 • -4.60 0.17 0.000 0.00 SPAN . XIL '. .X i. .:. Vu•' " * 'L. Mu. ".,'Ratio.' t Req.".. -,Spacing' ft : in k kft . in2/ft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 0.05 0.90 .4.00 -2.27 -5.95 0.15 0.000 0.00 0.10 1.80 . . 4.00 -1.78 -3.65 , 0.12 . 0.000 0.00 0.15 2.70 4.00 -3.05 2.04 0.11 0.000 0.00 0.20 3.60 4.00 -2.66' 4.31 0.17 0.000 0.00 0.25 1 4.50 4.00 -2.26 • 6.30 0.15 0.000 0.00 0.30 5.40 4.00 -1.86 7.94 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.21 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.11 0.07 .0.000 0.00 0.45 8.10 4.00 . -0.69 10.65 0.05 0.000 0.00 0.50 9.00 4.00 .0.29 10.84 0.02 0.000 0.00 0.55 9.90 4.00 .0.69 10.65 0.05 0.000 0.00 0.60 10.80 4.00 .1.08 10.11 0.07 0.000 0.00 0.65 11.70 4.00' 1.47 9.21 .0.10 0.000 0.00 0.70 12.60 4.00 '1.85. 7.94 0.12 0.000 :0.00 0.75 13.50 4.00 . 2.26 6.31 0.15 0.000 0.00 0.80 14.40 4.00 2.66 4.31 0.17 . 0.000 0.00 0.85 1 15.30 4.00 3.05 2.05 0.11 . 0.000 0.00 0.90 16.20 4.00 1.78 -3.65 0.12 0.000 • 0.00 0.95 17.10 4.00 2.27 1 -5.94 0.15 0.000 0.00 0.97 17.42 4.00 3.54 1 -4.60 0.17 0.000 0.00 a: ' • , ' email: Support@Adaptsoftcom website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 20 ;)(. .' . i. Vu•T Mu:: Ratio:.i :Reg: '; 'Spacing' - ft in k kft in2/ft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.94 0.15 0.000 . 0.00 0.10 1.80 4.00 -1.78 -3.65 0.12 . 0.000 0.00 0.15 2.70 4.00 -3.05 2.05 . 0.11 0.000 0.00 0.20 3.60 4.00 -2.66 4.31 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 6.31 0.15 0.000 0.00 0.30 5.40 4.00 -1.85 7.94 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.21 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.11 0.07 0.000 0.00 0.45 . 8.10 4.00 -0.69 . 10.65 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.84 0.02 0.000 0.00 0.55 9.90 - 4.00 0.69 10.65 0.05 0.000 0.00 0.60 _10.80 4.00 1.08 10.11 0.07 0.000 0.00 0.65 _11.70 4.00 _1.47 9.21 0.10 0.000 0.00 0.70 _12.60 4.00 1.86 7.94 0:12 0.000 0.00 0.75 _13.50 4.00 2.26 6.31 0.15 . 0.000 0.00 0.80 _14.40 4.00 2.66 4.31 0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.04 0.11 0.000 0.00 0.90 16.20 4.00 1.78 . . -3.65 0.12 0.000 0.00 0.95 _17.10 4.00 2.27 -5.94 0.15 1 0.000 0.00 0.97 _17.42 4.00 1 3.54 -4.60 0.17 1 0.000 0.00 F SPAN . Hope-Amundson 216003.00 Calàulation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN8 Vu:.., '-,.',Mui ,Ratiô:?Reg.. Spacing ft in k kft in2lft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.94 0.15 0.000 0.00 0.10 1.80 4.00 -1.78 -3.65 0.12 . . 0.000 0.00 0.15 2.70 4.00 -3.05 2.05 0.11 0.000 0.00 0.20 3.60 4.00 -2.66 4.31 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 6.31 0.15 0.000 0.00 0.30 5.40 4.00 -1.85 7.94 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.21 . 0.10 0.000 0.00 0;40 7.20 4.00 1.08 10.11 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.65 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.84 0.02 0.000 0.00 0.55 9.90 4.00 _0.69 10.65 0.05 0.000 0.00 0.60 10.80 4.00 _1.08 10.11 0.07 0.000 0.00 0.65 11.70 4.00 .1.47 9.21 0.10 0.000 0.00 0.70 .12.60 4.00 1.86 7.94 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.31 0.15 0.000 0.00 0.80 14.40 . 4.00 2.66 4.31 0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.05 0.11 0.000 0.00 0.90 . 16.20 4.00 1.78 -3.65 0.12 0.000 0.00 0.95 17.10 4.00 2.27 -5.94 0.15 . 0.000 0.00 0.97 17.42 4.00 3.54 -4.60 0.17 0.000 0.00 SD-26 email: SupporttAdaptsoft:com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, . Tel: (650) 306-2400 Fax (650) 364-2401 21 4 . Hope-AmundsOn 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 10 .'Ratioi. Req.. - Spacing,_ ft in k kft . in2lft in 0.03 0.58 4.00 -3.54 -4.60 0.17 . 0.000 0.00 0.05 0.90 4.00 -2.27 .-5.94 0.15 0.000 0.00 0.10. 1.80 4.00 -1.78 -3.65 0.12 0.000 0.00 0.15 2.70 4.00 -3.05 2.04 0.11 .0.000 0.00 0.20 3.60 4.00 -2.66 4.31 . 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 . 6.30 0.15 ' 0.000 0.00 0.30 5.40 4.00 -1.86 7.94 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.20 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.11 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.65 . 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.83 0.02 . 0.000 0.00 0.55 9.90 4.00 0.69 10.65 0.05 0.000 0.00 0.60 10.80 4.00 1.08 10.11 .0.07 0.000 0.00 0.65 11.70 • 4.00 1.47 9.20 0.10 0.000 0.00 0.70 12.60 • . 4.00 1.85 7.93 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.30 0.15 0.000 0.00 0.80 1 14.40 4.00 2.66 4.31 0.17 0.000 . 0.00 0.85 15.30 4.00 3.05 2.05 0.11 . 0.000 0.00 0.90 16.20 4.00 1.78 -3.65 0.12 0.000 0.00 0.95 17.10 4.00 2.27 -5.95 0.15 1 0.000 0.00 0.97 17.42. 4.00 3.54 • -4.60 0.17 . 0.000 0.00 SPAN 11 XJL X... : -d .Ratio . Re'q. Spacing.. ft in k • kft in2/ft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.95 0.15 0.000 0.00 0.10 1.80 4.00 . -1.78 -3.65 0.12_ 0.000 0.00 0.15 2.70 4.00 -3.05 2.04 0.11 0.000 0.00 0.20 3.60 4.00 -2.66 4.31 .. 0.17. 0.000 0.00 0.25 4.50 4.00 -2.26 6.30 0.15 . 0.000 0.00 0.30 5.40 4.00 -1.85 . 7.92 0.12 . 0.000 • 0.00 0.35 6.30 4.00 -1.47 9.19 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.09 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.63 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.81 . 0.02 0.000 0.00 0.55 9.90 4.00 _0.69 10.62 0.05 0.000 0.00 0.60 • 10.80 • 4.00 1.08 10.08 . 0.07 0.000 0.00 0.65 11.70 4.00 1.47 . 9.18 .0.10 0.000 0.00 0.70 12.60 4.00 1_1.86 7.90 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.27 0.15 0.000 0.00 0.80 1 -14.40 4.00 2.66 4.27 • 0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.04 0.11 0.000 0.00 0.90 16.20 4.00 1.78 -3.66 0.12 0.000 0.00 0.95 17.10 4.00 2.27 -5.95 0.15 0.000 0.00 0.97 17.42 4.00 3.54 4.60 0.17 0.000 0.00 SD-27 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 22 . Hope-Amundson 216003.00 Calculation by MDH SD-28 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 12 X/L d.. Vui Mii "-'Ratio- Y Reg..'' ypa Scing- __________ ft in k kft . in2lft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.95 . 0.15 0.000 0.00 0.10 1.80 4.00 -1.78 -3.66 0.12 0.000 0.00 0.15 1 2.70 . 4.00 -3.05 2.03 0.11 0.000 0.00 0.20 3.60 4.00 -2.66 4.29 0.17 0.000 0.00 0.25 4.50 4.00 -2.27 6.27 0.15 0.000 0.00 0.30 5.40 4.00 -1.89 7.88 0.12 0.000 0.00 0.35 6.30 4.00 -1.49 9.14 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.03 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.56 0.05 0.000 0.00 0.50 • 9.00 4.00 0.29 10.73 0.02 .0.000 0.00 0.55 9.90 4.00 _0.69 10.54 0.05 -0.000 0.00 0.60 10.80 4.00 1.06 9.98 -0.07 0.000 0.00 0.65 • 11.70 4.00 . 1.46 9.06 0.10 0.000 0.00 0.70 12.60 4.00 1.85 7.77 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.13 0.15 0.000 • 0.00 0.80 14.40 4.00 2.66 4.12 0.17 0.000 0.00 0.85 15.30 4.00 .3.04 2.00 0.11 .0.000 0.00 0.90 16.20 4.00 .1.76. -3.64 0.12 0.000 0.00 0.95 17.10 4.00 2.25 -5.94 0.15 0.000 0.00 0.97 .17.42 4.00 3.53 4.63 0.17 0.000 0.00 SPAN 13 e.. X/L'. 4 Vu' *w r-.Mu _ Ratio Reg. __• ..Spacing. ft in k kft . 'in2/ft in 0.03 0.58 4.00 -3.54 4.64 0.17 0.000 0.00 0.05 0.90 4.00 -2.24 -5.94 0.15 0.000 0.00 0.10 1.80 4.00 -1.75 -3.65 0.11 0.000 • 0.00 0.15 2.70. 4.00 -3.04 2.02 0.11 _•0.000 0.00 0.20 3.60 4.00 -2.65 4.31 0.17 0.000 0.00 0.25 4.50 4.00 -2.25 6.27 0.15 _0.000 0.00 0.30 5.40 4.00 -1.87 7.87 0.12 0.000 0.00 0.35 6.30 .4.00 • -1.48 9.10 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 9.98 0.07 0.000 .0.00 0.45 810 4.00 . -0.68 10.49 0.04 0.000 0.00 0.50 1 9.00 4.00 -0.28 10.64 .0.02 0.000 0.00.. 0.55 9.90 4.00, 0.67 10.42 0.04 0.000 0.00 0.60 10.80 4.00 _1.06 9.86 0.07 0.000 0.00, 0.65 11.70 4.00 _1.45 . 8.92 0.09 ..0.000 • 0.00 0.70 12.60 4.00 _1.84 7.61 0.12 0.000 0.00. 0.75 13.50 4.00 2.23 5.95 .0.15 0.000 0.00 0.80 1 14.40 4.00 2.64 4.00 0.17 0.000 0.00 0.85 15.30 4.00 3.03 1.90 0.11 0.000 0.00 0.90 16.20 4.00 1.75 1 -3.45 1 0.11 0.000 0.00 0.95 17.10 4.00 2.25 1 -5.80 1 0.15 0.000 0.00 0.97 17.42 4.00 3.52 1 -4.70 1 0.17 0.000 0.00 . ,. 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 23 Hope-Amundson 216003.00 Calculation by MDH SD 29 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section...pinned Date of Generation: Tuesday, July 12, 2016 SPAN 14 . _.Xt' '.'d' Vu'..: .' Ratio - :Reg. . Spacing. ft in k kft in21ft in 0.03 0.55 4.00 -3.48 -4.70 0.17 0.000 0.00 0.05 0.90 4.00 -2.24. -5.83. 0.15 0.000 0.00 0.10 1.80 4.00 -1.75 -3.57 0.11 '0.000 0.00 0.15 2.70 4.00 -2.98 2.13 '. 012 0.000 0.00 0.20 3.60 4.00 -2.57 4.38 0.17 0.000 0.00 0.25 4.50. 4.00 -2.17 6.27 0.14 0.000 0.00 0.30 5.40 - 4.00 -1.78 7.80 0.12 0.000 0.00 0.35 6.30 4.00 -1.39 8.97 0.09 0.000 0.00 0.40 7.20 4.00 -1.00 9.77 .0.07 .0.000 0.00 0.45 1 8.10. 4.00 -0.59 10.21 ' 0.04 0.000, . 0.00 0.50 9.00 4.00 . 0.21 . 10.29 . " 0.01 0.000 0.00 0.55 9.90 4.00 0.61 10.00 0.04 0.000 0.00 0.60 . 10.80 ' 4.00 1.01 9.36 0.07 . 0.000 0.00 0.65 11.70 4.00 1.41 8.35 0.09 . 0.000 . 0.00 0.70 12.60 4.00 1.79 6.98 ' 0.12 0.000 ' 000 0.75 13.50 4.00 '2.19 5.25 0.14 . 0.000 ' 0.00 0.80 14.40 4.00 2.59 3.30 . _0.14 0.000 . 0.00 0.85 ' 15.30 4.00 2.99 1.13 0.08 ' 0.000 0.00 .0.90 16.20 4.00 1 .1.67 -3.15' 0.11 0.000 0.00 0.95 17.10 4.00 1 3.36 -4.05 1 '0.15 - 0.000 0.00 '0.97 17.42 .4.00 1 3.50. -4.77 1 0.17 0.000 . 0.00 SPAN 15 - ___i_.'• .. . • •. ... . .: .-_.-.. . d `'" '.VU:.,' , ".Mu • 'Ratio ' Spàcing ft in k. kft' . in2/ft in 0.04 ' 0.58 4.00 -3.15 -4.80 0.17 . 0.000 0.00 0.05' 0.65 ' 4.00 -3.13 -4.61 . 0.16 0.000 . 0.00 0.10 1.30 '4.00 -1.98 . -4.76 0.13 ' 0.000 000 0.15 1.95 4.00 -1.79 -3.41. .0.12 0.000 0.00 0.20 4.00 . -1.60 -2.25 0.09 ' 0.000 0.00 0.25 ' 3.25 4.00 -2.32 2.24 0.12 0.000 0.00 0.30 3.90 4.00 -2.03 3.42 0.13 . 0.000 0.00 0.35 4.55 4.00 -1.75 4.40 '0.11 . 0.000 0.00 0.40 5.20 4.00 ' -1.47 5.20 ' 0.10 0.000 0.00 0.45 1 5.85 ' 4.00 -1.18 5.80 . 0.08. 0.000 . 0.00 0.50 6.50 4.00 . -0.89 6.22 0.06 0.000 . 0.00 0.55 7.15 4.00 -0.60 6.45' 0.04 0.000 0.00 0.60 . 7.80 4.00 -0.45 6.49 =_.0.03 0.000 0.00 0.65 8.45 4.00 . 0.33 6.34 0.02 0.000 0.00 0.70 9.10 4.00 0.61 6.00 0.04 0.000 0.00 0.75 1 9.75 4.00 0.90 _• 5.47 0.06 . 0.000 '0.00 0.80 10.40 4.00 1.19 4.76 0.08 0.000 0.00 0.85 11.05 4.00 1.48 3.85 0.10 .0.000 0.00 0.90 11.70 .4.00 1.76 ' 2.76 0.12 0.000 0.00 0.95 12.35 1 4.00 2.04 1.47 '0.11 0.000 0.00 0;96 12.42 1 4.00 2.07 • 1.33 0.10 0.000 . 0.00 Note: "Vu" is related to the load combination which Droduces the maximum "Ratio" Note: Sections with **** have exceeded the maximum allowable shear stress. email: Support@Adaptsoft.com websité: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel:.(650) 306-2400 'Fax(650)364-2401 24. ' Hope-Amundson 216003.00 Calculation by MDH Project Name: 216003.06 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 14- DEFLECTIONS 14.1 Maximum Span Deflections SD-30.: Span SW- SW+PT SW+T+ SDL' SW+PT+SDL +Cree. LL .. . X .Total: :- _______ in in in in in in in 1 0.02 0.02 0.02 0.07(2032) 0.01(14840) 0.00(*****) 0.08(1790) 2 0.07 -0.01 0.00 0.01(34852) 0.05(4781) 0.00(*****) 0.05(4285) 3 0.05 0.00 0.00 0.02(13188) 0.04(6155) 0.00(*****) 0.05(4196) 4 0.06 0.00 0.00 0.01(16133) 0.04(5715) 0.00(*****) 0.05(4220) 5 0.06 0.00 0.00 0.01(15220) 0.04(5827) 0.00(*****) 0.05(4214) 6 0.06 0.00 0.00 0.01(15459) .0.04(5797). 0.00(*****) 0.05(4216) 7 0.06 0.00 0.00 0.01(15389) 0.04(5805) 0.00(*****) 0.05(4215) 8 0.06 0.00 0.00 0.01(15424) 0.04(5802) 0.00(*****) 0.05(4216) 9 0.06 0.00 0.00 0.01(15361) 0.04(5804) 0.00(*****) 0.05(4212) 10 0.06 0.00 0.00 0.01(15560) 0.04(5799) 0.00(*****) 0.05(4224) 11 0.06 0.00 0.00 0.01(14851) 0.04(5819) 0.00(*****) 0.05(4180) 12. 0.06 0.00 0.00 0.01(17896) 0.04(5744) 0.00(*****) 0.05(4348) 13 0.06 0.00 0.01 0.02(10030) 0.04(6039) 0.00(*****) . 0.06(3783) 14 0.07 -0.01. 0.00 -0.02(13227) 0.04(5065) 0.00(*****) 0.03(7195) 15 1 0.03 1 0.03 1 0.03 1 0.11(1364) 1 0.02(9219) 1 0.00(*****) 0.13(1191) I Note: Deflections are calculated using effective moment of inertia of cracked sections. 29-DETAILED REBAR . SPAN ' X AnaIysisH Top ' Analysis Bot CMinirnurn, sTop'. Minimum Y Bót ,Selected.; .To ,.Selected.' Bot. ft in2 in2 1n2 1n2 in2 in2 0.00 0.00 0.00 : _ _____________ 0.00 0.36 0.00 0.36 0.00 0.05 0.60 . 0.00 . 0.00 0.36 . 0.00 0.36 0.00 0:10 1.20 0.00 0.00 0.36 0.00 . 0.36 . 0.00 0.15 1.80 0.00 0.00 . 0.36 0.00 0.36 . 0.00 0.20 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.25 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.35 4.20 0.00 0.00 0.00 . 0.36 . 0.00 0.36 0.40 4.80 0.00 0.00 0.00 0.36 0.00 0.36 0.45 5.40 0.00 0.00 0.00 0.36 0.00 0.36 0.50 6.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 6.60 0.00 0.00 0.00 0.36 0.00. 0.36 0.60 7.20 0.00. 0.00 0.00 .0.36. 0.00 0.36 0.65 7.80 0.00 0.00 0.00 0.36 0.00 0.36 0.70 8.40 0.00 0.00 0.00 0.00 0.00 0.00 0.75 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 9.60 0.00 0.00 0.00 . 0.00 0.00 0.00 0.85 10.20 0.00 0.00 0.36 0.00 0.36 • 0.00 0.90 10.80 0.00 0.00 0.36 0.00 0.36 0.00 0.95 11.40 0.00 0.00 0.36 0.00 0.36 0.00 1.00 12.00 0.00 0.00 0.36 0.00 0.36 0.00 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 25 HOpe-Amundson 216003.00 Calculation by MDH SD-31' Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016, SPAN • (il_'- .:c.X; , I '-..'. .Top , Analysis Analysis .. ',Minimum ''7 .. ,.Top . MinimUm. .. Bot.." Selectëd- .,, . ...'. Topir. Selected .., Bot ft in2 . in2 in2 in2 in2 in2 0.00 0.00 . 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 . 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 . 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00. 0.00 0.25 4.50 0.00 0.00 0.00 . 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 1 0.36 0.00 0.36 0.45 8.10 0.00. 0.00 0.00 0.36 0.00 . 0.36 0.50 9.00 0.00 0.00 • 0.00 0.36. 0.00 0.36 0.55 9.90 0.00 0.00 0.00 036 0.00 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65. 11.70 .0.00 0.00 0.00 0.36 0.00 0.36 - 0.70 12.60 0.00 0.00 0.00 1 0.00 0.00 0.00 0.75 13.50 • 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 _• 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 . 0.00 0.90 16.20 0.00 0.00 1 0.36 0.00 0.36 0.00 0.95 17.10 0.00 0.00 0.36 0.00 0.36 • 0.00 1.00 18.00 0.00 0.00 0.36 .0.00 0.36 0.00 SPAN 3 Analysis Top 'Bot Analysis Minirnum Top___ MinimUm B o t,:,Top;' ;Selected. Selected ft in2 in2 in2 in2 in2 in2 0.00 0.00 0.00 0.00 0.36 -0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 . 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00, 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 - 0.00 .0.00 0.00 0.00 .0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 '0.00 0.00 0.36 0.00 0.36 0.45 • 8.10 0.00 0.00 . 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00. 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65 11.70 0.00 • 0.00__• 0.00 0.36 0.00 0.36 0.70 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00. 0.00 0.00 0.00 0.85 . 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 -0.36 0.00 0.36 0.00 0.95 17.10 0.00 0.00 0.36 0.00 0.36 0.00 1.00 18.00 .0.00 0.00 0.36 0.00 0.36' 0.00 email: Suppart@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. .26 Hope-Amundson 216003.00 Calculation by MDH SD -'32 . Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 ",Analysis".rAnaIysis. '. SPAN . Bot::. Minimum Tops . 1Miñiñurn . 1.Bot SeIectéd. :.rop.i.c: SeIected. Bot ft in2 1n2 in2 in2 1n2 in2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 . 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 0.00 . 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 _10._ 0.00 0.00 0.00 0.36 0.00 0.36 0.65 _11._ 0.00 0.00 0.00 0.36 0.00 0.36 0.70 1 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40. 0.00 0.00 . 0.00 0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 0.36 0.00 0.36 0.00 0.95 17.10 1 0.00 1 0.00 0.36 0.00 1 0.36 1 0.00 1.00 1 .18.00 1 0.00 1 0.00 0.36 0.00 1 0.36 0.00 SPAN 'X/L Analysis"Analysis To . 'Bot Minimum' . 'Top 7 Minimum: ot' . .Selected Top b Selected ft 1n2 in2 in2 1n2 in2 in2 0.00 0.00 0.00 0.00 0.36 0.00 . 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00, 0.36 0.00 0.10 1 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 . 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 . 0.00 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36. 0.40 1 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 . 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00 0.00 036 0.00 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00 0.36 0.70 1 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 0.00 .0.90 16.20 0.00 0.00 . 0.36 0.00 0.36 0.00 0.95 17.10 0.00 0.00 0.36 0.00 0.36 0.00 1.00 1 18.00 0.00 0.00 0.36 . 0.00 0.36 0.00 email: Suppomt@Adaptsoft.com websité: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax(650)364-2401 27 Hope-Amundson 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Sectionpinned Date of Generation: Tuesday, July 12, 2016 SPAN . XIL?. 'X ;.AñaIysis. :Top) , AnaIisis; Bot. ?.Minirrnim' .Top'z Mininium Bot Selected .Selected? ot ft 1n2 in2 in2 in2 in2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 1 4.50 0.00 0.00 0.00 0.00. 0.00 0.00. 0.30 5.40 0.00 0.00 0.00 000 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00. 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 1 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 . 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00 0.36 070 • 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 • 0.00 0.00 0.00 • 0.00 0.85 1 15.30 0.00 0.00 • 0.36_• 0.00 0.36 0.00 0.90. 16.20 0.00 0.00 0.36 0.00 0.36 0.00 0.95 17.10 0.00 0.00 0.36 0.00 0.36 0.00 1.00 18.00 0.00 0.00 0.36 • 0.00 0.36 • 0.00 SPAN _____ s AnaIyèis'. Analysis! .:-Bot. Minirnum :.Thp Minirnum . Selected : ,Selected .. _.Bot. .ft 1n2 1n2 1n2 1n2 in2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 .0.00 0.10 1.80 0.00 0.00 1 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 • 0.00 0.00 0.36 0.00 • 0.36 0.40 7.20 0.00 0.00 .0.00 0.36 0.00 . 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 .0.00 0.00 0.36 0.00 0.36 0.65 11.70 . .0.00 0.00 0.00 0.36 . 0.00 0.36 0.70 12.60 0.00 0.00 0.00 0.00 0.00 -0.00 0.75 _1.50 0.00 .0.00 0.00 . 0.00 0.00 0.00 0.80 _14.4_ .0.00 0.00 0.00 0.00 0.00 0.00 0.85 _15.30 .0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 0.36 0.00 0.36 0.00 0.95 _17.10 0.00 0.00 0.36 0.00 0.36 0.00 1.00 _18.0_ 0.00 0.00 0.36 0.00 0.36 0.00 SD-33. email: Support@Adaptsoft.com website: http://www.Adaptsoft.com • 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tél: (650) 306-2400 Fax (650) 364-2401 28 . Hope.-Amundson 216003.00• Calculation by MDH SD -34 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 8 . . . . -X/L $ X ' . Analysis., Top ' .Análysis.. Bot , Minimurñ;; Top Mihimum' Bot,Y" Séléctéd; Top 4. .Selected Bot ft in2 in2 in2 1n2 1n2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 1 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 1 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 000, 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 000 . 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 . 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00. 0.00 0.36 0.00 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00 d 0.36 0.70 12.60 0.00 0.00 0.00 0.00 0.00 . 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 . 0.00 0.00 0.00 0.00 0.00 0.00 0.85. 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 . 0.36 000 0.36 . 0.00 0.95 17.10 0.00 . 0.00 . 0.36 . 0.00 0.36 0.00 1.00 18.00 0.00 0.00 0.36 0.00 ' 0.36 0.00 SPAN . . . . . . •. . . •. .: . . .. .AnaIysis, To , `Analysis-4 ' ' Bot' ,.: Mjnit-hum. MihimLirn ?'Bot' Selected', Top Sélectèd. ft in2 in2 in2 . in2 • in2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 . .0.36 . 0.00 0.05, 0.90 0.00 0.00 0.36 0.00. 0.36 0.00 0.10 1 .1:80 0.00 0.00 0.36 0.00' 0.36 0.00 0.15 2.70 0.00 ' 0.00 0.36 0.00 0.36. 0.00 020 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 .0.00 0.00- 0.30 5.40 0.00 0.00 0.00 0.00 .0.00: 0.00 0.35 6.30 . 0.00 0.00 . 0.00 0.36 0.00 0.36 0.40 •.7.20 0.00 0.00 . 0.00 0.36 0.00 . . 0.36 0.45 8.10. 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00. 0.00 0.00 0.00 0.36 . . 0.00 0.36- 0.55 9.90 0.00 0.00' . 0.00 0.36 . 0.00 0.36 0.60, 10.80 0.00 0.00 0.00 0.36 '000 0.36 0.65 11.70 0.00 0.00 ' 0.00 0.36 0.00. . ' 0.36 0.70 '12.60 0.00 ' 0.00 0.00 0.00 . '0.00 0.00 0.75 13.50 . 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 ' 0.00 0.00 • 0.00 0.00 0.85 15.30' 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00' 0.00 0.36 . 0.00 0.36 . 0.00 0.95 17.10 0.00 0.00 0.36 0.00 0.36 , 0.00 1.00 18.00 0.00 0.00, 0.36 0.00 . 0.36 0.00 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 . 29 . . 0) 364-2401 Hope-Amundson 216003.00 Calculation by MDH SD - 35 Projet Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July T2j 2016 SPAN 10 XIL .Analysis' 'Top' AnaIysis: - - got, m :Minimu : . .. -Top. Minimum ... BobX Selected' . . SeIèctéd - ft in2 1n2 in2 in2 in2 in2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 1 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 Top- .....Bot- 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00. 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 1 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 )UL,': .'-Xj 'Analysisr' 'Analysis,' Minimum " Minimum. Se!eôted. Selected' Bot' Top ' '. Bot: TOp ft 1n2 in2 1n2 in2 in2 in2 0.00 .. 0.00 0.00 0.00 0.36 0.00 0.36' 0.00 0.05 0.90 0.00 0.00 0.36 - 0.00 0.36 0.00 0.10 1.80 0.00 0.00 - 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 - 0.00 0.00 0.00 0.00 0.25 4.50 0.00 - 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.35 6.30 0.00 0.00 - 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00' 0.36 0.70 12.60 0.00 0.00 0.00 - 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 ' 0.00 0.90 16.20 0.00 1 0.00 0.36 0.00 ' 0.36 0.00 0.95 17.10 0.00 1 0.00 0.36 0.00 0.36 0.00 1.00 18.00 0.00 0.00 0.36 0.00 0.36 0.00 Hope-Amundson 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section_Pinndd File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 12 - .. - XIL ...X . AnaIysis' *Analysis- %t, Minimum. Selected SeIectéd Top .. cBot. . -. Top:,- .,80t - Top ;t-JI Bot ft in2 in2 in2 in2 1n2 . 1n2 0.00 0.00 0.00 ' 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 ' 0.00 0.00 0.36 0.00 . 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 . 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65 1 11.70 0.00 0.00 0.00 0.36 0.00 0.36 0.70 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 0.36 0.00 0.36 0.00 0.95 1 17.10 0.00 0.00 0.36 0.00 0.36 .0.00 1.00 1 18.00 0.00 0.00 0.36 0.00 0.36 0.00 SPAN 13 SD-36 - 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 31 - - - 4 . . XIL' .X ,. AnaIysis'1 Top- Analysis'; Bot I Top .'MininjuriV'Miñimurn. Bot' ,Séleóted,\, ' Top . Selected.. Bot. ft in2 in2 in2 in2 1n2 in2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 . 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 1 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 . 0,00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55. 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00 . 0.36 0.70 12.60 0.00 0.00 0.00 0.00. 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 .0.00 0.00 .0.00 . . 0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 0.36. 0.00 0.36 0.00 0.95 17.10 0.00 1 0.00 0.36 0.00 0.36 0.00 1.00. 18.00 0.00 . 0.00 '0.36 0.00 0.36 0.00 X/L X . Analysis' ".Top "I Analysis.. 'Bdt'- . .'Minirnum Tóp Minimum 'Bot .1 Selected'' 'T SelectedL. Bot ft in2 in2 in2 in2 . in2 1n2 0.00 0.00 0.00 0.00. 0.36 0.00 0.36 0.00 0.05 0.65 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1 1.30 0.00 0.00 - 0.36 0.00 0.36 0.00 0.15 1.95 0.00 0.00 0.36 0.00 0.36 0.00 0.20 2.60 0.00 0.00 0.00 0.00 0.00. 0.00 0.25 3.25 0.00 0.00 0.00 0.00 0.00 . 0.00 .0.30 3.90 0.00 0.00 0.00 0.00 0.00. 0.00 0.35 4.55 0.00 0.00 0.00 0.36 0.00 0.36 0.40 1 5.20 0.00 0.00 . 000 0.36 0.00 0.36 0.45 5.85 0.00 0.00 0.00 1 0.36 0.00 0.36 0.50 6.50 0.00 0.00 0.00 0.36 0.00 0.36 0.55 7.15 0.00 0.00 0.00 0.36 0.00. 0.36 0.60 7.80 0.00 0.00 0.00 0.36 0.00 . 0.36 0.65 8.45 0.00 0.00 0.00 0.36 0.00 0.36 0.70 9.10 0.00 . 0.00 0.00 0.00 0.00 0.00 0.75 9.75 0.00 0.00 0.00 0.00 . 0.00 0.00 0.80 10.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 11.05 0.00 0.00 0.36 0.00 0.36. 0.00 0.90 _11,0, 0.00 0.00 0.36 0.00 0.36 0.00 0.95 12.35 0.00 0.00 0.36 0.00 0.36 0.00 1.00 13.00 0.00 0.00 0.36 0.00 0.36 0.00 SPAN 15 1 _ Hope-Amundson 216003.00 Calculation by MDH SD-37 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 14 Note: Reinforcement requirements for Initial condition are included in Service bloàk. Reinforcement requirements for UBC combination, if selected, are included in Analysis block. • 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 32 4 4 Hope-Amundson 216003.00 Calculation by MDH SD-38 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "07 -01 - 2016" Time: "10:58" File: Typical Slab Section-pinned 1 -PROJECT TITLE: "216003.00 Leqo Land PS" 1.1 Design Strip: Typical Slab Section_Pinned 1.2 Load Case: Envelope MEMBER ELEVATION F Location: 19 Tendons @ 63' wide 18 Tendons @ 62'wide 3 - TOP REBAR f15 tendons @ 52.33' wide 15 Tendons @ 51' wide 114 Tendons @ 49' wide 12 Tendons @42.5' wid e 3.1 ADAPT selected 3.2 ADAPT selected 32 4 - TENDON PROFILE 4.l Datum Line 4.2 CGS Distance A[in] 3.502.2.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 350 1.25 3.5.2.50 4.3 Force A [22.5 ldp2.5 kips[ 122.5 kips) [22.5 kips] [22.5 kips[ 122.5 klps] [22.5 kips[ [22.5 kips] 122.5 kips] [22.5 kips[ [22.5 kips) [22.5 kips[ 122.5 kips] [22.5 1I2[5 kips) (22.5k x 63')/(3'x 26.8k/Tendon) ==> 18 Tendons (22.5k x 62')/(3'x 26.8k/Tendon) ==> 18 Tendons 4.6 CGS Distance BLin] (22.5k x 52.33')/(3'x 26.8k(Tendon) => 15 Tendons 4.7 Force B (22.5k x 51')/(3'x 26.8k)Tendon) => 15 Tendons (22.5k x 49)1(3' x 26.8k)Tendon) => 14 Tendons 4.10 CGS Distance C[in] (22.5k x 42.5')/(3'x 26.8k/Tendon) => 12 Tendons 4.11 Force C -see hand caics NOTE: Mild steel reinforcement per calculations that follow, not under top and bottom rebar ,. that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that - BOTTOM REBAR follow are more precise: 5 1 ADAPT selected ( 1#4X91 1#4x9'() 1#4X91l 1 & #4X91) 1#4x 9'I9) 1#4X91') 1#4x9'() 1#4X91' 1#4X9i) 1p4Xg'() 1#4X91'3) 1#4X91 1*5w4X6'6 .. . 4- .-. -. . . .. .--- 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS - op Bars maxJ.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.35 0.36 0.36 0.36 o 6.1 T inj 02C 111 irirrrii required provided . I 111111Y YiiiY ~1 lilii~ 11111Y Yii~Y 'I I iiT 1111~ - 11 V~ L 11111 1 Y1111~~ W_ ul) 0'4( t 6.2 Bottom Bars ii mao.ts 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] 7.2 User-selected . Bar Size # Legs: 7.3 Required area [1n2/ft] o.- 0. 0. 0. 0. 0. 0. 0. 0. 0. . 0. 0. 0. 0. 0. 0. 1 8 -LEGEND -i Stressing End -I Dead End 9- DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/lBC (2012) f'5 = 5000 psi f, = 60 ksi (longitudinal) f = 60 ksi (shear) fp.= 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNERS NOTES 4 4 Hope-Amundson 216003.00 Calculation by MDH SD - 39 • ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012 Date: "07-08 -2016" Time: "11:46 File: Typical Slab Section-fixed 1 -PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: Typical Slab Section-fixed 1.2 Load Case: Envelope MEMBER ELEVATION 7' 2- .00 18.00918.00018.00ki 1 P cation: 18 Tendons @ 63' wide 18 Tendons@ 62' wide 3 - TOP REBAR : 15 tendons@ 52.33' wide 15 Tendons @51' wide . . 14 Tendons @ 49' wide 12 Tendons @ 42.5' wide 3.1 ADAPT selected 3.2 ADAPT selected ::T::7oF1 4.2 CGS Distance A[in] 3.5.2.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.5.2M.50 4.3 Force A [22.5 k1p2.5 kips] 122.5 kips] [22.5 kips[ 122.5 klps[ [22.5 kips] 122.5 klps] [22.5 klpsj [22.5 kips] [22.5 kips[ [22.5 kips] [22.5 kips[ [22.5 kips] 122.5 i4D2[5 kips] (22.5k x 63')/(3'x 26.8k(Tendon) => 18 Tendons (22.5k x 62')/(3'x 26.8k(Fendon) ==> 18 Tendons 4.6 CGS Distance B[in] . (22.5k x 52.33')/(3'x 26.8k/Tendon) => 15 Tendons 4.7 Force B . (22.5k x 51)1(3' x 26.8k[Fendon) => 15 Tendons • . . (22.5k x 49')/(3'x 26.8k[Fendon) => 14 Tendons (22.5k x 42.5')/(3'x 26.8k/Tendon) ==> 12 Tendons 4.10 CGS Distance C[in] - ca hand cal see Cs es Force C . NOTE: Mild steel reinforcement per calculations that follow, not under top and bottom rebar . that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that - ,BOTTOM REBAR follow are more precise. 5.1 ADAPT selected 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS . 6.1 Top Bars OAC . • max.36 0.36 0.36. 036 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 - i 0 . required provided ii _yW 6.2 Bottom Bars . ma0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36. 0.36 0.36 0.36 0.36. 0.36 0.36 7 - SHEAR STIRRUPS . . . . 7.1 ADAPT selected. . Bar Size #3 Legs: 2 Spacing [in] . . 7.2 User-selected . Bar Size # Legs: 1.2 7.3 Required area . 0 - FT, .[in2/tt] • o.*- • . . - 0.0 0. 0. 0. 0. 0. 0. 0. - 0. 0. 0. 0. 0. 0. 8 -,LEGEND -i Stressing End -I Dead End 9 - DESIGN PARAMETERS . 9.1 Code: American AC1318(2011)/lBC(2012) f' = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f 5.= 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: DO- - - DESIGNER'S NOTES - • f1Parameter .. '.Value. ,. Parameter E Value :t Concrete Fy (Main bars) 60.00 ksi Fc for BEAMS/SLABS 5000.00 psi Fy (Shear reinforcement) 60.00 ksi Fci for BEAMS/SLABS .. 3000.00 psi Minimum Cover at TOP 1.25 in For COLUMNS/WALLS 5000.00 psi. . Minimum Cover at BOTTOM 1.00 in Ec for BEAMS/SLABS 4031.00 ksi . Post-tensioning For COLUMNS/WALLS 4031.00 ksi SYSTEM UNBONDED CREEP factor 2.65 Fpu 270.00 ksi CONCRETE WEIGHT NORMAL Fse. 175.17 ksi UNIT WEIGHT 150.00 pcf Strand area . 0.153in2 Tension stress limits/ (f'c)1/2 Mm CGS from TOP 1.50 in At Top 6.000 Mm CGS from BOT for interior spans 1.25 in At Bottom 6.000 Mm CGS from BOT for exterior spans 2.25 in Compression stress limits / fc Mm average precompression 200.00 psi At all locations 0.450 Max spacing / slab depth 8.00 Tension stress limits (initial) / (f'c)1/2 Analysis and design options At Top 3.000 Structural system ONE-WAY At Bottom . 3.000 Moment of Inertia over support is NOT INCREASED Compression stress limits (initial) / ft Moments reduced to face of support YES At all locations 0.600 Moment Redistribution YES Reinforcement DESIGN CODE SELECTED American-AC1318 (201 1)/IBC 2012 !P Form Length Width :.DepthTF.Width 'TF.,, Thick BF/MF Width BF/MF: Thick Rh .Right, MuIt Left MulL - - ft in in in in. in in .in 1 _1_ 12.00 36.00 5.00 5.00 0.50 0.50 2 _1_ 18.00 36.00 .5.00 5.00 0.50 0.50 3 _1_ 18.00 36.00 5.00 . . 5.00 1 0.50 0.50 4 _1_ 18.00 36.00 5.00 5.00 0.50 0.50 5 1 18.00 36.00 5.00 5.00 0.50 0.50 6 _1_ 18.00 36.00 5.00 5.00 0.50 0.50 7 _1_ 18.00 36.00 5.00 . 5.00 0.50 0.50 8 _1_ 18.00 36.00 5.00 5.00 0.50 0.50 9 _1_ 18.00 36.00 5.00 5.00 1 0.50 0.50 10 1 18.00 36.00 5.00 •5.00 0.50 0.50 11 _1_ 18.00 36.00 5.00 5.00 0.50 0.50 12 _1_ 18.00 36.00 5.00 . 5.00 0.50 0.50 13 _1_ 18.00 36.00 5.00 5.00 0.50 0.50 14 1_118.001 36.00 5.00 5.00 0.50 0.50 15 _1_113.001 36.00 5.00 • 5.00 0.50 0.50 2-INPUT GEOMETRY 2.1 Principal Span Data of Uniform Spans Hope-Amundson 216003.00 Calculation by MDH SD-40 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section .pinned Date of Generation: Tuesday, July 12, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN. PARAMETERS 2.7 Support Width and Column Data Joint Support Width Length LC B(DIA.) LC D LC 4%LC CBCLC Length B(DIA;) UC D UC1 CBCUC in ft in in ft in in 1 14.0 2.5 36.0 14.0 100 (2) 2 14.0 2.5 36.0 14.0 100 (2) 3 14.0 2.5 36.0 14.0 100 (2) 4 14.0 2.5 36.0 14.0 100 (2) 5 14.0 2.5 36.0 14.0 100 (2) 14.0 2.5 36.0 14.0 100 (2) 7 14.0. 2.5 36.0 14.0 1 100 (2) w email: SupportAdáptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel:. (6.50) 306-2400 Fax (650) 364-2401 1 • . - 3- INPUT APPLIED LOADING 3.1 Loading As Appears in Users Input Screen Hope-Amundson 21 6003.00 Calculation by MDH SD - 41 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 8 14.0 2.5 36.0 14.0 100 (2) 9 14.0 2.5 36.0 14.0 100 (2) 10 14.0 2.5 36.0 14.0 100 (2) 11 14.0 2.5 36.0 14.0 100 (2) 12 14.0 2.5 36.0 14.0 100 (2) 2.5 36.0 14.0 100 (2) 13ff14. 14 2.5 36.0 14.0 _1 0 _ (2) 15 2.5 36.0 14.0 16 NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W. = 150.0 pcf NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.2_ Compiled _loads 1 ;Span. Class Type P1 F ;'M - , B: 'C 4 ' Reduction Factor k/ft k/ft k k-ft ft ft ft % I LL U 0.120 0.000 1 SDL U 0.018 I SW U 0.188 _______ 2 LL U 0.120 0.000 w. 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 2 Hope-Amundson 21600300 Calculation by MDH Project Name 21600300 Lego Land PS Specific Title Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 Is's sssI _ --- Span 'Area;..,. l :?t.:Y:: in2 1n4 in in. I 18000 0.38E+03 2.50 2.50 2 180.00 0.38E+03 2.50 2.50 3 - 180.00 0.38E+03 2.50. 2.50 4 180.00 0.38E+03 2.50 2.50 5 180.00 0.38E+03 2.50 2.50 6 180.00 0.38E+03 2.50 2.50 7 180.00 0.38E+03 2.50 2.50 8 180.00 0.38E+03- 2.50 25O 9 180.00 0.38E+03 2.50 2.50 10 • 180.00 0.38E+03 2.50 2.50 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) 3642401 3 / 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers Hope-Amundson 216003 00 Calculation by MDH SD -43 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section_Pinned File Name Typical Roof Slab Section_pinned Date of Generation Tuesday July 12 2016 11 180.00 0.38E+03 2.50 2.50 12 180.00 0.38E+03 2.50 2.50 13 180.00 0.38E+03 2.50 2.50 14 180.00 0.38E+03 2.50 2.50 15 180.00 0.38E+03' 2.50 2:50 I - 5- MOMENTS, SHEARS AND REACTIONS . . '. 5.1 Span Moments and Shears Excluding Live Load) .:Span. Load-Case .:'Moment". Left Momènt Midspan .Moméht. rRights . 1$h'ear Left 'i" . Shear.. ' Right k-ft kft k-ft k k 1 SW 0.00 ' 1.21 -4.33 -0:76 .1.49 2 SW -4.33 2.80 -5.26 -164 1.74 -3 sw -5.26' 2.46 -5.01 -1.70 ' '1.67 4 SW -5.01 2.55 -5.07 -1.68 1.69 5 sw . -5.07 2.53 ' 75.06 -1.69 1.69 6 SW' ' -5.06 . 2.54 -5.06 -1.69 .1.69 7 sw ' -5.06 2.53 ' -5.06 -1.69 1.69 8 . SW' -5.06 2.53 ' -5.06 ' -1.69 1.69 9 ' SW -5.06 ' . 2.53 ' -5.06 -1.69 1.69 '10' SW -5.06 2.54 -5.06 -1.69 ' 1.69 ii , sw -5.06 '2.53 , -5.07 ' -1.69. 1.69 12 ' sw -5.07 2.55 -5.02 ' -1.69 ' 1.68 13 ' 'sw -5.02 2.49 '-5.19 -1.68 1.70 14 SW___' -5.19 2.72 .4.56 ' ' -1.72 . 1.65 15 ' SW -4.56 1.68 . 0.00 -1.57 ' 0.87 I . SDL 0.00 0.12 -0.42 ' -0.07 0:14 2. SDL -0.42 0.27 -0.50 -0.16' 0.17 3 . ' SDL -0.50 0.24 -0.48 -0.16 ' 0.16 4 SDL ' -0.48 0.25 .-0.49 -0.16 0.16 .5 SDL -0.49 . '0.24 -0.49 ' -0.16.. .0.16 6 SDL -0.49 0.24 . -0.49 '-0.16 0.16 7 SDL -0.49 . 0.24. -0.49 --0A6 .0.16 8 SDL -0.49 -0.24 - -0.49 -0.16 0.16 9 . SDL -0.49 0.24. -0.49 -0.16 0.16 10 SDL - -0.49 0.24 . -0.49 -0.16 0.16. 11 SDL ' -0.49 0.24' -0.49 . -0.16 . 0.16 12 SDL . -0.49 ' 0.24 . ' -0.48 -0.16 0.16 13 - SDL. -0.48 0.24: -0.50 -0.16 0.16 14 SDL -0.50 0.26 -0.44 -0.17 . 0.16 15 SDL -0.44 0.16 ' 0.00 -0.15. ' 0.08 1 - XL 0.00 0.00 0.00 0.00 - 0.00 2- XL. 0.00 0.00 0.00 0.00 0.00 3 __. XL 0.00 .0.00' 0.00 . 0.00 0.00 4 XL - 0.00 0.00 0.00 0-00 0.00 5 XL 0.00 -0.00 0.00 0.00 0.00 6.- XL 0.00 0.00 -0.00 '. 0.00' 0.00 7_' XL. 0.00 0.00 0.00 0.00 0.00 8 XL ' 0.00 0.00 0.00 0.00 0.00 .9 XL 0.00 0.00. 0.00 ' 0.00 0.00 10 'XL' 0.00 0.00 0.00 0.00- 0.00 11 XL 0.00 ' 0.00 0.00 ' 0.00 - ' 0.00 12 XL 0.00 - 0.00 0.00 - 0.00' 0.00 13 'XL 0.00 0.00 . 0.00 0.00 0.00 14 XL 0.00 0.00 - 0.00 0.00 0.00 15 XL 0.00 - 0.00 '0.00 0.00 1 0.00' .- ... -:. ' email: Support@Adaptsoft.com website: http://www.Adaptsoft.com - 1733 Woodside Road, Suite 220, Redwood City, California, 9406,1, USA, Tel: (650) 306-2400 Fax (650) 364-2401 - - 4 Hope-Amundson 21600300 Calculation by MDH SD -44 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12; 2016 52 Reactions and Column Moments (Excluding Live Load) .. . . . Lbàd Case .;.Reaátiôn .: Moment : .Lower Coiunin .: Moment.. Upper,Colurrn k . k-ft k-ft I SW 0.76 0.00 . 0.00 2 . SW 3.12 0.00 0.00 3 sw 3.44 0.00 . . 0.00 4 sw 3.36 . 0.00 0.00 5 . sw 3.38 . 0.00 : 0.00 6 SW 3.37 : 0.00 0.00 7 SW 3.38 0.00 . 0.00 8. SW 3.37 0.00 . 0.00 9 . . SW . 3.37. 0.00 0.00 10 . . SW. . 3.38 . . 0.00 . . 0.00 11 SW . 337 0.00 0.00 .12 SW 3.38 0.00 0.00 13 SW 3.36 . 0.00 0.00 14 sw 3.42 0.00 0.00 15. . SW 3.22 . 0.00 . . 0.00 16 SW 0.87 0.00 0.00 1 SDL . . 0.07 . . 0.00 . 0.00 2 SDL . 0.30 0.00 . 0.00 3 SDL : 0.33 . 0.00. . 0.00. 4 SDL 0.32 0.00 0.00 5 SDL 0.32 . 0.00 . 0.00 6 SDL . 0.32 :0.00 . ..0.00 7 .SOL 0.32 0.00 0.00 8 SDL 0.32 .0.00 0.00. 9 SDL 0.32_. .0.00 _. 0.00 10 .SDL. 0.32 _. 0.00 0.00 11 SDL 0.32 .0.00 .0.00 12 .SDL ..0.32 _. 0.00__. .0.00 13 .SDL 0.32 0.00 .0.00 14. SDL ...0.33 0.00 o.00 15 SDL 0.31 0.00 000 16 . .SDL _: 0.08 . .0.00 .0.00 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 • . o:oo 6 XL 0.00 0.00 0.00 7 . XL . . 0.00 • . 0.00 0.00 8 . . XL • 0.00 o.00 000 9 XL . 0.00 0:00 0.00 10 .. XL 0.00 0.00 ..0.00 11 XL . 0.00 • . . 0.00 0.00 12 XL 0.00 0.00 . .. 0.00 13 • XL 0.00 0.00 0.00 • 14 • XL ..0.00 .•0.00 _: 0.00 15 • XL 0.00 0.00 0.00 .16 XL 0.00 0.00. 0.00_. 14 -4.18 -1.18 2.95 15 -3.51 -0.51 2.28 5.4 Reactions and Column Moments (Live Load) Hope-Amundson 216003.00 Calculation by; MDH' SD - 45 Project Name: 21600300 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 5.3_ Span Moments and Shears (Live Load) Span' - Moment Left Max Moment Left Mint ,MOrnent Midspan Max Moment. Midspan Mm "'."'Moment Right Max Right Mm Moment"'Shear Left.. `--'Shears, Right k-ft k-ft k-ft k-ft k-ft k-ft k k I 0.00 0.00 2.03 -1.25 -3.38 -0.27 -0.70 1.00 .2 -3.38 -0.27 2.92 -1.12 -4.16 . -1.24 -1.19 1.22 3 -4.16 . -1.24 3.11 -1.53 -4.28 . -1.01 -1.25 1.25 4 -4.28 -1.01 3.22 -1.58 -4.34 -1.07 -1.26 1.26 5 -4.34 -1.07 3.23 -1.61 -4.32 -1.07 -1.26 1.26 6 -4.32 -1.07 3.24 -1.62 -4.32 -1.08 -1.26 1.26 7 -4.32 -1.08 3.24 -1.62 -4.32 -1.08 -1.26 1.26 8 -4.32 -1.08 3.24 -1.62 -4.32 -1.08 -1.26 1.26 9 -4.32 -1.08 3.24 -1.62 -4.32 -1.08 -1.26 1.26 10 -4.32 -1.08 3.24 -1.62 -4.32 -1.08 . -1.26 1.26. 11 -4.32 -1.08 3.23 -1.61 -4.33 -1.07 -1.26 1.26 12 -4.33 -1.07 3.22 -1.59 -4.29 -1.02 -1.26 1.26 13 -4.29 -1.02 3.13 -1.54 -4.18 -1.18 -1.25 1.25 -1.21 -3.51 -0.51 -1.22 . 1.20 -1.21 0.00 0.00 -1.05 0.74 9 SW -4.11. 2.53 -4.11 .. 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)36,4-2401 6 Span Load Case 'Moment .Left.. '.': Moment "Midspan -Moment Riht k-ft k-ft k-ft I SW 0.41 1.21 -3.49 2 SW -3.40 2.80 -4.27 3. sw -4.30 2.46 -4.06 4 sw -4.06 2.55 -4.12 5 sw -4.12 2.53 -4.10 6 sw -4.10 2.54 -4.11 7. sw -411 2.53 -4.11 8 SW -4.11' 2.53 -4.11 6 - MOMENTS REDUCED TO FACE OF SUPPORT 6.1_ Reduced Moments at Face of Support (ExcludinL Live Load) Joint. 'Reaation; Max . Reaction Min- . Moment. Lower. Column Max Moment Lower Column Mm ' , Mment ' Upper Column.Max .Moment Upper Columñ'Min k k k-ft k-ft k-ft k-ft 1 0.70 -0.21 0.00 0.00 0.00 0.00 2 2.20 0.65 0.00 0.00 0.00 0.00 3. 2.47 0.95 0.00 0.00 0.00 0.00 4 2.51 0.88 0.00 0.00 0.00 0.00 5 2.53 0.90 0.00 0.00 0.00 0.00 6 2.52 0.90 0.00 0.00 0.00 0.00 7 2.52 0.90 0.00 0.00 0.00 0.00 8 2.52 0.90 0.00 0.00 0.00 0.00 9 2.52 0.90 0.00 0.00 0.00 0.00 10 2.52 0.90 0.00 0.00 0.00 0.00 11 2.52 0.90 0.00 0.00 0.00 0.00 12 2.52 0.90 0.00 0.00 0.00 0.00 13 2.51 0.88 0.00 0.00. 0.00 . 0.00 14 2.47 0.93 0.00 0.00 0.00 0.00 15 2.25 0.74 0.00 0.00 0.00 0.00 16 '0.74 -0.19 0.00 0.00 0.00 0.00 - Hope-Amundson 216003 00 Calculation by MDH SD -46: Prject Name 216003.00 Lego Land PS Spècific'Title:'Typical Roof Slab Section_Pinndd File:Narne: Typical Roof Slab Section_pinned Date ofGeneration: Tuesday, July 12, 2016 ' •' 10 SW. -4.11 2.54 4.10 11 SW' -4.11 ' 2.53 -4.12 12 SW -4.12 2.55 -4.07 _1 SW -4.08 2.48 -4.24 14 'SW -4:22 ' 2.72 -3.63 15 SW ' -3.67' 1.68' . 0.47 1. SDL 0.04 0.12 -0:34 2 .SDL -0.33 0.27 . -0.41 3 . SDL -0.41 , .. '0.24 -0.39 4 SDL -0.39 ' 025 ' -0.40 5 .SDL -0.40 0.24 ' -0.39 6 SDL -0.39 . 0.24 -0.39 7 ' SDL' -0.39 ' 0.24 -039 8. SDL -0.39 . 0.24 -0.39. 9 SDL -0.39 0.24 -0.39 10 SDL . '-0.39 . 0.24 -0.39 11 'SDL 70.39 . 0.24 ' -0.40 12' SDL ' -0.39 ' ' 0.24 -0.39 13 SDL -0.39 0.24 '-0.41 14 SDL -0.41 0.26 -0.35 15 SDL -0.35 0.16 0.05 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 5 XL '0.00_' 0.00 0.00 - 0.00• 6 6 ' XL ' 0.00 0.00 _. 0.00 7 ' XL 0.00 0.00 0.00 8 XL ' .0.00 0.00' 0.00 ''9 . 'XL , 0.00' 0.00 ' 0.00 10 XL'. 0.00 0.00' 0.00 11 XL " 0.00 0.00 0.00 12 ' XL 0.00 . . 0.00 0.00 .13 XL . . 0.00 '. ' 0.00 '0.00 .14 XL 0.00 0.00 0.00 15. XL 0.00. 0.00 , 0.00 6.2 Reduced Moments at Face of Support (Live Load) Span Moment Left Max' ' Moment Left Mn Mothet. Midspan :Mbment, Midsp an Mm .Momnt'"Moment Right Max Right Mm k'-ft . k-ft . k-ft ' k-ft ' , . k-ft. k-ft 1 ' -0.12 ' ' ' -0.39 2.03 ' -1.25 . -2.81 ' 0.14 '2 -2.70 -0.32 2.92 ' -1.13 -3.47 -0.79 3 -345 : -0.73 3.11 ' -1.53 • -3.57 -0.61 -3.56 -0.51 ' 3.22 . -1.58. . -3.62 -0.58 5 . -3.62 ' -0.56 3.23 -1.61' -3.60 ' -0.57. 6 -3.61' -0.57 3.24 :1.62 -3.60 -0.57 7 -3.60 . -0.58 3.24' -1.62 ' -3.60 -0.57 8 -3.60 -0.57 ' 3.24 -1.62 ' -3.60 -0.57 - 9 : -3.60 " . -0.57 . 3.24 ' -1.62 ' ' '-3.60 . -0.58 _IQ_ -3.60 -0.57 . 3.24 -1.62' -3.60 -0.57 _1_ -3.60 -0.57 . 3.23 ' -1.61 -3.62 12. -3.62 ' -0.58 ' 3.22 -1.59 -3.58 ' -0.52 _1_ -3.58 -0.61 3.13 ' -1.54 -3.47 -0.67 14 -3.48 . -0.76 2.95 ' -1.21 , -2.83 -0.55 15 -2.91 . .-0.05 12.28 -1.21 -0.11 0.41 email: SupportAdaptsoft.com websité: http://www.Adaptsoft.com 1733 Woodside- Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 - . ' S ' HoDe-Amundson 216003.00 . Calculation by MDH ' SD 47, Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 S i- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 7.1 Tendon Profile . 1TendonA .' .. 4 .Span. Type X1IL X2/L.. fX3/L.j I 1_ 0.100 0.500 0.100 2 1 0.100 0.500 0.100 3 _1_ 0.100 0.500 0.100 4 _1_ 0.100 0.500 0.100 - 5 1 0.100 0.500 0.100 - 6 1 0.100 0.500 0.100 - 7 1 1 0.100 0.500 0.100 8 1 0.100 0.500 0.100 9 _1_ 0.100. 0.500 0.100 10 1 0.100 0.500 0.100 11 _1_ 0.100 0.500 0.100 12 1 0.100 1 0.500 1 0.100 - 13 1.1 0.100 0.500 0.100 14 1 0.100 0.500 0.100 - 15 1_1_ 0.100 0.500 0.100 7.2 Selected Post-Tensioning Forces and Tendon Drape ITendonA . Span' Force': 'CGS-Left CGSC1. CGS C2 CGSRight P/A. ,.:Wbalf WBal(%DL) k in in in in psi k/- 1 36.000 3.50 - 2.25 3.50 200.00 0.208 101 2 36.000 3.50 - 1.25 3.50 200.00 0.167 81 3 36.000 .3.50 1.25 200.00 . 0.167 81 4 36.000 3.50 - _1 3.50 200.00 0.167 81 5 36.000 3.50 .- _1.25 3.50 200.00 . 0.167 81 6 36.000 . 3.50 -- _1 3.50 200.00 0.167 81 7 36.000 3.50 . -. _1 3.50 200.00 0.167 81 8 36.000 3.50 - . _1 3.50 200.00 0.167 81 9 36.000 3.50 _1 3.50 200.00 . 0.167 81 10 1 36.000 3.50 - _1 3.50 200.00 .0.167 81 11 36.000 3.50. _1 3.50 200.00 0.167 81 12 36.000 3.50 _1 3.50 200.00 .0.167 . 81 13 36.000 3.50 - . _1 3.50 200.00 10167 81 14 36.000 3.50 - _1.25 3.50 200.00 . 0.167 . 81 15 36.000 3.50 2.25 3.50 200.00 0.178 86 All Tendons . . Jr . .Span Foràe Total P/M jotal,WBal %DL) k psi 1 36 200 101 2 36 200 81 3 36 200 . 81 4 36 200 81 5 36 200 81 6 36 200 81 36. 200 81 8 36 200 81 9 36 200 81 10 36 200 81 11 36 200 81 12 36 200 81 13 . 36 200 81 14 36 200 81 15 36 200 86 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 8 .Span.. Left Top 'Màx-T.1 Left' Top Max-C. Left Bot :MaT Bot ,.- Max-C LeftCenter: Top Mx-T Center, Top Max-C'' Center. Bot Max-T. Center, Bot Max-C. 'Right,' Top Màx-T ' 'Right.; Top 'Ma-C. Right* Bot ,'Max-T "Right Bot Mai-'&i psi psi psi psi psi psi psi psi. psi ' psi psi psi I ' • -493.46 93.46 --- -- 412.48 12.48 -249.54 97.54 -139.14 -497.54 2 74.52 -115.70 -474.52 - -435.56 35.56 -287.94 122.46 -92.13 -522.46 3 120.62 -97.48 -520.62 - -456.02 56.02 -315.27 133.54 -103.03 -533.54 4 133.24 -110.95 -533.24 -- -463.35 63.35 -320.76 136.74 -105.98 -536.74 5 136.79 -107.70 -464.81 64.81 -322.73 135.85 -106.90 -. 6 135.96 -106.76 ---- -465.34 65.34 -323.12 135.67 -106.68 7 135.66 -106.54 -536.79 -535.66 ---- -465.45 65.45 -323.26 135.63 -106.61 -535.85 8 ' 135.64 -106.56 -535.96 ---- -465.48 65.48 -323.28 135.64 -106.57 -535.67 -535.63 9 135.63 -106.59 -535.64 -535.63 -- -465.47 65.47 -323.25 135.65 -106.55 -535.64 ' 535.65 Envelope of Service 2 Hope-Amundson 216003.00 Calculation byMDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 • Approximate weight of strand: 180.9 LB 7.4 Required Minimum Post-Tensioning Forces Based on Stress Conditions Based on Minimum P/A :`Type . 'Left. : Center : Right. •,,,,Left . Center ' ;Right SD-48: __ k k k k k k 1 0.00 0.00 .8.88 36.00 36.00 36.00 2 _7.3_ 4.46 15.49 36.00 36.00 36.00 3 _15.4_ 3.55 15.40 36.00 36.00 36.00 4 15.35 4.92 15.86 36.00 36.00 36.00 5 1I15.ii 4.85 15.73 1 36.00° 36.00 36.00 6 15.74 4.95 15.74 36.00 36.00 36.00 7 15.74 4.95 15.73 36.00 36.00 36.00 8 15.73 4.95 15.73 36.00 36.00 36.00 9 15.73 4.95 ° 15.74 36.00 36.00 36.00 10 15.74. 4.95 15.74 36.00 1 36.00 36.00 11 15.75 4.88 15.83 36.00 36.00 ° 36.00 12 1 15.82 4.88 15.55 36.00 36.00 36.00 13 15.57 3.90 15.16 36.00 36.00 36.00 14 . 15.23 4.05 9.87 36.00 36.00 36.00 15 10.91 0.00 0.00 36.00 36.00 36.00 7.5 Service Stresses (tension shown positive) EnveloDe of Service 1 Span: ,'Left Top Left'. Top 'MàxC' Left Bot Mx-T' .Left 'Bot - .Max-C. Center Top Max-T Center Top 'Max-C' Center, Bot Ma-T Center, Bo! -4 Ma-C 'Right Top 'Max-T. ,Right ' Top 4Mx-C. ,Right Bot 'Ma-T Right Bot 'Ma-C' .psi psi psi psi psi psi 'psi psi psi psi psi psi I 62.54 - - -250.44 - -149.56 - -127.66 -272.34 2 -462.54 -141.68 - -202.06 - -197.94 -155.14 -244.86 3 -155.52 -207.33 :1!! -151.86 4' -151.76 -258.32 -205.92 :1&8 -152.72 -247.28 5 -244.48 - -206.29 - -193.71 __ - -152.55 6 -152.50 - -206.20 - -193.80 - -152.60 7 -206.22 - -193.78 -- -152.57 '8 -248.24 - -206.21 - -193.79 - -152.56 -248.14 -247.44 9 -206.23 - -193.77 - 10 -152.81 • -152.60 -247.19 - -206.15 -193.85 - -247.45 11 -152.61 -152.39 -247.50 -247.39 -247.43 -247.40 - -206.47 - -193.53 -- V61. -247.40 -247.43 .'-247.39 12 -152.56 -152.57 -247.44 --- -205.29 - -194.71 -247.59 13 -• -150.41 -247.61 - ' -209.67 ---- -190.33 - -246.76 14 ' -153.15 -246.85 -249.59 - -193.32 -206.68 -- -249.86 -238.41 15 -160.53 -110.35 -239.47 -289.65 ---- -289.88 - -110.12 - -469.74 -281.20 69.74 ° 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 - 9 Note Moments are reported at face of support 8- FACTORED MOMENTS ANDREACTIONSENVELOPE 8.1 _Factored Design Moments (NotRedistribuited) Alm Span Léft . 'L'eft', . 'Middle' 4 .' 'Middle .' "4 Right'" Right Max -Min .. (Max Mm Max k-ft k-ft k-ft k-ft k-ft k-ft 1 . 0.34 1.17 4.89 ' -0.35 -9.00 -2.74 Hope-Amundson 216003 00 Calculation by MDH SD-49' Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned pate of Generation: Tuesday, July 12, 2016 10 135.67 -106.67 -535.67 - 465.31, 65.31. -323.20 135.99 -106.58 7535.99 11 136.01 -106.69 .--- -465.12 65.12 -322.60 .136:16 -108.04 12 136.12 -106.71 -536.12 .-- -462.91 62.91 -321.88 136.13 -108.63 3 136.06 -101:86 -536.01 -536.06 --- -460.22 60.22 -313.62 1.15.74 -108.25 -536.16 _14 118.07 -99.83 -. -. - -429.38 29.38 -303.60 107.20 -74.68 --536.13 -515.74 15 122.78 -106.47 -518.07 -522.78 -__- 1-472.451,72.45 -206.59 - -50270 --507.20 102.70 . 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments and Shears Span' MOment"Left; Moment Center Moment Right.' 'Shéãr L'eft' Shear. Right k-ft k-ft k-ft . k' ' k 1 2.83 -0.70 2.92 -0.01 ' -0.01 2 3.00 -3.05 4.12 -0.07 ' -0.07' 3 4.15 -2.61 3.85 ' 0.02 0.02 4 3.84 -2.73 3.92 ' 0.00 0.00 5 3.93 -2.69 3.90 . 0.00 . 0.00 6 3.90 ' .. -2.70 3.91 . ' 0.00 0.00 7 3.91 -2.70 ' 3.91 0.00 ' 0.00 8 . 3.91 ' -2.70 ' 3.91 0.00 0.00 9 3.91 -2.70 3.91 0.00 0.00' 10. 3.91 -2.70 ' '3.90 0.00 0.00 11 . 3.90 . -2.69' 3.93 0.00 0.00 12 3.92 . . -2.73 3.84 0.01 0.01 13 . 3.85 -2.60 • 4.16 ' '-0.02 . -0.02 .14 ' 4.13 -3.06 2.96 0.07 0.07 15 2.91 -0.72 2.85 0.00 0.00 Reactions and Column Moments Joint4 Reaction ,Moment. Lower Clumn Moment Upper ' i Column k ' k-ft k-ft.. 1 0.009 0.000 0.000 2 0.058 . ' 0.000 0.000 3 -0.084 0.000 0.000 4 . 0.023 0.000' .0.000 5 -0.006 ' 0.000 0.000 6 . 0.002 0.000 0.000 7 0.000 0.000 0.000 8 . 0.000 0.000 0.000 9 ' 0.000 0.000 0.000 10 0.000 0.000 . 0.000 11 0.002 0.000 ' 0.000 12 .-0.006 0.000 ' 0.000 13 ..0.024 .0.000 0.000 14 -0.088 0.000 0.000 15 0.065 0.000 0.000 16 0.005 0.000 0.000 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 10 . . 4 HbpeArnuhdson 21600300 Calculation by MDH - SD - 50 - ... Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned . . File Name: Typical Roof Slab Section_pinned Dateof Generation: Tuesday; July 12, 2016 : 2 -8.66 -2.63 9.06 2.59 -9.91 -222 3 -9.88 -2.21 9.35 1.93 -10.06 -2.32 4 -10.05 -2.32 9.53 ... 1.85 -10.14 -2.29 5 -10.14 -2.29 9.55 1.80 -10.12 -2.30. 6 -10.12 . -2.30 9.57 1.80 -10.12 -2.29 7 -10.12 -2.29 9.57 1.79 -10.12 -2.30 8 -10.12 -2.30 9.57 1.79 40.12 -2.30 9 -10.12 -2.30 9.57 1.79 -10.12. -2.29 10 . -10.12 . -2.29 9.57 _1.80 -10.12 -2.30 1.1 -10.12 . -2.30 . 9.56 -'1.80 -10:13 -2.28 12 -10.13 -2.29 . 9.53 1.83 -10.10 -2.34 13 - -10.10 2.33 9.43 .1.95. -9.81. -2.15 14 -9.85 -2.16 .8.98 2.32 -9.19 -2.85 .15 -9.44 -2.94 . 5.89 0.31 . 0.39 1.29 I . .• .. .- •:' .. 8.2 Reactions and Column Moments . . . ;,Joint-.. " )Reactioh Max Réáätion . Min ,, 'Moment ower ± Column_Max Mornent Loier Column_Mm eMoment•. .4.,Uper Column_Max ntVI '. Uppr Column_ Mm k . .k kft k-ft k-ft .k-ft I 2.13 0.63 0.00 0.00 0.00 0.00 2 . 7.67_. 2.60__. .0.00 0.00 0.00 0.00 3 8.39 2.72 0.00 0.00 - 0.00 _. 0.00 4_- 8.45 2.76. 0.00 0.00 0.00 :0.00. 5 8.48 2.75 0.00 0.00 _- 0.00 0.00 6 8.47 2.75 . -0.00 0.00 0.00' 0.00 7 8.47 2.75 0.00 _. 0.00 0.00 0.00 8 8.47 2.75 _: 0.00 .0.00 __- 0.00- 0.00 9 8.47 .2.75 -0.00 .0.00 -0.00 0.00 10 -8.47 215 0.00 0.00 0.00 0.00 11 8.47 2.75 0.00 0.00 .0.00 0.00 12 8.48 -.2.75 0.00 .0.00 0.00 •. 0.00 13 8.46 2.76 0.00 0.00_. 0.00 0.00 14 8.37 2.70 _: 0.00 .0.00 0.00 0.00 15 7.91 . 2.69 0.00 -0.00 .0.00 0.00 16 2.33 0.71 .0.00 0.00 0.00 • 0.00 ''1 - • H 8.3 Secondary Moments . -. .Span -Left. _ Midpan.-. sRight. k-ft k-ft k-ft 1 .0:01 0.05.. 0.10 2 0.14 0.70 1.26 3 ..1.29 .1.14 • 0.99 4 _0.98 1.02. 1.06 5 1.07 _1.06 1.05 6 1.04 .1.05 1.05 7 1.05 - _1.05 -1.05 8 _1.05 1.05 . 1.05 9 _1.05 .1.05 . 1.05 10 _1.05 1.05 1.04 11 1.05 -• 1.06 1.07 12 - 1.07 .1.02 0.98 .13 0.99 1.15 1.30 14 1.27 0.69 0.10 15 0.06 . . 0.03 0.00 -I email: Support@Adaptsoft.com website: http:llwww.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 11 .. . Hope-Amundson 216003.00 Calculation by MDH ISD -51 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned, File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 8.4 Factored Design Moments (Redistributed' V Span,, ?:' Left;' .1Mm" [ Middles Mai - Left"' 'Middle Min' . Max ,Right. .;Redist Coef.'Left Redistç Coèf Right k-ft k-ft k-ft k-ft k-ft k-ft 1 1.20 0.37 5.13 0.55 -7.36. -2.24 0.00 20.00 2 -7.25 -2.22 10.21 3.46 -8.02 -1.79 16.87 20.00 3 -8.00 -1.79 10.51 3.63 -8.13. -1.88 19.76 19.90 4 -8.13 -1.87 10.62 3.60 -8.20 . -1.85 19.94 20.00 5 -8.20 -1.85 10.70 3.61 -8.18 -1.86 20.00 19.98 6 -8.18. -1.86 10.72 3.61 -8.17 -1.85 20.00 20.00 7 -8.17 -1.85 10.73 3.61 -8.17 -1.85 20.00 20.00 8 --8.17 -1.85 10.73 3.61 -8.17 -1.85 20.00 20.00 9 -8.17 -1.85 10.73 3.61 -8.17 -1.85 20.00 20.00 10 -8.17 -1.85 10.73 3.61 -8.18 1.86 20.00 20.00 11 -8.18 -1.86 10.70 3.61 8.19 -1.85 20.00 19.93 12 -8.19 -1.85 10.62 3.60 -8.16 -1.89 19.99 20.00 13 -8.16 4.89 _10.54 3.65 -7.96 -1.75 .20.00 19.34 14 -7.97 -1.75 1_10.19 1 3.40 -7.61 -2.37 20.00 17.68 15 -7.71 -2.40. 6.16 1.27 1.32 0.421 20.00 1 0.00 Note: Moments are reported at face of support 10- MILD STEEL -NO REDISTRIBUTION 10.1 Required Rebar . . . 10.1.1 Total Strip Required Rebar Span Loóation: ;..From:' '. .To., AsReguired Ultimate" Minimum .••"initial " UBC: ft , ft in2 in2 in2 in2 in2 1 TOP 0.00 1.80 0.36 0.00 0.36 0.00 0.00 I TOP 10.20 12.00 0.36 0.00 0.36, 0.00 0.00 2 TOP 0.00 2.70 0.36 0.00 . 0.36 0.00 0.00 2 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 3 TOP 0.00 2.70 . 0.36 0.00 . . 0.36 0.00 0.00 3 TOP 15.30 18.00 0.36 ,0.00 0.36 0.00 0.00 4 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 4 TOP 15.30 18.00 0.36 . 0.00 0.36 0.00 0.00 5 TOP 0.00 2.70 .. 0.36 0.00 0.36 0.00 0.00 5 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 6 TOP 0.00 ' 2.70 0.36 0.00 0.36 . 0.00 0.00 6 TOP 15.30 . 18.00 0.36 0.00 0.36 0.00 0.00 7 TOP 0.00 2.70 0.36 0.00 . 0.36 . 0.00 0.00 7 TOP 15.30 18.00 . 0.36 0.00 0.36 0.00 • '0.00. 8 TOP 0.00 2.70 . 0.36 0.00 0.36 0.00 0.00 8 TOP 15.30 18.00 0.36 • 0.00. 0.36 . 0.00 0.00 9 TOP 0.00 2.70 0.36 0.00 . 0.36 0.00 0.00 9 TOP 15.30 18.00 0.36 0.00 0.36 0.00. 0.00 10 • _TOP 0.00 2.70 0.36 0.00 0.36' 0.00 0.00 10. _TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 _11_ _TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 _11 TOP 15.30 18.00 0.36 0.00 . 0.36. 0.00 0.00 12 TOP 0.00 2.70 0.36 0.00 0.36' 0.00 0.00 12 TOP 15.30 18.00 0.36 0.00 0.36 0.00 ' 0.00 13 TOP ' 0.00 2.70 0.36 .0.00 0.36 - 0.00 0.00 13 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 14 TOP 0.00 2.70 0.36 • 0.00 0.36 . 0.00 0.00 14 TOP 15.30 . 18.00 0.36 0.00 0.36 0.00 0.00 15 TOP 0.00 1.95 0.36 0.00 0.36 . 0.00 0.00 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 12 . Hope-Amundson 216003 00 Calculation by MDH SD -.52 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section _Pinned File Name: Typiôal Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 15 TOP 11.05 13.00 0.36 0.00 .0.36 0.00 0.00 .1 BOT 4.20 7.80 0.36 0.00 . 0.36 0.00 0.00 2 BOT . 6.30 11.70 0.36 0.00 0.36 . .0.00 0.00 3 BOT . 6.30 . 1.70 0.36 0.00 0.36 . 0.00 0.00 4 BOT 6.30. 11.70 0.36 0.00 0.36 0.00 . 0.00. 5 BOT 630 11.70. 0.36 0.00 0.36 0.00 0.00 6 BOT 6.30 _.1110 0.36 0.00 0.36 0.00 0.00 7. BOT 6.30 1.70 0.36 0.00 0.36 . 0.00 . 0.00 8 BOT 630 1:70 0.36 . 0.00 0.36 0.00 0.00 9 BOT 6.30 1.70 . - 0.36 0.00 0.36 0.00 _. .0.00 10 BOT 6.30 11.70 . 0.36 0:00 0.36 .0.00 .0.00 11 BOT : _6.30 .1.70 - 0.36 0.00 0.36 0.00 0.00 12 BOT.. 6.30 - 1.70 .0.36 0.00_.. 036 0.00 0.00 13 BOT 6.30 1.70 - 0.36 0.00 0.36 0.00 0.00 14 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 15 BOT 4.55 .8.45 0.36 .0.00 0.36 0.00. 0.,00- 10.2 Provided Rebar. . . . . . .. . . . . 10.2.1 Total Strip Provided Rebar . . . . .ID Loóâtion :_From : ___ Quantit '.Size ..Léngth.......Area • ft. .. ft in2 1 1 TOP 0.00 2 .4 2.50 0.40 1 2 TOP 9.60 2 4 6.00 0.40 2 3 TOP 14.40. 2 4 7.50 0.40 3 4 TOP 14.40 2 4 7.50 0.40 4 . 5 TOP 14.40 2 4 7.50 .0.40 5 6 TOP 14.40__. 2__. 4 7.50 0.40 6 7 TOP 14.40 . 2 4 .7.50 0.40 7 8 TOP .14.40 2 . 4 _. 7.50 0.40 8 9 TOP 14.40 .2 4 7.50 0.40 9 10 TOP .14.40.. 27 4 7.50 0.40 10 11 TOP 14.40 2 4 7.50 0.40 11 12 TOP 14.40 2 4 7.50 0.40 12 13 TOP . .14.40 2 4 7.50 0:40 13 14 TOP 14.40 2 4 • 7.50_• .0.40 14 15 TOP 14.40 2 4 6.50 0.40 15 16 TOP 10.40 2 4 .3.00 . 0.40 1 1 17.1 BOT 3.60. 2 4 5.00 0.40 - 2 18 BOT .5.40 2 4 7.50_•. 0.40 3 19 BOT 5.40 2 4 7.50 0.40 4 20 BOT • 5.40 • 2 4 . 7.50 0.40 5 _.: • BOT 5.40 2 4 7.50 0.40 6_. 22 BOT 5.40 _. 2 4 7.50 0.40 7 1.23 1 BOT 5.40 __• .: 4 •. 7.50 0.40 8 • 24 BOT 540 2 4 7.50 0.40 9 25 BOT 5.40. 2 4 _. .7.50. 0.40 10 26 BOT 5.40 . 2 • 4 7.50 0.40 11 27 BOT 5.40 2 .4 7.50 0.40 12 28 BOT 5.40 2 4 7.50 0.40 13 129.1. BOT 1 5.40 1 2 4 7.50 0.40 14. 130 1 BOT I 5.40 2 4 • 7.50 • 0.40 15 131 1 BOT 1 3.90 .2 4 • 5.50 0.40 email: SupportAdaptsoft.com website: http://www.Adaptsoft.com . • . 1.733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 . . • .. . 13 . . Hope-Amundson 216003-00, Calculation by MDH SD - 53 Project Name 216003 00 Lego Land PS Specific Title Typical Roof Slab Section-Pinned File Name Typical Roof Slab Section_pinned Date of Generation Tuesday July 12, 2016 10.2.2 Total Strip Steel Disposition Span 'lD Locâtidñ,' Frorri QUaritity. &Sith:.. ""Lehgth.* 'ft I , I 'TOP ' 0.00 ' 2 ' 4 ' 2.50 1 w 2 TOP 9.60 2 , _4 2.40 2_' 2 ',TOP ,0.00 2__.4' ' ,3.60 2 3 TOP 14.40 2 .4 , :3.60 3 '3 TOP 0.00 2 4 3.90 3 '4 TOP 14:40 ..2' 4 :' 3.60 4 4 ' TOP 0.00 2 ' ' 4' ' '3.90 4 5' TOP ' 14.40 2 ' ' .4 3.60 5 ' 5 TOP 0.00 ' '2 .4 3.90 5 ' 6 TOP 14.40 2 4 3.60 6.' 6 TOP ' 0:00 2 ' 4. ' _3.90 6 7' TOP 14.40 _' 2 4_' '3.60 7 ' 7 TOP ' 0.00 '2 ' ''4 7 8. TOP , 14.40' 2'' '4__' 3.60 8' _' 8 TOP 0.00' 2 . '4 .3.90 8 . 9 'TOP ' 14.40 __' 2 4 3.60 9 9' .TOP '0.00 2 4 ___' 3.90 9' 10 . _TOP 14.40 2 ' ,4 3.60. M. 10 1 TOP 0.00 2 :'4 __' '3.90 10' 11 TOP .14.40 .2 .4' 3.60: .1.1 _. '11 ,TOP 0.00, ,2 .4 ___. 3.90 11 12 TOP . 14.40 .2 ',4 . ':3.60:' 12'' 12 TOP '0.00 . 2 4 , .3.90' 12 ' 13 TOP . 14.40 ' ' 2 4 ' 3.60 .13 : 13 . TOP.' '' 0.00 . 2 . ' ''4' . 3.90 .13 14 . TOP 14.40 2 . 4 . 3.60 .14' 14 TOP, 0.00 ' . 2' . . 4 ' 3:90 14. 15 TOP .14.40 __' 2 4. _. 3.60 15 15 'TOP: ' 0.00 2 4 _' '2.90 15 16 :_TOP ' 10.40 2 4 ' .3.00 '1 . 17 BOT __' 3.60 ' 2 ' _4 ''5.00 2 1 181 BOT 5.40 ' '2 ' '4 '. 7.50 3 19 BOT 5.40 ' .2 _. ,4 , 7.50'' 4 ' 20 BOT 5.40 ' '2 .4 ' _7.50 5 , 21 .BOT 5.40 . ' '2 4 7.50 6 22 BOT' 5.40. '2 . _4 '. .'7.50 7 23 .',BOT 5.40 2 . .4 7.50 8 24 'BOT_, 5.40: .2 .'4 7.50 .9 125,'SOT . 5.40_' '2 .4 7.50 .1.0'. 26 . BOT ' 5.40 ' 2 ' ' ' 4 : . 7.50' 11: 27 BOT ., . 5.40 2, 4 ' 7.50 12 :28 BOT '5.40. .2 '4 7.50: 13 29 ' BOT ' 5.40' '2 ' 4 7.50 :14. 1'30 BOT ' .5.40 ' 2 . 4' 7:50 15 31.1, BOT ' 3.90 ' . ' 2 '4 ' '5.50 Hope-Amundson 216003.00 Calculation by MDH SD-54 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 11 - MILD STEEL -REDISTRIBUTED 11.1 Required Rebar 11.1.1 Total Strip Required Rebar Span Location From To As Required Ultimate Minimum Initial, . UBC ft ft in2 in2 in2 in2 .in2 1 TOP 0.00 1.80 0.36 0.00 0.36 0.00 0.00 1 TOP 10.20 12.00 0.36 0.00 0.36 0.00 0.00 2 TOP 0.00 2.70 0.36 0.00 1 0.36 0.00 000 2 TOP 15.30 .18.00 0.36 0.00 0.36 0.00 0.00 3 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 3 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 4 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 4' TOP 15.30 18.00 0.36 0.00 0.36 0.00 . 0.00 5 TOP 0.00 2.70 0.36 1 0.00 • 0.36 0.00 0.00 5 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 6 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 6 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 7 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 7 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 8 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 8 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 9 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 9 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 10 TOP 0.00 2.70 ' 0.36 0.00 0.36 0.00 0.00 10 TOP 15.30 18.00 0.36 1 0.00 0.36 0.00 0.00 11 TOP 0.00 2.70 0.36 1 0.00 0.36 0.00 0.00 11 TOP 15.30 18.00 0.36 0.00 0.36 . 0.00 0.00 12 TOP 0.00 2.70 0.36 0.00 0.36 0.00 ' 0.00 12 TOP 15.30 18.00 0.36 0.00 0.36. 0.00 0.00 13 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 13 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 14 TOP 0.00 2.70 0.36 1 0.00 0.36 0.00 0.00 14 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 15 TOP 0.00 1.95 0.36 0.00 0.36 0.00 0.00 15 TOP 11.05 13.00 0.36' 0.00 0.36 0.00 0.00 I BOT 4.20 - 7.80 0.36 • 0.00 0.36 0.00 0.00 2 . BOT 6.30 • _1110 0.36 • 0.00 0.36 0.00 0.00 3 BOT 6.30 _11 0.36 0.00 0.36 0.00 0.00 4 BOT 6.30 . _IIIQ 0.36 0.00 0.36. 0.00 0.00 5 BOT 6.30 11.70 0.36 0.00' 0.36 0.00 . 0.00. 6 BOT 6.30 _11.70 0.36 . 0.00 0.36 0.00 0.00 7 BOT 6.30 _110 0.36 0.00 0:36 . 0.00 000 8 BOT 6.30 _11I0 0.36 0.00 0.36 0.00 0.00 9 BOT 6.30 _11E 0.36 0.00 0.36 0.00 0.00 10 BOT 6.30 _110 0.36 0.00 0.36 0.00 0.00 11 BOT 6.30 11.70 0.36 1 0.00 . . 0.36 . 0.00 0.00 12 BOT 6.30 _110. 0.36 0.00 0.36 0.00 0.00 13 BOT 6.30 _110 0.36 0.00 ' 0.36 0.00 0.00 14 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 15 BOT 4.55 8.45 0.36 0.00 0.36 0.00 0.00 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 15 11.2.2 Total Strip Steel Disposition 9 10 TOP 14.40 2 4 3.60 • 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 16 Span io' -Loàatioh' From ' Quantity : SizSize',.'Length ft 'ft 1 1 TOP 0.00 2 4 2.50 1 ' 2 TOP 9.60 2 • 4 2.40 2 2 TOP 0.00 ' 2 4 3.60 2 3 TOP 14.40 2 4 3.60 3 3 TOP 0.00 2 4 3.90 3 ' 4 TOP 14.40 2 4 3.60 4 4 TOP 0.00 2 4 '3.90 4 5 , TOP ' 14.40 2 4 '3.60 5 5 TOP 0.00 2 4 ' 3.90 5 6 TOP 14.40 2 ' 4 ' 3.60 6 6 TOP 0.00 ' 2 , 4 •3.90 6 7 TOP 14.40 ' 2 4 3.60 7 7 TOP 0.00 ' 2 4 • 3.90 7 8 TOP 14.40 2 4 3.60 8 8 TOP 0.00 2 4 ' 3.90 8 9 TOP 14.40 ,2 4 3.60 9 9 TOP •0.00 2 4 3.90 Hope-Amundson 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 • 11.2 Provided Rebar 11.2.1 Total Strip Provided Rebar Span' D Locàtiàn From .' Quantity Size ,'.,Length ft ft 1 1 TOP 0.00 2 4 2.50 :Area in2 0.40 1 2 TOP 9.60 2 4 6.00 0.40 2 3 TOP 14.40 2 4 7.50 0.40 3 A 1 TOP 14.40 2 4 7.50 0.40 4 5 TOP 14.40 2 4 ' 7.50 0.40 5 6 TOP 14.40 2 4 7.50 0.40 6 7 TOP 14.40 2 4 7.50 0.40 7 8 TOP 14.40 2 '4 7.50 - 0.40 8 9 TOP 14.40 2 4 7.50 0.40 9 10 _TO_ 14.40 2 4 7.50 0.40 10 11 _TO 14.40 2 4 7.50 0.40 11 12 TOP 14.40 2 4 7.50 0.40 12 13 TOP 14.40 2 4 7.50 0.40 13 14 TOP 14.40 2 4 7.50 0.40 14 15 TOP 14.40 2 4 6:50 0.40 15 16 TOP 10.40 2 4 3.00 0.40 1 17 ,BOT 3.60 2 4" 5.00 1 0:40 .2 18 BOT 5.40 ' 2 4 7.50' 0.40 3 19 'BOT 5.40 2 4 7.50 0.40 4 20 BOT 5.40 2 , 4 7.50 0.40' 5 21 BOT 5.40 2 4 7.50 0.40 6 22 BOT 5.40 2 4 7.50 0.40 7 23 'BOT , 5.40 2 4 7.50 0.40 8 24 BOT 5.40 2 4 7.50 , ' 0.40 9 25 BOT 5.40 2 ' 4' 7.50 0.40 0 26 BOT 5.40 2 4 , ' 7.50 0.40 11 27 BOT ' ' 5.40 2 ' 4 7.50 0.40 _1_1 28 BOT '. 5.40 2 , 4 7.50 0.40 13 29 BOT 5.40 2 4 ' 7.50 0.40 14 30 BOT 5.40 ' 2 4 ' ' 7.50 15 31 BOT 3.90 2 , 4 , 5.50 Hope-Amundson 216003-00. Calculation by MDH SD - 56 Project Name 216003 00 Lego Land PS Specific Title Typical Roof Slab Section _Pinned File Name:'Typical Roof Slab Section_pinned Date of Generation Tuesday July 12 2016 10 10 . TOP 0.00 2 . --4 3.90. 10 11 TOP 14.40 2. .4 3.60 11 11 TOP . 0.00 2 4 3.90 _11_ 12 TOP 14.40 2 4 3.60 12 12 -0P 0.00 . 2 4 3.90 12: 131. TOP . 14.40 .1 .2 4 . 3.60 13 13 _TOP, 0.00 2. 4 3.90 13 14 TOP 14.40 2_: 4 3.60 14 14. TOP 0.00 ..2 __. 4 3.90 .14 15 _T 14.40 2. _.-_:4 3.60 15 15 TOP. 0.00 .2 4. -:2.90 15 _. .16 TOP. . 10.40 2. 4 . 3.00 1 17 BOT 3.60 . 2. -. 4 76bol 2.18... BOT •. . 5.40 . 2. : 4 . . 7.50: 3 19 BOT 5.40 - . 2 . 4 7.50 4 20 BOT .- . 5:40 . 2 .. 4. 7.50 5 . BOY : . 5.40 . 2 . .4 . 7.50 6 22 BOT. . 5.40 2 . . 4 .7.50 .7. . 23 BOT 5.40: . 2 4 . .7.50 8 . 24 . BOT . 5.40 .- 2. . 4 7.50. 9 25 . BOY 5.40 . 2 4 : 7.50 .10 26 BOT : 5.40 2 .. .4- :750 11 27 .BOT. 5.40 2 4 . 7.50 12. 28 BOT : 5.40 2 : 4 . . 7.50- 13 29 BOT . 5.40 2 .4 7.50 14 30 .BOT : .5.40 : .2 4.1 7.50 15 . BOT. . 3.90 : 2 5.50 .. H .1 .. .. ... . ... . . . . . .12 SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope 'SPANI ' •.". . . . -. - . . . .. .. . .. . .- .; . . . . ?d -- M iSpacUigL: in k -. . kft .. . . - 1n2/ft •.. . _in 0.05 058 . 4.00 . "-1:88. 1.21 . 0.09 '. 0.000 0.00 0.05 .0.60 .4.00 . -1.87 . , 1.24 0.10 0.000 . 000 0.10 1.20 4.00 - -1.60.. 2.32 0.10 0.000 0.00.: 0.15- -. -1.80.400 -1.34 3.24 .0.09 0.000 0.00 0:20- 2.40 4.00_. .-1.07 4.01 0.07 0.000 0.00 0.25 3.00 _- .4.00: -0.82 4.60 0.05 .0.000: :_..0.00 030__: -.3.60 : 400_. --0.56 ..5:04 0.04 .0.000 0.00 0.35: 4.20 _. 4.00 0.35 5.32 - 0.02 0.000.- 0.00 0.40 .4.80 4.00 .0.51 5.43 0.03 0.000 0.00 :045 : .: 5.40. 4.00 . .0.65 . 5.39 .0.04 . . 0.000 . . 0.00 0.50 6.00 4.00 .0.91 5.18 0.06 - 0.000 . . 0.00: 0.55. 6.60 ' 4.00 .1.17 .4.81: .0.08 - 0.000: 0.00 0.60 7.20 . . 4.00 1.46 - 4.28. . .0.10 -0.000 . .0.00 0.65 7.80 . - 4.00 . • 1.71 :3.59: 1 0.11 - 0.000 :0.00 0.70 • • . 8.40 4.00 . 1.97 : 2.74 0.12 ; 0.000 - 0.00. 9.00 .. - 4.00 . 2.23 .1.73. 0.09 _. 0.000, .0.00 0.80 r 9.60 .4.00 _. . _1.54 : 2.64 . __0.10 __. 0.000 _- 0.00 0.85. 10.20 • .4.00 .10__. 3.67 _• 0.11 ___• ._0.000 0.00 __- 0.90 10.80 _. .4.00 - 1.86 --4.82__. - _0.12 0.000 0.95 _. 11:40 .4.00 2.95 _.. -4.27 0.15. .0000 0.00. '0.95__• 11.42 .4.00 297 :-4:32 0:15 0.000_. ..0.00 Hope-Amundson 216003.00 Calculation by MDH ., SD -57 Project Name: 216003.00 Lego Land PS Specific-Title: Typical Roof Slab Section-Pinned'. File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016. 'SPAN 2' d'_ .:: ''Ratio .M .LR'eg Spacing, ft In ' k kft 1n2/ft . in 0.03 0.58 ' 4.00 -3.46 -4.27 0.16 0.000 0.00 0.05 0.90 4.00 -2.15 -5.34 0.14 ' 0.000. . 0.00 .0.10 . 1.80 4.00 . -1.61 -2.81 0.10 . 0.000 0.00 0.15 2.70 4.00 '-2.95 . . 1.22 0.08 ' 0.000 0.00 0.20 3.60' 4.00 -2.55 3.38 0.14 0.000 0.00 0.25. ' 4.50 . . 4.00 -2.15 5.29 0.14. 0.000 0.00 0.30 . 5.40 4.00 -1.77 - 7.02 - 0.12 0.000 0.00 035 , 6.30 4.00 -1.36 8.39 0.09 . 0.000 0.00 0.40 7.20 4.00. -0.98 - 9.39 - 0.06 0.000 0.00 0.45 8.10 ' 4.00 -0.58 10.03 0.04 .0.000 0.00 0.50 - 9.00 '4.00 0.21 10.31 0.01 0.000 0.00 .0.55 9.90 4.00 0.62 10.23 0.04 - 0.000 0.00 0.60 10.80 4.00 _1.01 9.78 - 0.07 0.000 ' 0.00 0.65. - 11.70 . 4.00 1.40 8.97 0.09 : 0.000 0.00 0.70 12.60 4.00 1.80 - 7.80 0.12 0.000 0.00 13.50 . . 4.00 2.21 - 6.27 0.14 0.000 0.00 0.80 14.40 4.00 2.59 4.37 0.17 0.000 . 0.00 0.85: 15.30 4.00 . - 2.97 2.11 0.12 - 0.000 0.00 0.90 16.20 4.00 1.77 . -3.61 0.12 0.000 0.00 0.95 .17.10 - 4.00 t2.26 ' -5.90 . 0.15 '. 0.000 . 000 : 0.97 17.42 - 4.00 3.50 4.80. . 0.17 0.000 0.00 Spacingf in - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 Hope-Amundson 216003.00 Calculation by MDH SD - 58 • Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN . . ft in k kft in2/ft in 0.03 0.58 4.00 -3.53 -4.61 0.17 0.000 0.00 0.05 0.90 4.00 -2.24 -5.91 0.15 0.000 0.00 0.10 1.80 4.00 -1.76 -3.60 0.12 0.000 0.00 0.15 1 2.70 4.00 -3.04 2.01 10.11 0.000 0.00 0.20 3.60 4.00 -2.64 4.12 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 6.12 0.15 . 0.000 0.00 0.30 5.40 . 4.00 -1.85 7.77 0.12 0.000 0.00 0.35 6.30 400 -1.46 9.05 0.10 0.000 0.00 0.40 7.20 4.00 -1.06 9.97 0.07 0.000 . 0.00 0.45 8.10 4.00 -0.68 10.53 0.04 0.000 0.00 0.50 9.00 4.00 0.29 10.73 0.02 0.000 0.00 0.55 9.90 4.00 _0.69 10.56 0.05 0.000. 0.00 0.60 10.80 4.00 1.08 10.03 0.07 0.000 0.00 0.65 11.70 4.00 1.49. 9:14 0.10 0.000 0.00 0.70 12.60 4.00 _1.89 7.88 0.12 0.000 0.00 0.75 13.50 4.00 2.27 6.27 0.15 0.000 0.00 0.80 14.40 4.00 2.67 4.29 0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.02 0.11 0.000 :0.00 0.90 16.20 4.00 1.78 -3.66 0.12 0.000 0.00 0.95. 17.10 • 4.00 2.27 -5.96 0.15. 0.000 0.00 0.97 17.42 4.00 3.55 -4.61 0.17 0.000 0.00 SPAN . • •. . . • • Vu" .Mu 'Ratio. Reg.' Spaciñgc ft in k kft 'in2lft in 0.03 0.58 4.00 -3.54 -4.61 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.96 0.15 0.000 0.00 0.10 1.80 4.00 -1.78 -3.67 0.12 0.000 0.00 0.15 2.70 4.00 . -3.05 2.03 0.11 0.000 0.00 0.20 3.60 4.00 -2.66 4.26 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 6.25 0.15 0.000 . 0.00 0.30 5.40. 4.00 • -1.86 7.88 0.12 0.000 0.00 0.35 6.30 4.00 . -1.49 . 9.16 0.10 0.000 0.00 0.40. 7.20 4.00 -1.08 10.07 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.62 0.05 0.000 0.00 0.50 . 9.00 4.00 0.29 10.80 0.02 0.000 0.00 0.55 9.90 . 4.00 0.69 10.62 0.05 0.000 0.00 0.60 10.80 4.00 1.08 10.08 0.07 . 0.000 0.00 0.65 11.70 4.00 1.47 9.18 0.10 0.000 0.00 0.70 12.60 4.00 1.85 7.92 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.29 0.15 0.000 0.00 0.80 14.40 . 4.00 2.66 4.31 • 0.17 0.000 0.85 15.30 4.00 3.05 . 2.04 0.11 0.000 0.00 0.90 16.20 4.00 1.78 -3.65 0.12 0.000 0.00 0.95 17.10 4.00 2.27 -5.95 0.15 0.000 .0.00 0.97 17.42 4.00 3.54 459 0.17 0.000 0.00 : . .• 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 19 • • Hope-Amundson 216003.00 Calculation by MDH SD -59 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 . XIL": d .' SPAN .Vu ; . Ratio " '. Reg. . . Spacing' ft in k kft in2/ft in 0.03 0.58 4.00 -3.54 -4.59 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.95 0.15 0.000 0.00 0.10 ' 1.80 4.00 ' -1.78 -3.65 12_ 0.000 0.00 0.15 2.70 4.00 -3.05 2.05 0.11 0.000 '0.00 0.20 3.60 4.00 -2.66 4.31 17_ 0.000 0.00 0.25 4.50 4.00 -2.26 6.30 0.13 0.000 0.00 0.30 5.40 4.00 -1.85 . 7.93 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.20 0.10 0.000 .0.00 0.40 7.20 4.00 -1.08 10.11 0.07 0.000 '0.00 0.45 8.10 4.00 -0.69 10.65 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.83 0.02 0.000 '0.00 0.55 9.90 - 4.00 0.69 10.65 0.05 0.000 0.00 0.60 _10.80 4.00 1.08 10.11 0.07 ' 0.000 0.00 0.65 _11.70 4.00 1.47 9.21' 0.10 0.000 0.00 0.70 12.60 4.00 1.86 7.94 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.30 0.15 0.000 0.00 0.80. 14.40 4.00 2.66 4.31 0.17 ' 0.000 0.00 0.85 , 15.30' 4.00 3.05 1 2.04 0.11 ' 0.000 0.00 0.90 16.20 . 4.00 1.78 -3.65 0.12 0.000 . 0.00 0.95 17.10 4.00 2.27 -5.95 0.15 0.000 0.00 0.97 17.42 . 4.00 3.54 -4.60 0.17 0.000 0.00 . SPAN 7 VU 7 Mu'. Ratio '; Reg..: 'Spacing,-,,,- ft in k kft '' , 1n2/ft in 0.03 .0.58 4.00 " -3.54 -4.60 0.17 0.000 0.00 0.05 0.90 4.00 2.27 -5.95 0.15 0.000 0.00 0.10 1.80 4.00 -1.78 -3.65 .0.12 0.000 0.00 .__ 0.15 2.70 4.00 -3.05 2.04 0.11 0.000 0.00 0.20 1 3.60 4.00 -2.66 4.31 0.17. 0.000 .0.00 0.25 ' 4.50 4.00 -2.26 6.30 0.15 0.000 0.00 0.30 5.40 4.00 -1.86 7.94 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.21 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.11 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.65 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.84 0.02 _. 0.000 0.00 0.55 9.90 4.00 0.69 10.65 0.05 0.000 0.00 0.60 10.80' 4.00 .08 - 10.11 0.07 0.000 0.00 0.65 11.70 4.00 .47. - .9.21 0.10 0.000 0.00 0.70' _12.60 4.00 .85 - 7.94 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.31 '0.15 0.000 0.00 0.80 14.40 4.00 2.66 4.31 '0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.05 ..0.11 0.000 0.00 0.90 16.20 4.00 1.78 -3.65 0.12 0.000 0.00 0.95 17.10 4.00 2.27 -5.94 .0.15 ,0.000 0.00 0.97 17.42 4.00 3.54 -4.60 0.17 0.000 .0.00 SI 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 20 SD-60 Hope.-Amundson 216003.00 Calculation .by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section.pinned Date of Generation: Tuesday, July 12, 2016 SPAN 8 . . .d. _ .Vü'- MuRatid" Reg?7: .Spaciñg. ft in k kft in2/ft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000. 0.00 0.05 0.90 4.00 -2.27 -5.94 0.15 0.000 0:00 0.10 1.80 4.00 -1.78 -3.65. 0.12 0.000 0.00 0.15 2.70 4.00 -3.05 2.05. 0.11 0.000 0.00 0.20 . 3.60 4.00 -2.66 4.31 . 0.17 0.000 0.00 0.25 4.50 4.00. -2.26 6.31 0.15 0.000 0.00 0.30 5.40 4.00 -1.85 7.94 .0.12 0.000 0.00 0.35 .6.30 4.00 -1.47 9.21 0.10 0.000 . 0.00 0.40 7.20 4.00 -1.08 10.11 . 0.07 0.000 . 0.00 0.45 8.10 4.00 -0.69 10.65 0.05 0.000 . -0.00 0.50 9.00 4.00_. 0.29 10.84 0.02 . 0.000 0.00 0.55 9.90 . 4.00 _0.69 10.65 0.05 ..0.000 . 0.00 0.60 10.80 4.00 - 1.08 10.11 0.07 0.000 0.00 0.65 11.70 4.00 1.47 9.21 '0.10 0.000 0.00 0.70 12.60 4.00 1.86 7.94 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.31 0.15 0.000 0.00 -0.80 14.40 4.00 2.66 4.31 0.17 0.000 .0.00 0.85 -15.30 4.00 3.05 2.05 0.11 0.000 0.00 0.90 16.20 4.00 . 1.78 -3.65 0.12 0.000 0.00 0.95 .17;10. 4.00 2.27 -5.94 0.15 0.000 0.97 17.42 4.00 3.54 -4.60 0.17 0.000 0.00 SPAN 9 .XJL"..'.--'.XL. d'- .-Vu',__. Mu__ Ratio- Spacing . ft .in k kft - 1n2/ft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 0.05. 0.90 4.00 -2.27 -5.94 .0.15 0.000. 0.00 0.10 . 1.80 4.00 -1.78 -3.65 0.12 -0.000 0.00 0.15 . 2.70 4.00 -3.05 2.05 . 0.11. 0.000 0.00 0.20 3.60 4.00 -2.66 '4,31 0.17 0.000 . 0.00 0.25 4.50 4.00 -2.26 6.31 0.15 0.000 0.00 0.30 5.40 4.00 -1.85 7.94 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.21 0.10 -0.000 0.00 0.40 7.20 4.00 -1.08 10.11 .0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.65 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.84 0.02 .0.000 0.00 0.55. 9.90 - 4.00 0.69 10.65 - 0.05 0.000 0.00 0.60 . _10.80 4.00 _1.08 10.11 0.07 0.000 0.00 0.65 _11.70 4.00 1.47 9.21 0.10 0.000 0.00 0.70 _12.60 4.00 _1.86 7.94 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.31 0.15 0.000 0.00 0.80 14.40 4.00 . 2.66 .4.31 0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.04 0.11 0.000 0.00 0.90 16.20 400 1.78 -3.65 _. 0.12. 0.000 0.00 0.95 17.10 4.00 2.27 -5.94 0.15 0.000 0.00 0.97 17.42 4.00 3.54 1 4.60 -0.17 0.000 0.00 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 21 - . Hope-Amundson 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SD-61 SPAN 10 L ..'Vu 1 rMu . .Ratio' ReQ. Spacing" ft in k 'kft in2lft in P 0. O.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 05 0.90 4.00 -2.27 -5.94 0.15 0.000 0.00 10 1.80 4.00 -1.78 -3.65 0.12 0.000 0.00 0.15 2.70 4.00 -3.05 2.04 0.11 0.000 0.00 0.20 3.60 4.00 -2.66 4.31 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 6.30 0.15 0.000 0.00 0.30 ' 5.40 4.00 -1.86 7.94 0.12 0.000 0.00 0.35 6.30 4.00 -1.47 9.20 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.11 ' 0.07 0.000 0.00 0.45 8.10 4.00 -0.69 10.65 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.83 0.02 0.000 0.00 0.55 9.90 4.00 0.69 10.65 0.05 0.000 0.00 0.60. 10.80 4.00 1.08 10.11 0.07 0.000 0.00 0.65 11.70 4.00 1.47 9.20 0.10 0.000 0.00 0.70 12.60 4.00 1.85 7.93 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.30 0.15 0.000 0.00 0.80 14.40 4.00 2.66 4.31 0.17 0.000 0.00 0.85 15.30 4.00 3.05 2.05 0.11 0.000 0.00 0.90 16.20 4.00 1.78 -3.65 0.12 0.000 0.00 0.95 17.10 4.00 2.27 -5.95 0.15 0.000 0.00, 0.97 17.42 1 4.00 3.54 -4.60 0.17 0.000 0.00 SPAN 11 7..Vu' :. Mu' '. .' Ratio Reg., k i'Spacing. ft in k kft in2/ft in 0.03 0.58 4.00 -3.54 -4.60 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.95 0.15 . 0.000 0.00 0.10 1.80 4.00 -1.78 -3.65 0.12_ 0.000 0.00 0.15 2.70 4.00 -3.05 2.04 0.11 0.000' 0.00 0.20 3.60 4.00 -2.66 4.31 0.17 0.000 0.00 0.25 4.50 4.00 -2.26 6.30 0.15 0.000 0.00 0.30 5.40 ' 4.00 -1.85 7.92 0.12 '0.000 0.00 0.35 6.30 4.00 -1.47 9.19 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.09 0.07 0.000 0.00 - 0.45 ' 8.10 4.00 -0.69 10.63 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.81 0.02 0.000 ' 0.00 0.55 9.90 4.00 _0.69 10.62 0.05 0.000 0.00 0.60 10.80 4.00 1.0' , 10.08 0.07 0.000 0.00 0.65 11.70 4.00 _1.47 9.18 0.10 0.000 ' 0.00 0.70 12.60 4.00 _1.86 7.90 0.12 0.000 0.00 0.75 13.50 4.00 2.26 6.27 0.15 0.000 0.00 0.80 ' 14.40 , 4.00 2.66 4.27 0.17 0.000 0.00 0.85 15.30 • 4.00 3.05 2.04 0.11 , 0.000 ' 0.00 0.90 _16.20 4.00 1.78 -3.66 0.12 0.000 0.00 0.95 _17.10 4.00 2.27 -5.95 10.15 0.000 0.00 0.97 _17.42 4.00 3.54 ' -4.60 0.17 0.000 0.00 S 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 22 Hope-Amundsôn 216003.00 Calculation by MDH SD-62 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 12 .X/L'. . X;i ; . d rVu'Mu: Ratio .Reg. .Spãcirig:: ft in k kft in2lft in 0.03 0.58 4.00 -3.54 -4.60 . 0.17 0.000 0.00 0.05 0.90 4.00 -2.27 -5.95 0.15 0.000 0.00 0.10 1.80 4.00 -1.78 -3.66 0.12 . 0.000 0.00 0.15 2.70 4.00 -3.05 2.03 0.11 . 0.000 0.00 0.20 3.60 4.00 -2.66 4.29 0.17 0.000 0.00 0.25 4.50 4.00 -2.27 6.27 0.15 0.000 0.00 0.30 5.40 4.00 -1.89 7.88 . 0.12 0.000 0.00 0.35 6.30 4.00 -1.49 .9.14 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 10.03 0.07 0.000 0.00 0.45 8.10 . 4.00 -0.69 10.56 ' 0.05 0.000 0.00 0.50 9.00 4.00 0.29 10.73 0.02 0.000 0.00 0.55 9.90 4.00 0.69 10.54 0.05 . 0.000 0.00 0.60 10.80 4.00 1.06 9.98 0.07 0.000 0.00 0.65 . 11.70 4.00 1.46 9.06 0.10 0.000 0.00 0.70 12.60 4.00 1.85 7.77 0.12 0.000 0.00 0.75 13.50 4.00 2.26 . 6.13 0.15 0.000 0.00 0.80 14.40 4.00 2.66 . 4.12 0.17 0.000 0.00 0.85 15.30 4.00 3.04 2.00 0.11 0.000 0.00 0.90 16.20 4.00 1.76 -3.64 0.12 ' 0.000 0.00 0.95 17.10 4.00 2.25 . -5.94 0.15 0.000 0.00 0.97 17.42 4.00 3.53 . . -4.63 0.11 0.000 0.00 SPAN 13 .: XIL x .? , MuJ 'Ratio 'Règ:" .. Spacing ft in k kft in2/ft in 0.03 0.58 4.00 -3.54 -4.64 0.17 0.000 0.00 0.05 0.90 4.00 -2.24 -5.94 0.15 0.000 0.00 0.10 1.80 4.00 -1.75 -3.65 .0:11 . 0.000 0:00 0.15 2.70 4.00 -3.04 2.02 0.11 0.000 0.00 0.20 3.60 4.00 -2.65 4.31 0.17 0.000 0.00 0:25 4.50 4.00 -2.25 . 6.27 0.15 0.000 0.00 0.30 5.40 4.00 -1.87 7.87 0.12 0.000 0.00 0.35 6.30 4.00 -1.48 9.10 0.10 0.000 0.00 0.40 7.20 4.00 -1.08 9.98 0.07 0.000 0.00 0.45 8.10 4.00 -0.68 10.49 0.04 0.000 0.00 0.50 9.00 4.00 -0.28 10.64 . 0.02 0.000 0.00. 0.55 9.90 . 4.00 0.67 10.42 0.04 0.000 0.00 0.60 10.80 4.00 1.06 9.86 0.07 . 0.000 0.00 0.65 11.70 4.00 1.45 8.92 oog 0.000 0.00 0.70 12.60 4.00 1.84 7.61 0.12 0.000 0.00 0.75 13.50 4.00 2.23 5.95 0.15 0.000 0.00 0.80 1 .14.40 4.00 2.64 4.00 0.17 0.000 0.00 0.85 15.30 4.00 3.03 1.90 0.11 0.000 0.00 0.90 16.20 4.00 1.75 -3.45 . 0.11 0.000 0.00 0.95 17.10 4.00 2.25 -5.80 0.15 0.000 0.00 0.97 17.42 . 4.00 3.52 4.70 0.17 0.000 0.00 email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 1 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 23 .)(_. 'd '.Vu''•' -'-' _Mu" -.___..Ratio '..Rég;-': Spacing' ft in k kft in2/ft in 0.04 0.58 4.00 -3.15 -4.80 0.17 0.000 . 0.00 0.05 0.65 4.00 -3.13.. -4.61 0.16 .0.000 0.00 0.10 1.30 4.00 -1.98 -4.76 0.13 0.000 0.00 0.15 1.95 4.00 -1.79 -3.41 0.12 . 0.000 0.00 0.20 2.60 4.00 -1.60 -2.25 0.09 0.000 0.00 0.25 3.25 4.00 -2.32 2.24 0.12 '0.000 0.00 0.30 - 3.90 4.00 -2.03 3.42 0.13 0.000 0.00 .0.35 4.55 4.00 -1.75 4.40 0.11 - 0.000 0.00 0.40 5.20 4.00. -1.47' 5.20 0.10 0.000 0.00 0.45 5.85 4.00 -1.18 5.80 0.08 0.000 - 0.00 0.50 6.50 4.00 -0.89 6.22 0.06 0.000 0.00 0.55 7.15 . 4.00 -0.60 . 6.45 0.04 . 0.000 0.00 0.60 7.80 4.00 -0.45 6.49 0.03 0.000 0.00 0.65 8.45 4.00 - 0.33 -6.34 0.02 0.000 0.00 - 0.70 9.10 4.00 0.61 6.00 0.04 0.000 0.00 0.75 9.75 4.00 0.90 5.47 0.06 0.000 0.00 0.80 10.40 4.00 1.19, 4:76 . 0.08 . 0.000 0.00 0.85 11.05 4.00 - 1.48 3.85 0.10 0.000 0.00 0.90 11.70 4.00 1.76 2.76 0.12 0.000 0.00 0.95 12.35 4.00 2.04 1.47 0.11 . 0.000 - 0.00 0.96 12.42 4.00 2.07 -1:33 0.10 0.000 0.00 SPAN 15 ., HopeAmundsoh 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned 'File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12,2016 SPAN 14 /L4 XY d- Reg.Zr` .Spacing ft in k kft in2lft in 0.03 0.58 4.00 -3.48 -4.70 0.17 0.000 0.00 0.05 0.90 4.00 -2.24 -5.83 0.15 0.000 0.00 0.10 1.80 4.00 1.75 -3.57 . 0.11 0.000 0.00 0.15 2.70 4.00 -2.98 2.13 0.12 0.000 0.00 0.20 3.60 4.00 -2.57 4.38 0.17 0.000 0.00 0.25 4.50 4.00 -2.17 6.27 0.14 0.000 0.00 0.30 5.40 4.00 -1.78. 7.80 0.12 0.000 0.00 0.35 6.30. 4.00 -1.39 8.97 0.09 0.000 0.00 0.40 7.20 4.00 -1.00 9.77 0.07 0.000 0.00 0.45 8.10 4.00 -0.59 10.21 0.04 0.000 0.00 0.50 9.00 4.00 0.21 10:29 0.01 0.000 0.00 0.55 9.90 4.00 0.61 10:00 0.04 0.000 - 0.00 0.60 10.80 4.00 .01 - 9.36 0.07 0.000 0.00 0.65 11.70 4.00 .41 8.35 0.09 0.000 0.00 0.70 12.60 4.00 .79 6.98 0.12 0.000 0.00 0.75 13.50 4.00 2.19 5.25 . 0.14 0.000 0.00 0.80 14.40 4.00 2.59 3.30 0.14 0.000 0.00 0.85 15.30 4.00 2.99 1.13 0.08 0.000 0.00 0.90 16.20 4.00 . 1.67 -3.15 011 0.000 0.00 0.95 17.10 4.00 3.36 -4.05 0.15 0.000 0.00 0.97 17.42 4.00 . 3.50 . -4.77 0.17 0.000 0.00 Note: "Vu" is related to the load combination which produces the maximum "Ratio" Note: Sections with **** have exceeded the maximum allowable shear stress. H email: Support@Adaptsoft.com website: http:/Iwww.Ada'ptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 24 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 25 XIL, . . x• "Analysis-,Analysis ..Bot -'Minimurn1. .:.Top' _. MinirnurnI .'.Bót'___Tops Selected Selected,* Bot'. ft in2 in2 in2 in2 in2 1n2 0.00 0.00 0.00 • 0.00 0.36 0.00 • 0.36 0.00 0;05 0.60 0.00 0.00 0.36 0.00 0.36 0.00 0.10 .20 0.00 0.00 0.36 0.00 0.36. 0.00 0.15 .80 - 0.00 0.00 0.36 . 0.00 0.36: 0.00 0.20 2.40 0.00 0.00 0.00 0.00 _• 0.00. 0.00 0.25 3.00 0.00 0.00 0.00 0.00 0.00 -0.00- 0.30 3.60 0.00 0.00 ,0.00 -'0.00 0.00 0.00 0.35 4.20 0.00 0.00 0.00 0.36 0.00 0.36 0.40 4.80 0.00 0.00 0.00 0.36 0.00 0.36 0.45 5.40 0.00 0.00 0.00 0.36 0.00 0.36 0.50 6.00 0.00 0.00 .0.00 0.36 0.00 0.36 0.55 6.60 0.00 0.00 • 0.00 0.36 0.00 0.36 0.60 7.20 - 0.00 0.00 0.00 0.36 0.00 0.36 0.65 7.80 0.00 0.00 0.00 0.36 0.00 0.36 0.70 8.40 0.00 0.00 0.00 0.00 0.00 0.00 0.75 9.00 0.00 0.00 0.00 0.00 _. 0.00 0.00 0.80 9.60 0.00 0.00 0.00 0.00 0.00 0.00 0.85 10.20 0.00 0.00 0.36 0.00 0.36 .0.00 0.90 10.80 0.00 - -0.00 0.36 0.00 0.36 0.00 - 0.95 11.40 0.00 - 0.00 0.36 0.00 - 0.36 0.00 1.00 12.00 0.00 0.00 0.36 0.00 - 0.36 0.00 HopeAmundson 216003.00 Calculation by MPH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section_Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 S . 14-DEFLECTIONS 14.1 Maximum Span _Deflections _________ Span ••.- _ 'SW. SW+PT .•.,, SW+PT+ ...- SD•L.. SW+PT+SDL :+Creep.;\. .Total in in in in in in in 1 0.02 0.02 0.02 0.07(2032) 0.01(14840) 0.00(*****) 0.08(1790) 2 0.07 -0.01 0.00 0.01(34852) 0.05(4781) 0.00(*****) 0.05(4285) -3 0.05 0.00 0.00 0.02(13188) 0.04(6155) 0.00(*****) 0.05(4196) 4 0.06 0.00 0.00 0.01(16133) 0.04(5715) 0.00(*****) 0.05(4220) 5 0.06 0.00 000 0.01(15220) 0.04(5827) 0.00(*****). 0.05(4214) 6 0.06 0.00 0.00 0.01(15459) 0.04(5797) 0.00(*****) 0.05(4216) 7 0.06 0.00 0.00 0.01(15389) 0.04(5805) 0.00(*****). '0.05(4215) 8 • 0.06 0.00 0.00 0.01(15424) 0.04(5802) 0.00(*****) 0.05(4216) 9 0.06 0.00 0.00 0.01(15361) 0.04(5804) 0.00(*****) 0.05(4212) 10 0.06 0.00 0.00 0.01(15560) 0.04(5799) 0.00(*****) 0.05(4224) 11 0.06 0.00 0.00 0.01(14851) 0.04(5819) 0.00(*****) 0.05(4180) 12 0.06 0.00 0.00 0.01(17896) 0.04(5744) 0.00(*****) 0.05(4348) 13 0.06 0.00 0.01 0.02(10030) 0.04(6039) 0.00(*****) 0.06(3783) 14 15 0.07 0.03 -0.01 0.03 0.00 0.03 -0.02(13227) 0.11(1364) 0.04(5065) 0.02(9219) 0.00(*****) 0.00(*****) 0.03(7195) 0.13(1191) Note: Deflections are calculated using effective moment of inertia of cracked sections. 29-DETAILED REBAR SPAN SD-64 Hope-Amundson 216003.00 Calculation by MDH SD -65 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 _ SPAN •. . •. S XIL. x;: ' V'I' AnaIysis j AnaIysis Bot1 .MinimUm Minimuñif ,66t Selected .Top; Sele'ôted ft 1n2 in2 1n2 1n2 1n2 . in2 0.00 0.00 0.00 0.00 0.36 . 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 . 0.00 0.10 1.80 . 0.00 0.00 0.36 0.00 0.36. 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 • 0.00. 0.00 0.00 0.00 0.00 0.30 5.40 • 0.00 0.00 0.00 0.00 0.00 . 0.00 0.35 6.30 0.00 0.00 • 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00. 0.36 0.50 . 9.00 0.00 0.00 . .0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 . 10.80 0.00 0.00 0.00 0.36 0.00 . 0.36 0.65 11.70 0.00 . 0.00 0.00 0.36 0.00 0.36 0.70 . 12.60 0.00 0.00 • 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 • 0.00 • 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 0.00 085 15.30 0.00 0.00 0.36 . 0.00 0.36 0.00 0.90 16.20 0.00 0.00 .0.36 .0.00 _• 0.36 0.00 0.95 17.10 0.00 .000 0.36 0.00 0.36 .0.00 1.00 18.00 .0.00 •• 0.00 0.36 0.00 0.36 0.00 SPAN 3 jXJL X'' Analysis Analysis 47 Bot. ' Minimum 'To Minimum Seleted TdI Selécted 'J Bot ft in2 in2 1n2 . in2 in2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 . 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 . 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00. 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.001, 0.00 0.00 0.30 5.40 0.00 . 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 1 0.36 .0.40 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 . 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 .0.55 9.90 0.00 0.00 0.00 0.36 0.00 , 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65 11.70 . 0.00 0.00 0.00 0.36 0.00 0.36 0.70 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 . 0.00 0.00 0.00 0.00 0.80 .14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 . 16.20 0.00 0.00 0.36 0.00 0.36 0.00 0.95 17.10 0.00 . 0.00 0.36 0.00 0.36 0.00 1.00, 1 18.00 0.00 0.00 0.36 0.00 0.36 0.00 emaiI:SupportAdaptsoft.corn website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 26 SPAN 5 Hope-Amundson 216003.00 Calculation by. MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN ¶ X 'yAnalysis c..Top 'AnaIysis. Minimum 4Top:.l ..'Minimuni ' 1,Bt& SeIected. 1Top: SeIected,' "'Bot ft in2 1n2 1n2 in2 in2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 . 0.00 0.36 0.00 0.36' 0.00 0.15 2.70 0.00 0.00 0.36 . 0.00 . 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 . 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00' 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65 11.70 0.00 . 0.00 0.00 0.36 0.00 0.36 0.70 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 . 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 .15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 0.36 0.00 0.36 0.00 0.95 17.10 0.00 0.00 . 0.36 0.00 0.36 0.00 1.00 18.00 0.00 0.00 0.36 0.00 0.361 0.00 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 27 ,XIL'.,X" iaIysis Analysis Bott Minimum 'Top' Minirnum Bdt-1 SeIectéd t'T6p'). 1SeIècted ft 1n2 . in2 1n2 in2 in2 in2 0.00 0.00 . 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 . 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 . 0.00 0.35 6.30 0.00 0.00 .' 0.00 0.36 0.00 0;36 0.40 7.20 0.00 0.00 0.00 0.36 ., 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 g:oo 0.00 0.00 . 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00. 0.00 0.00 0.36 0.00 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00 0.36 0.70. 12.60 0.00. 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 000 0.00 0.00 0.00 0.80 . 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 0.95 16.20 17.10 0.00 0.00 0.00 0.00 0.36 . 0.36 0.00 0.00. 0.36 0.36 0.00 0.00 1.00 18.00 0.00 0.00 0.36 . 0.00 0.36 0.00. Hope-Amundson 216003.00 Calculation by MDH SD - 67 Project Name: 216003.00 Legó Land PS Specific Title: Typical Roof Slab Section Pinned . File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 - SPAN 6. Aialyis 'To'. ..AñaIysis. Bot1 ..J MiniFnum 'Tofr ,Minimüth Selected ' i: Top '11'Sèleáted ft . 1n2 1n2 in2 in2 in2 . 1n2 0.00 0.00 0.00 0.00. 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36. 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36. 0.00 0.20 1 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 ' 0.00 . 0.00 0.00 0.00 0.00 0.35 6.30 0.00 . 0.00 0.00 0.36 . 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36: 0.0,0 0.36 0.45' 8.10 0.00 0.00 0.00 0.36 ' 0.00 0.36 0.50 1 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 ' 0.00. 0.36 0.60 10.80 0.00 0.00 0.00 0.36 ' 0.00 '0.36 0.65 11.70 0.00 ' 0.00 0.00 . 0.36 . " '0.00 0.36 0.70 ' 12.60 . 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00. . 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00. 0.00 0.00 0.85 15.30 ' 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 '0.00 0.00 0.36 0.00 0.36 0.00 0.95 17.10 0.00 . 0.00 0.36 0.00 .0.36 0.00 1.00 18.00 0.00 .0.00 0.36 0.00 0.36 0.00 'SPAN7 . . . . XIL ',iX. 7 Analysis Top ..AnaIysis'. ' Bat Minimu'm 'iiTop ' ' Minimum Bat.. . Sèlecte'd' Top' ..t Seleèted .Bot 'ft 1n2 ' in2 02 1n2 . in2 in2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 ' 0.36 ' 0.00 0.36. 0.00 0.10 1.80 0.00 . 0.00 0.36 0.00 0.36 , 0.00 0.15 2.70 0.00 0.00 0.36. 0.00 . 0.36 0.00 0.20 3.60 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 ' 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.30 5.40 0.00 0.00 0.00. 0.00 0.00' . .• 0.00 0.35 6.30 0.00 0.00 '0.00 0.36 0.00 . 0.36 0.40 1 7.20 0.00 0.00 0.00 0.36 0.00' 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 .0.36 0.00 ' 0.36 0.55 9.90 : 0.00 0.00 , 0.00 0.36 0.00 0.36 0.60 10.80 0.00 . 0.00 0.00 0.36 0.001 . 0.36 0.65 11.70 0.00 0.00 0.00 1 0.36 0.00 0.36 0.70 12.60 0.00. 0.00 ' 0.00 0.00 0.00 0.00 0.75 .1 3.50 ' 0.00 ' 0.00 . 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 15.30 ' 0.00 '0.00 0.36 ' 0.00 0.36 0.00 0.90 16.20 0.00 0.00 0.36' 0.00 0.36' 0.00 0.95 1710 0.00 0.00. 0.36 '0.00 0.36 , 0.00 1.00 18.00. 0.00 0.00 1 0.36 0.00 ' 0.36 .0.00 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 28 . _ .Analysis',' .Top .'' ..Ahalysis.. .Bot .nurn Minithum .-.Bot_Bot 'Se!ected Se,lected', ft in2 in2 'in2 in2 1n2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 . 0.36 0.00 0.05 0.90 0.00 0.00 0.36' ,0.00 0.36 . '0.00 0.10 1.80 0.00 0.00 0.36 1 0.00 0.36 ' 0.00 0.15 2.70 0.00 0.00 0.36 1 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.30 5.40 0.00 0.00 0.00 . 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 0.00 0.00 0.36 0.00 . 0.36 0.45 8.10 0.00 . 0.00 0.00 0.36 ' 0.00 0.36 0.50 9.00 . 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00. 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00.. 0.36 0.70 12.60 0.00 0.00 0.00' 0.00. 0.00 0.00 0.75 13.50 0.00 0.00 000'' .0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00.. .0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 0.00 0.90 16.20 0.00 0.00 '0.36 - 0.00 0.36 0.00 0.95 17.10 0.00 0.00 0.36 '0.00 0.36 .0.00 1.00 18.00 0.00 .0.00 0.36 0.00 . 0.36 0.00 Hope-Amundson 216003.00 Calculation by MDH Project Name:,216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN .XJL . " .X,. Analysis Analysis,. Minimrii- '..Bot .Minimun All !.Selected.i Selected ft in2 in2 1n2 in2 in2 in2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30' 0.00 0.00 0.00 0.36 0.00 0.36' 0.40 7.20 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 . 0.36 0.50 . 9.00 0.00 0.00 0.00 0.36 0.00' 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00. 0.36 0.65 11.70 0.00 0.00 0.00 0.36 0.00 0.36 0.70 1 12.60 0.00 0.00 0.00 0.00'' 0.00' 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 000 0.80 14.40 0.00' 0.00 0.00 ' .0.00 0.00 0.00 0.85 15.30 0.00 0.00 0.36 0.00 0.36 .0.00 0.90 16.20 ':0.00 0.00 0.36 0.00 0.36 0.00 0.95 17.10 0.00 0.00 0.36 0.00 0.36 0.00 1.00 - 18.00 0.00 0.00 1 0.36 0.00 .0.36. 0.00 SPAN SD-68 .1 .. 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 29 Hope-Amundson 21 6003.00 Calculation by MDH SD-69 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July12, 2016 'SPAN 1O XIL H Analysis Ifl Analysis. Ifl Minimum Ifl Mihimuñi.. in ,Selectec iii - Sélecteth. ;° Bot in2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 010 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00° 0.00 0.00 0.00 0.00. 0.00 0.30 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36 0.40 7.20 0.00 . 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 . 0.00 0.00 0.00 0.36 0.00 0.36 S , Top Bot Bot Top T' ' (650) 364-2401 Hope-Amundson 216003.00 Calculation by MDH '. SD- 70 Project Name: 216003.00 Lego Land PS . Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SPAN 12 X 11 ysis. AnalIz, ....Top . Analysis . Bot .. Miñimüm . MiirnUm- .Bot :;SeieôtédSeIected, . To -- Bot: - ft in2 in2 in2 . in2 62 1n2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 .0.00 0.05 0.90 0.00 0.00 . 0.36 . 0.00 0.36 0.00 0.10 1.80 0.00 .0.00. 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 1 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 - 0.00 0.30 5.40 0.00 0.00 0.00 0.00. 0.00. 0.00 0.35 6.30 0.00 0.00 0.00 - 0.36 0.00 . 0.36 .040 7.20 0.00 0.00 0.00 0.36. 0.00 0.36 0.45 8.10 0.00- 0.00 0.00 . 0.36 . 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0:00 0.00 0.00 0.36 0.00 0.36 0:60 _10.80 0.00 0.00 0.00 0.36 0.00: . 0.36 0.65 _11.70 0.00 0.00 0.00 0.36 0.00 . 0.36 0.70 _12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 . 14.40 0.00 0.00' . 0.00 0.00 0.00' 0.00 0.85 15.30 - 0.00 0.00 0.36 0.00 0.36 . 0.00 0.90 16.20 0.00 0.00 0.36 0.00 ' 0.36 0.00 0.95 17.10 0.00 ' 0.00 0.36 .0.00 0.36. 0.00 1.00 18.00 0.00 0.00 .0.36 0:00 0.36 0.00 SPAN 13 Analysis Top_'. 'Aiialysis., 60t'l3_ Minimum ' Minimums Selected' Selectèd:, ft in2 in2 in2 . 1n2 .in2 in2 0.00 0.00. .'0.00 0.00 0.36 0.00 0.36_. 0.00 0.05. . 0.90 .0.00 . _'0.00 0.36 0.00 0.36 0.00 0.10 . 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 .0.00 0.00 0.00 .0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40, 0.00 0.00 0.00 0.00 0.00 0.00 0.35 . 6.30 0.00 0.00 0.00 0.36 0.00 .0.36 0.40 7.20 . 0.00 0.00 0.00 0.36 0.00 0.36 0.45 8.10 0.00 0.00 ,0.00 0.36 0.00 0.36 0.50 9.00 0.00 .0.00 0.00 .0.36 0.00 0.36 0.55 9.90 0.00 . _0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00. 0.00 0.00 0.36 0.00 0.36 0.65 . 11.70 0.00 0.00 0.00 0.36 .0.00. .0.36 0.70 12.60 0.00 0.00 0.00 '0.00 0.00 ' 0.00 0.75 13.50 0.00 0.00 0.00 0.00 0.00 0.00 0.80 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.85 15.30 0.00 .0.00 0.36 0.00 0.36 .0.00 0.90 16.20 0.00 0.00 0.36 .0.00 _. 0.36 .0.00 0.95 - 17.10 0.00 0.00 0.36 0.00 - 0.36 _- 0.00 1.00 18.00 0.00 0.00 0.36 .0.00 - 0.36 0.00 email: Süpport@Adaptsoft.com. website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 3062400 Fax (650) 364-2401 31 - . ' Hope-Amundson 216003.00 Calculation by MpH Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Tuesday, July 12, 2016 SD,-71' XJL; : X. ..-.. Analysis kTop . SPAN 14 '• . - Analisis Bot.A':: 'Minimürn Top.. ' Minimum --,Selected To; ''Seleôted, ., Bot ft 1n2 in2 1n2 in2 in2 1n2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.90 0.00 0.00 0.36 0.00 0.36 0.00 0.10 1.80 0.00 0.00 0.36 0.00 0.36 0.00 0.15 2.70 0.00 0.00 0.36 0.00 0.36 0.00 0.20 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5.40 0.00 0.00 0.00 '0.00 0.00 0.00 0.35 6.30 0.00 0.00 0.00 0.36 0.00 0.36. 0.40 7.20 0.00' 0.00 0.00 0.36 0.00: 0.36 0.45 8.10 0.00 0.00 0.00 0.36 0.00 0.36 0.50 9.00 0.00 0.00 0.00 0.36 0.00 0.36 0.55 9.90 0.00 0.00 0.00 0.36 0.00 0.36 0.60 10.80 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.00 0.00 0.36 0.00 0.36 12.60 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 13.50 0.00 0.00 0.00 0.00 P 0.6511.70 14.40 0.00. ' 0.00 0.00 . 0.00 0.00 0.00 15.30 0.00 0.00 0.36' 0.00 0.36 0.00 1620 0.00 0.00 0.36 0.00 ' 0.36 0.00 17.10' 0.00 0.00 0.36 0.00 0.36 0.00 1.00 18.00 0.00 0.00 0.36 0.00 0.36 0.00', SPAN 15 .,_ XIL X . Analysis ' ,.AnaIysis.. ' BoL' . ', Minimüm ' .-... 'tTop ' 'Minimurn ,'<- .. - Botv: Seleàted 1 ,' -.','.., . -.Top. Selected', -, Bot ..; ft in2 ' in2 in2 ,in2 in2 in2 0.00 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.05 0.65 0.00 0.00 0.36 ' 0.00 0.36 0.00 0.10 1.30 ' 0.00 0.00 0.36 0.00 0.36 0.00 0.15 1.95 0.00 0.00 ' .0.36 0.00 0.36 0.00 0.20 2.60 0.00 0:00 0.00 0.00 0.00 0.00 0.25 3.25 0.00 0.00 0.00 0.00 0.00 0.00 0.30 3.90 0.00 0.00 0.00 0.00 0.00' 0.00 0.35 4.55 0.00 0.00 0.00 0.36 . 0.00 0.36 0.40 5.20 0.00 0.00 . 0.00 0.36 . 0.00 0.36 0.45 5.85 0.00 0.00 0.00 ' 0.36 0.00 . 0.36 0.50 6.50 0.00 0.00 . 0.00 0.36 0.00 0.36 055 7.15 0.00 0.00 0.00 0.36 0.00 0.36 0.60 7.80 0.00 0.00 0.00 0.36 ' 0.00 ' 0.36 0.65 8.45 0.00 0.00 0.00 0.36 0.00 . 0.36 0.70 9.10 0.00 0.00 0.00 1 0.00 ' 0.00 0.00 0.75 9.75 0.00 0.00 0.00 0.00 0.00 0.00. 0.80 10.40 0.00 0.00 .0.00 .0.00 0.00 0.00 0.85 11.05 0.00 0.00 0.36 0.00 0.36 0.00 0.90 11.70 0.00 0.00 0.36 0.00 ' 0.36 0.00 0.95 12.35 0.00 0.00 0.36 0.00 0.36. 0.00 1.00 13.00 0.00 0.00 0.36 0.00 ' 0.36 0.00 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included in Analysis block. ' email: SupportAdaptsoft.com website: http://www.Adaptsoft.com '1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax(650)3647-2401 32 Hope-Amundson 216003.00• Calculation by MDH :sD-72 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012" Date: "07 - 05.- 2016" Time: "10:42" File: 13 span Slab Section-pinned. 1 - PROJECT TITLE: "216003.00 Leao Land PS' .. 1.1 Design Strip: 137span Slab Section_Pinnea 1.2 Load Case: Envelope MEMBER ELEVATION 9 A.2 & A'3 '6Tendons@ 11.65 wide 3-TOP REBAR 6 Tendons@ 12'wide 7 tendons @ 15' wide 3.1 ADAPT selected . . 10 Tendons @ 20.5 wide 3.2 ADAPT selected 4 - TENDON PROFILE 4.l Datum Line 4.2 CGS Distance A[in] 3.50 2.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 2.25 3.50 4.3 Force A : 142 kips] 122.5 kips) [22.5 kips] [22.5 kips) [22.5 kips] [22.5 kips] [22.5 kips] 122.5 kipsl 122.5 kips] [22.5 kips) [22.5 kips] [22.5 kips) 142 kips) (22.5k x 20.5')/(3'x 26.8k/Tendon) ==> 6 Tendons (22.5k x 15')/(3'x 26.8k)Tendon) => 4 Tendons 4.6 CGS Distance B[in] . (22.5k x 12')/(3'x 26.8k[Fendon) => 3 Tendons 4.7 Force B . (22.5k x 11.65")/(3'x 26.8k/Tendon) =>3 Tendons . -see hand calcs . . 410 CGS Distance C[in] . 4.11 Force C . . NOTE: Mild steel reinforcement per calculations that follow; not under top and bottom rebar that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that .. BOTTOM REBA - R follow are more precise. . 5.1 ADAPT selected 5.2 ADAPT selected (151#4xi3 • 6- REQUIRED & PROVIDED BARS max 0.38 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 '0.38 0.38 0.36 0.36 6.1 'lop Bars ing , required provided . , 0. 0. , ' 6.2 Bottom Bars ' max 0.36 0.36 0.36 0.36 0.36 0.36 . 0.36 0.36 0.36 0.36 0.36 0.36 0.36 7-SHEAR. STIRRUPS ., . 7.1 ADAPT selected. . . . . . Bar Size #3 Legs: 2 , Spacing [in]. . 7.2 User-selected ' .'[ I1 J ------------ L Bar Size # Legs: . . 1.2, . 7.3 Required area o.- 0.0 0. 0. 0. 0. 0. 0. 0.' . 0. 0. 0. 0. 0. 0. 8 - LEGEND ' ' ' ,. -1 Stressing End I Dead End 9- DESIGN PARAMETERS • , .. . . . • . .9.1 Code: American AC1318 (2011)/IBC.(2012) Vc = 5000 psi f = 60 ksi (longitudinal) fy 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . • . . , - DESIGNER'S NOTES ', • , . . • • . 4 4 4 Hope-Arnundson 216003.00 Calculation by MDH SD-73 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: '07 -08- 2016" Time: '11:41 File: 13 span Slab Section-fixed 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: 13-span Slab Section-fixed 1.2 Load Case: Envelope MEMBER eE 3 Tendons @ 11.65' wide Tendons @ 12' wide 7 tendons @ 15' wide 16 3.1 10 Tendons @ 20.5'wide 3.2 ADAPT selected 4 - TENDON PROFILE 4.l Datum Line 4.2 CGS DistanceA[in] 3.50 2.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 2.25 3.50 4.3 Force A 142 kips[ [22.5 kips] [22.5 klps] [22.5 klps] [22.5 kips] [22.5 kips] [22.5 kips] [22.5 kipsl 122.5 klps] [22.5 kips] [22.5 kips[ 122.5 kips[ [42 kips] (22.5k x 20.5')/(3'x 26.8k(Tendon) => 6 Tendons (22.5k x 15)/(3' x 26.8k)Tendon) ==> 4 Tendons 4.6 CGS Distance B[in] (22.5k x 12')/(3'x 26.8kjTendon) => 3 Tendons 4.7 Force B (22.5kx11.65')/(3' x 26.8k/Tendon) ==>3 Tendons -see hand calcs. 4.10 CGS Distance C[in] 4.11 Force C NOTE: Mild steel reinforcement per calculations that follow, not under top and bottom rebar ADAPT selected in this summary. ADAPT is conservative in selection, calculations that 'that - BOTTOM REBAR follow are more precise. 5.1 ADAPT selected 1#4X9'6',2-9)1#4X9 '30) 6 1#4X95® l#4X9'61 1#4-X95 - 1#4X95 - - - 1#4X95 1#4X96 1#4X9'6 - 1#4X95 - 1#4X95 - 5.2 ADAPT selected 6- REQUIRED & PROVIDED BARS 6.1 Top Bars max 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 ....l o.in2l 2( ____________ . re juired 11 i Hil H Hi provided •'iiiii W Y 111U W WE 6.2 Bottom Bars max 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] 7.2 User-selected [ [1ii I 111111111111111111111111 I I 111------ 111111:111 Bar Size # Legs: 1.2 7.3 Required area [in2/111 0.3;- . Ad-0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 8 -LEGEND -i Stressing End -1 Dead End . 9 - DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f'c = 5000 psi ty 60 ksi (longitudinal) fy 60 ksi (shear) fp5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNER'S NOTES Hope-Amundson 216003.00 Calculation by MDH . . . 'SD -,74 ' ' ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012 Date: "07- 05 -.2016 Time: . "14:08" File: 13 span Roof Slab Section 1 - PROJECT TITLE: 216003.00 Lego Land PS" 1.1 Design Strip: 13-span Roof Slab Section-Pinned 1.2 Load Case: Envelope • MEMBER ELEVATION. 2 18 [ft] 50 80 isoo 800 18 0091: 0010 1800111800 oo13 18.00 18 \7 V V V V V V 6Tendons@ 11.65 wide 3 - TOP REBAR . . ' ' ' 6 Tendons @ 12 wide ' 7tendons@ 15' wide ' 3.1 ADAPT selected ' 10 Tendons @ 20.5' wide 3.2 ADAPT selected 4-TENDON PROFILE 41DatumLine .4.2 CGS Distance Alin] 2.50 MM 3.50 1.253.501.253501.253.501.253.50,1.253.501253.50 1.25 350 1.2S30 1.253.501.253.50 1.25 3.50 MM 2.50 4.3 Force A .141 klps) 136 idps) 136 kips) [36 klps] [36 kips] ' [36 klps] [36 dpi] [36 kips[' [36 kips[ [36 kips[ [36 kips[ ' [36 kips] 141 Idps[ . . ' . , (36k x 20.5)1(3' x'26.8k/Tendon) => lOTendons . . . . . (36k x 15')/(3'x 26.8k/Tendon) => 7 Tendons ' . . .'• ' ' • 4.6 CGS Distance B[in] . (36k x 12)1(3' x 26.8kfFendon) ==> 6 Tendons4.7 Force B (36k x 11.65)1(3' x 26.8k/Tendon) =>6 Tendons -see hand calcs .4.10CGS Distance C[in] 4.11 Force C NOTE: Mild steel reinfOrcement per calculations that follow, not under top and bottom rebar ' . that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that, .• - BOTTOM REBAR follow are more precise. ' á.1.x106. • . . . . . • . 21 1#4X10 5.1 ADAPT selected' , 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 . ' . S ' • , , Top Bars max 036 036 0.36 0.36 0.36 • 0.36 0.36 0.36' ' 0.36 0.36 0.36 0.36 0.36 re quired _____________ V-. provided ° 0.20 IIIIIII11 ' . .. . . . . ' . 40 . 6.2 Bottom Bars màxo.36 0.36 0.36 .0.36 o. 0.36 0.36 0.36 0.36 '0.36 0.36 0.36 0.38 7- SHEAR STIRRUPS • . • • • 7.1 ADAPT selected: • . . • ' ' . ' ' Bar Size #3 Legs: 2 . . ' • . . . Spacing [in) ' , • ' ' : . . • 7.2 User-selected [[ITI Bar Size# Legs: ' . . . . . 1.2 . . 7.3 Required area , • . . jin2/ft) • ' • . . 0.i- 0-d--, • 0. 0. 0. • 0. 0. 0. ' 0. 0. 0. • . 0. 8 - LEGEND • -1 Stressing End ' • • -I Dead End . . • 9-DESIGN PARAMETERS . . . ''S , .. ' ..• 9.1 Code: American AC1318(2011)/IBC (201,2) f' = 5000 psi f, 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . • . •' . . . . . ' . . • DESIGNERS NOTES , ' , . : ' ,' • Hope-Amundson 21600300 Calculation by MDH: .6D 75 :. ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012 Date: "07 08- 20161 Time: 11:37 File: 13 span Roof Slab Section_fixed :1 - PROJECT TITLE: '216003.00 Lego Land PS 1.1 Design Strip: 1,5span i Roof Slab Section-fixed S 1:2 Load Case: Envelope . S MEMBER ELEVATION Location: Level 4 - GL,D.8 to E V V V V V V V V V V 3.1 ADAPT selected 10 Tendons @ 205wide 32 ADAPT selected 4 - TENDON PROFILE 41 Datum Line 4.2CGSDistanceA[in] 3.50 2.25 3.50 1.25 3.50 1.25 3.5.0 1.25 3.50 1.25 3.50. 1.25 3.50 1.25 3.50 1.25.3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 2.25 3.50 4.3 Force A . [43 klps[ 136 kips) 136 klpsl 136 kips) 136 kips[ [36 kips[ [36 kips] (36 kips) 136 klps] 136 klps) '[36 kips] [36 klps] 143 kips) (36k x 20.5')/(3'x 26.8k/Tendon) =±> 10 Tendons .. ,.. (-36k x 15)1(31 x 26.8k/Tendon) => 7 Tendons 4.6 CGS Distance B[in] . 4.7 Force B . (36k x 12)/(3 x 26.8k/Tendon) => 6 Tendons (36k x. 11.65")/(3'x 26.2k/Tendon) =>6 Tendons . . -see hand calcs . ..... . . . 4.10CGS Distance C[in] 4.11 Force C . : . . . . that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that , NOTE: Mild steel reinforcement per calculations that follow, not under top and bottom rebar - BOTTOM REBAR follow are more precise. . 5.1 ADAPT selected . . . . . . 5.2 ADAPT selected 6- REQUIRED & PROVIDED BARS . 61 Top Bars max 0.36 0.35 0.36 0.36 0.36. 0.36 0.38 .0.36 0.36 0.38 0.36 -0.36 0.36 3J Iii1F1I II I I 1 Mil1 I1i$fll DI III II Ill1 11iIll1 ifl1 ired provided S .. . . JEE S 62 Bottom Bars max, 0.36 0.36 0.36. 0.36 0.38 .0.36 0.36038 0.36 0.38 0.36 0.35 0.36 7-SHEAR STIRRUPS S S 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] 72Userselected [ [1 II II IIIIIIIIIIIII Bar Size # Legs: . . . . S 1. S 7.3 Required area . . . . . . . .. [in?/ft] . 0.- . ., 0.0 0. 0. . 0. . 0. 0. 0. 0. 0. . 0. . 0. 0. 8 LEGEND . . . . .- i Stressing End .- -I Dead End 9 -. DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f5 = 5000 psi f, = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top =. 1.2 in Bottom = 1 in Rebar Table: DESIGNERS NOTES Hope-Amundson 216003.00_ Calculation by MDH SD -JIB.'.... :. :• ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date 07 08 2016 Time 1118 File 8 span Slab Section—pinned 1 PROJECT TITLE 216003 00 Leqo Land PS 11 Design Strip 8 Span Slab Section _Pinned 1.2 Load Case: Envelope .- 0 MEMBER ELEVATION Location: Level 2 GLDtoD.9 3 TOP REBAR I15 TendonsI 3 1 ADAPT selected 3.2 ADAPT selected 2#4X2 ,X60 ®2#4X76 ® ® ®2#4X76 ®2#4X76 2#4X76 2#4X76 (8)2,14-t- ,.®2#4X40 4 TENDON PROFILE 41DatumLine VVVVV 4.2 CGS Distance A[in] 3.50.2.25 3.50 1.25 3.50 1.25. 3.50 -1.25 3.50 .1.25 .3.50 .1.2.5 350 1.25' '3.50 2.2.5..3.50-. -: 4 3 Force A (225 kips) 1225 kips) (225 kips) 1225 kips) 1225 kips) (225 kips) (225 ups) 130 kips) 1(22.5k x 523')/(3' x 26 8k/Tendon) ==>15 Tendons -see hand caics 46 CGS Distance B[in] 47 Force B 4.10 CGS Distance C[in] .4.11 ForceC NOTE Mild steel reinforcement per calculations that follow not under top and bottom rebar - - that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that : S . BOTTOM REBAR follow are more precise 5 1 ADAPT selected.'@1#4X9 (ii#4xg6 ®1#4X96 ®1#4X6 1#4X96 @1#4X6 1#4X86 52 ADAPT selected ®2#4X50 ©1#4X125 @2 144X12 @1#4X130 @1#4X12 ®1#4X13 @1#4X1VO (i3j1#4X100 6 REQUIRED & PROVIDED BARS max o.36 0.36 '-0.36 - - '0.36 -0.36. 0.36' 0.36 .0.36 ' - . . . . - •o 'w ' : - required ..........._....._I li Nil' Flli!111111:11111~11 IiTIiEi'1 i[iEi'I Iiii1 provided 'ii.11_ii ... 6.2 Bottom Bars.- ...maxo.36 ',':0. '0.36 0.36 -' ''0.36 ' 0.36-i - 0.36: - 0.36 . SHEAR STIRRUPS' : •. • . , • • • . • . - ....' ' ': • ', ' - 7.1 ADAPT selected. ' ' , , • , : ' . : , -- . . -- . . ..., ' : • • . : • Bar Size #3 Legs 2 Spacing ,[in] 7.2 User-selected- - ' .' - - . • . :l. . . [ : - ' • . - . .' . • -' Bar'Size# Legs: - ' ' ----• --'' 12 3 Required area g 7 n2/ft 03- 00 0 0 0 0. 0 0 0 0 8 LEGEND -i Stressing End I Dead End 9 DESIGN PARAMETERS 9 1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi 9 2 Rebar Cover Top = 1.2 in .'Bottom = 1 in Rebar Table -D'ESIGNER'S NOTES: - : : - - '-- • : " ''': -- -' : • :2 Hope-Amundson 216003-00 , , . Galculation by MDH •. .• SD 77 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM . ADAPT-PT, Version 2012 •Date.: . 07 - 08 - 2016' Time: "11:35" File: 8 span Slab Section_fixed 1 - PROJECT TITLE: "216003.00 Lego Land PS" . .. 1.1 Design Strip: 8 Span Slab Section_fixed . . . . 1.2 Load Case: Envelope ELEVATION 12.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 Level 2 3-TOP REBAR ' .115 Tendons . . 3.1 ADAPT selected . . . . . . 32 ADAPT selected 2#1(2®2#4X6O" ®2#4XT& ®2#4X7'& ' ®2#4X7'6 ®2#4X7'6 ®2#4X7'6 ®2#4XT6 ®2#4X4. ': TENDON PROFILE 4.1 Datum Line - 4.2 CGS Distance Min] 3.50 2.25 3.50. 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 1.25 3.50 ' 2.25 3.50 '4.3 Force A . ' 122.5 kips( 122.5 kips( (22.5 hipS) 46 CGS Distance B[in] 4.7 Force B 122.5 hips] 122.5 kips] [>l5Tendo 1 ns ' 122.5 hips) (22.5 hips) . '130 kipsl 4.10 CGS Distande C[in] . 4.11 Force . NOTE: Mild steel reinforcement per calculations that follow, not . . . . under top and bottom rebar .. . . that ADAPT selected in this summary. - BOTTOM RE BAR follow are more precise. ADAPT is conservative in selection, calculations that .5.1 ADAPT selected . @1#4X6" 11#4x& 1#4XW6. . (}i#4x , 11#4X9'6 11#4X9 .' . 5.2 ADAPT selected ' ' (2#4x5 (I) 1#4x12 (ii) 1#4x12 1#4X13 1#012 1#4x12 @61#012V ' ®2#4X7'6 6 -'REQUIRED & PROVIDED BARS . max 0.36 0.36 0.36 6.1 Top Bars in2l 0.2( . . o 0 0.36 . 0.36 / 0.36 0.36 0.36 provided . •, . . • 6.2 Bottom Bars max 0.36 0.36 0.36 L' 0.36 0.36 . N iliiiY 0.36 0.36 . 0.36 ' • 7- SHEAR STIRRUPS .7.1 ADAPT selected.. . . . . . Bar Size#3 Legs: 2 . Spacing [in] 7.2 User-selected . .. Bar Size # Legs: 1.2 7.3 Required area . [in2/ft] . 0.- • • 0.0 •o ' 0. 0. . . . 0.' o. . . --- . . . . . . . . . 0. ' 0. • • 0. 8 - LEGEND ' . ' -1 Stressing End ' ' -I Dead End • , , . . . 9-DESIGN PARAMETERS 9.1 Code: American ACI318 (2011)/IBC (2012) f' -= 5000 psi f, = 60 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: ksi (longitudinal) f = 60 ksi . (shear) f 5 = 270 ksi 0 , DESIGNER'S'NOTES . , . . ' • Hope-Amundson 216003-00 Calculation by MDH SD -,78 ADAPT.- STRUCTURAL CONCRETE SOFTWARE SYSTEM : ADAPT-PT Version . 2012" Date: "07OB-2O16 .Time: . '10:49" File:7spanSlabSectioñj,inned 1.- PROJECT TITLE: "216003.00 Lego Land PS' . . . . . . 1.1 Design Strip: 7 Span Slab Section_Pinned . . . . . . . : . . . 1.2 Load Case: Envelope . . . . . . . S .......................... . . ELEVATION Level 2 3 - TOP REBAR . .. .. I3.Tendonsl . .. . 3:1 ADAPT selected ,. . . . . . . . . . . . . 32 ADAPT selected 2#4X4 ®2#4X7'6 ®2#4X7'6 ®2#4X76 ®2#4X76 ®2#4X76 ®2#4X7'6 ®2#4X4 4-TENDON PROFILE SS• . . .. . . 0 . 0 . 41 Datum Line.* 4.2 CGS DistancèAlin] .3.50 .225 3.50 0 1.25 3.50 1.25 3.50 1.25 3.50125 3.50.1.25 3.50 2.25. 3.50 4.3 Force A . . . . . 142 kips] . [22.5 kips] [22.5 kips] 122.5 kips] 122.5 kips] 122.5 kips] . 142 kipsl (22.5k x 11.65)/(3 x 26.8k/Tendon) =>3 Tendons . . . . . . -see hand calcs . . 4.6 CGS Distance B[in] . . . . . . . . .. . . . . 4.7ForceB . .. . . . . . 4.10 CGS Distance C[in] . . . . . . . . 4.11. Force C . . . . . . . . . : . . NOTE: Mild steel reinforcement per calculations that follow, not under top and bottom rebar . . . . . . . that ADAPT selected in this summary ADAPT is conservative in selection, calculations that . .. . BOTTOM REBAR follow are more precise. . . . . . 51 ADAPT selected @1#4X110 ®1#4X8 C1#4Xg6 (ii#4g 1#4X96 ®1#4x86 1#4X1vo 5.2 ADAPT selected . . ®1#4X13'0`. ®1#4X9 ®1#4X13 @1#4X13' @1#4X13 : @1#4X96 ®1#4X13' 6-REQUIRED & PROVIDED BARS . . . . . . . S. . . . 61 Top Bars max ° 036 0.36 i r 036 provided •_. . . . : 6.2 Bottom Bars max 0.36 . 0.36 0.36 0.36 . . . 0.36 . 0.36 0.36 7 - SHEAR STIRRUPS . :. . . : . •. .. . . . . . . . . . 7.1 ADAPT selected. . . Bar Size #3 Legs: 2 . . . . Spacing [in]: . . 7.2 User-selected. . 0 . . . .. - - ---------- -------------- ----- --------- ---- - --- -- . BarSize# Legs:: . ------------------------------ -- -- -- - . 1.2 . . 7.3 Required area . . [in2/ft] . . 8 - LEGEND. : . . -.E Stressing End . -i eac End . . .. .. S .9 -. DESIGN PARAMETERS . : . : : . .• . : . 9.1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi fy 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . . S DESIGNER'S NOTES Hope-Amundson216003.00 .' Calculation by.MDH ' ADAPT.- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "07-08-2016" Time: ''"11:32" File: 7 span Slab Section fixed 1 - PROJECT TITLE: "216003.00 Lego'Land PS' 1.1 Design Strip:, 7 Span Slab Section-fixed . . . . . . .• .1.2 Load Case: Envelope MEMBER ELEVATION KE Rift] *.00 .00 18.00 1 18.00 18.00 18.00 18.00 F cation: -L.-L, E t o D. 9 3 - TOP REBAR . 13 Tendonsi 3.1. ADAPT selected 3.2 ADAPT selected 4X4" ®2#4X76 (5) 1---' 042#4X76' ®2#4XT6 ®2#4X76 2#4X76 ®2#4X4 '4 - TENDON PROFILE Ti 4.1 Datum Line 4.2 CGS Distance A[in] 3.50 2.25 3.50 1.25 3.50 1.25 3.50. 1.25 '3.50 1.25 3.50 1.25 3.50 2.25 3.50- 4.3 Force A 142 kips] , [22.5 kips] 122.5 kips) [22.5 kips] 122.5 kips] [22.5 kips] [42 kips) . 5k x . 1=>3 Tendons 4.6 CGS Distance B[in] 4.7 Force B 4.10 CGS Distance C[in] 4.11 Force NOTE: Mild steel reinforcement per calculations that follow, not under top and bottom rebar that ADAPT selected in this summary. ADAPT is conservative in selection, calculations that ,. - BOTTOM REBAR follow are more precise. . . . 5.1 ADAPT selected , @61.4W6' 211#4)(9 (1)81#4X96*@11#4x96" . (1#4x9 5.2 ADAPT selected ' ®2#4)O"6 (i1#012 ®1#4x130 ®1#4x130 @1#4X13 (i19012 ' 212#4X76 6 - REQUIRED & PROVIDED. . . . 6.1 Top Bars max 0.36 0.36 0.36 0.36 0.36 0.36 0.36 ' '•IMViJI• i1 T11iEll1 •t VIII I'JiFi'I Ifti1 . __________ om . provided ' [j L HE 6.2 Bottom Bars max 0.36 0.36 0.36 0.36 0.36 ' 0.36 0.36 7:-SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] 7.2 Us er -selected . .Bar Size # Legs: . . . i.3Required area . [in2/ft] . o.- . S 0.0 0. . 0. 0. 0. 0. 8 - LEGEND ' . -i Stressing End .. '-I Dead End 9 - DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) V5 = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear)' fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNER'S. NOTES Hope-Amundson 216003.00 Calculation by MDH - Project HOPE -AMUNDSON Project No. j ctural Engineers Engineer Third Ave. Suite 300 OieqoCA92lol SD- 81 Sheet of Date I .i ! I ........... _F17 Hi : ii ... ±i: . i fH iiHH±L - __ IL_illi TfE2IJII L .±L:L FI _L ti - 4-L z'csf1 i H 7%LH tLj:J .j; ... ... . - ..........- I _t_.Ll t ' I liP Ti I ILIETT±I I 3f .L_JLLi. LLLL.L —71 _T LLI 1 j. LJ LLL LL..LL Ii 11li IDI Ii L D I liTI ITL liI Lf °± flO14 L.o.ma03. Iza.z. - z oni LiTL - 114.11 i LiITli. L7TPLI 4IiIIIlLili1li ;IuJ TP fl I fl TJ I . I I I I• H L -q m : T (,z9)gL-i'Q ZZ L6 :i - '--. - -I W IiLiitt1 ç2) Z)1 ii- 1'f , c zz ° LI H I ()) LZ C)9d Im , H = ( 2) TT rvjc r' M) i - 7. oleo r%U Jeeu!6u Q.O9!)V 'ON P8rQJd pr#ç ')3 11 '1 OJd Jo 10alavo oesiciAh aot mi"s v pjlq.j SJ8GU16U3 leinprMF NOSUNflWVa 39 - OR - jj Aq uo!eInoIe 00009L uospunwv-edo SD -83 Calculation by MDH Hope-Amundson 216003.00 HOPE AMUNDSON 'ctural Engineers Third Ave. Suite 300 Diego CA 92101 Sheet _____ of Project Project No. Engineer Date Hope-Amundson 21600 3.00 HOPE -AMUNDON J%Luctural Engineers ThIrd Ave. Suite 300 logo CA 92101 Calculation by MDH SD - 84 Sheet of Project Project No. Engineer Date Hope-Amundson 216003.00 HOPE AMUNDSON ctural Engineers wThird Ave. Suite 300 iego CA 92101 Calculation by MDH . SD - 85 Sheet of Project Project No. Engineer Date -- Li5CQ_ -IP:,u .1 1 I JJ±J.LJ_LJJ_L)JH. .L_, L J 4 .L -LJ_.IJJJ_L J ........ LL 1. L... -H T:: Eli 11 • 'l !11iiu i i ___ I ±J. J .liL L oL44l4Z5 I .. L. 1_1 1 jIiII I I JE2zJ+4L- - ...................... -- LG o ±4'4m(Lz Ló tZ1 _J -- LL 1L J. i LLL..I 167 Hope-Amundson 216003.00 - Calculation by MDH SD - 86 Sheet ____ of Project HOPE .pJJftJrJ(j Project No. uctural Engineers Engineer Date .Third Ave. Suite 300 DiegoCA921O1 - VL C92) 1- ED _LL.li_LJ ±b_L L. Lli ------------- __---_-__--1---_ -.-. - -- --.-- - 4zo'). —, 1rnk - I- - _ToL 30 ..>i- flo 7.tLoi'J LL - J t I 4 g crxL (Zivs '1!, !_ __rjooc '-1 +-- - 4 T-1 -- ---- - - 17 t 2Q&J _—zL [tip_p I I TQMS - - J urs4 o47t(5) CQ 11 7 YeQ.c - _ 4 5' ~rOT. c-4-t - - I I MI - "O4ODecMI4 L&J i•L8)0j—B iO4 Ltbr,e A&vtEis) I J 4ZB 5 37 T8)4 Ognwq _29IV'o- ______ I -- 4O 44 , - I I l L (D(4 Hope-Amundson 216003.00 Calculation by MDH SD - 87 Project Project No. Engineer Sheet _____ of HOPE aAMUNDON ckuctUral Engineers Third Ave. Suite 300 Diego CA 92161 Date _L- i &4-rc:j L I LJLJ !LLJ c'M L L - A5 LIZ) To -1 1 ill ItIj j. ThTT 1 ±J_LL 1i 1 I2L1 1.1 1,1! 1 flTT --h - I I I I I _L LL. ... Ll_i. ! .... • I_ JJL JLL'L 1 ±i IIfi4 1j I.II1.iI i I T1Tfl . -- T{1 r T 1 T -- T I IlL JTJ1 .iI1IlE I _iL_L:i.LJ.L I j II!I11 1 - __•____I__•___•_ - _. . -J-----i .._I.I. 1 I j Hbpe-Amundson 21600300 Calculation by MDH SD -89 Project Name 21600300 Lego Land PS Specific Title 7 Span Slab Section_Pinned File Name 7 span Slab Section_pinned Date of Generation Fnday, July 08 2016 .4 10- MILD STEEL -NO REDISTRIBUTION 110.1 Required Rebar Asreqd= 0.36. W/3 ft.= 0.12 in2/ft 10 11 Total Strip Required Rebar Aprov = #4 @ 18" = 0.2(12"/l 8") = 0 133 1n2/ft Span Location; From i'1..To:1) As Required jrnASJ ./A .= 0.90<1.0therefore OK ft ft in2 in, 1: TOP 0.00 .. .2.70, 0.36 ' 0.00 0.36. 0.00' 0.00 1 TOP 15.30 18.00 0.36T' : 0.17.: I_0.36 .. 2 TOP . 0.00 2.70 \o.36 0.18 __.. 0.36 _.. _0.00 _0.00 __0.00 2 TOP 4.50 . 4.50 02 0.02 0.00 ___0.00 __.0.00 _0.00 2 TOP 1530 1800 OA _______ 0,23 0.23 EEi Top Reinf @ Interior Condition 3 TOP 9.22 l((2.7_-.0)12+23__)/12=4.62__. 0.36 "N 3 TOP 15.30 18.00 .0.30 .. :4 TOP 0.00 2.70 0.36 1 fl_3A_I_n_nfl_I_n_flfl_I_•. ___1 4 TOP 15.30 .18.00. 0.36 .31 Top Reinf @ End Condition 5 TOP 0.00 .2.70 422 0.36 ((18'-15.3')12+12"+23")112= TOP Ii 1800 4.7' _==>Use'#4T5.OH@18"O.C.TypU.O'.N. 3 TOP 6 TOP 13.50 13.50 0.0 0.02 0.02 I_n_nn _I_n_nn_i_n_nfl_I 6 TOP 15_30 18_00 6 0_18IBo Reinf @ End Condition 1 7. TOP 0.00 2.70 (0.36 0 0.36 7 TOP 1530 _((11.7'2.7')12..112+2(23"))/12=.13.83': ==>Use#4B14_0@18"O_C__TypU_0_N !. 1 BOT -o16 2 BOT. 6.30 11.70 0.36 0.04 3_• BOT 5:40 "" O'' 0.36 0.16 _IBottReinf @.lnterior Condition: 4 BOT 6.30' 11.70 OTE __ 1_0.36H_o.00'Io.00I. -_i_((126'.54')12+2(23"))/12= 11.03' 7- -"Use #4B12 0@18"O C Typ UON BOT __ . 7_• BOT 6.30. 15.30 - 0.36 0.23 __I_0.36 __I_.0.00 . 0.00 _I Bott Reinf @ End Condition S •• . S : : • . . 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 • . : . S . S I S • . , • .. 5555 Spàn Location: :IFrn AsRèquired Ulti te Minimuin. lnitiâ!4I UBCf. ft ft in2 in2 in2 in2 in2 1 TOP 0.00 2.70: 0 36 0.07 0'.36 0.00 0.00 1 TOP 1530 1800 036 000 036 000 0.00, 2 TOP 0.00 2.70 .0 .36 0 m 00 0.36 0.00,0 00 2 TOP 1530 1800 036 025 036 000 0.00. 3 TOP 0100' 2.70 0.36 0:25 0.36 0.00 .0 .00 3 TOP 1530 1800 036 029 036 000 0.00 , 4 TOP 0.00' 2.70 0;36' 0.29 0.36 0.00 .0 .00 4 TOP 1530 18.00, 036 029 0.36 ,000 000 5 TOP 000 270 036 029 036 000 000 5 TOP 15.30. 1800 0.36.0.25.036 000 000 6 TOP 0.00 2.70_ 0.36. 0.25 0.36,.- 6.00 0.00 6 TOP 1530 1800 036 0.00.036 000 0.00 , 7 TOP 0.00 ..2.70 0.36- 0.00 0.36 0 00 0.00 7 TOP . 15.30 18.00 '0.36 . 0:23 '. 0.36. 0.00 0.00: I BOT 630 1170 036 000 036 000 000 2 BOT 630 1170 036 008 036 000 000 3 BOT 5.40,.12.60.0.36, 013 036 000 000 4 BOT 540 1260 036 012 036 000 000 5 BOT J 540 12.60. 0.36' 0.13 0.36.'. .0 .00 0.00 6 BOT 6.30 11.70 `0.36 0.08 0.36 0.00. .0-.00 7 BOT 630 1170 036 000 036 000 000 10.1.1 Total Strip Required Rebar As,reqd= 0.36 in2/3 ft = 0.12 in2/ft = #4 @ 18" = 0.2(12"I18") = 0.133 in2/ft IA r0v 0.90< 1.0 therefore OK Spán. Lobation Frm,' As,éguired ft 02 / injA ., 1 TOP 10.20 12.00 0.36 '. 0.10 0.36! 0.00 0.00 .. 2 TOP 0.00 2.70' 0.36 '0.15 . . 0.36 0.00 . '0.00 2 1530 1800 Top Relnf @ interior, Condition ==>Use #4T5.0@18" TYP U.O.N. 0.29 _ 3b-- ((2.7' - 0')12+23")/12= 4.62' TOP --- 3 TP!_ 15.30 18.00PO.36 0.00. 2.70 36 0.27 4 TOP. 15.30 18.00 36 5 TOP 0.00 2.70 0.36 0.29 0.36 0.00 L 5 TOP 15.30' 18.00 0.36 0.27 Top Rinf Th 13' End Condition 027 ' (18'-15.3')12+12"+23")/12= 4.7' 0.24 ==>Usé_#4T5.OH@18" TYP U.O.N. .0.06 .1_0.36_I_0.00_I_0.00- __I 6 TOP 000 ' 270 036' TOP 15.30 18.00 .0.36 7 TOP 0.00 2.70 .0.36 7 TOP 15.30 18.00 Q,26 8" TOP 0.00 2.70 -0.36 0.12 Bott Rèinf'@ 12' End Condition • (,-7 0' A '\') -1 U / ')"\I1 ' 1')' /1 .+I + J /Jl.l - IJ ==>Use#4B6.0@18"_TYP _U.O.N.'. _. 8 1 TOP BOT 15.30_. _18.00_I 0.36 0.00 0.00 0.11 ._4.20 7.80 -0.36 2 BOT 6.30 1 12.60 3 BOT 6.30 12.60 . 0.36 0.12I_(1_ ,AR _'_I_I)_flfl_•_I_fl_(lfl 0.13 IBott Reinf, @ lnterior.Condition ((12.6'-5.4')12+2(?3"))/12= 11.03' 0.07 H>!#4B1218" TYP U.O.N. 1 •0.00 _.0.36 __I_0.00 . _0.00 _I . .4 - BOT .'- _5.40 -'12.60" 5 BOT_. 5.40 • .12.60 6. BOT ,.:6. 1 .70 0.36 . -81 BOT L 6.30 -11 YO-JI 0.36 L Hope-Amundson 216003-00 Calculation by MOH. SD - 91 4 Project Name: 216003.00 Lego Land PS Specific Title: 8 Span Slab Section Pinned S '• File Name: 8 span Slab Section_pinned Date of Generation: Friday, July 08. 2016 ITop Reinf @ 12' End Condition 10- MILD STEEL - NO REDISTRIBUTION ((1.8' - O')i 2+12"+23")/12= 4.72' ' l==>Use #4T5.OH@18" TYP U.O.N. 1O.1 Required Rebar . . • .. . L -• Hope-Amundson 216003 00 Calculation by MDH SD -.92,, Project Name 216003 00 Lego Land PS Specific Title 8 Span Slab Section-fixed File Name :.8 span Slab Section fixed Date of Generation Friday July 08 2016 10- MILD STEEL NO REDISTRIBUTION IPinned Governs • 10A Required Rebar 10.1.1 Total Strip Required Rebar : .. . . Spin Löcátion Tot! As Required tUItim5ate 'Minimiim. Initial. UBC* ft . ft in2 . 1n2 . in2 . .1n2 . in2 1.80 0.36 0.00 0.36; 0.00 : 0.00 i TOP, 10.20 . 12.00 0.36 .0.07. 0.36 0.00 0.00 2 TOP . 0.00 2.70 . 0.36 0.11 0:36 0.00 0.00 2 TOP 15.30 .18.00 - 0.36 0.27 0.36 . .. 0.00 : 0.00 TOP 0.00 2.70 -0.36 . 0.27.', 0.36 0.00 0.00 3 TOP 15.30 18.00 :0.36 ..0.27 .. 0.36 0.00. . 0.00 4 TOP 0.00 . 2.70 . 0.36 0.27 . 0.36 - 0.00 0.00 4 TOP . 15.30 18.00 .' 0.36 . 0.29 , 0.36 ..0.00 .. 0.00 5 TOP 0:00 2.70 .0.36 "' 0.29 . 0.36 . 0.00. 0.00 5 . . TOP 15:30 : 18.00 :0.36 . 0.27 0.36: 000 ' 0.00 6' . TOP 0.00 ,2.70 .0.36 : 0.27 0.36 0.00 . . 0.00 6 ..TOP 15.30 18.00 '0.36' . 0.26 0.36 000 ' :0.00 _7• TOP • 0.00 2.70 • 036 • 0.26 • 0.36 0.00. . 0.00 7 TOP . 15.30 • . 18.00 • • 0.36 : - 0.00 .' 0.36 , 0.00 . 0.00. 8 TOP 0.00 • 2.70 0.36 '• 0.04 036 - . 0.00 0.00 "8 TOP : 15.30 • 18.00. . .0.36 0.00 = 0.36 0.00 '000 1 BOT 4.20 . 7.80 0.36 0.00 0.36 0.00 ' 000 2 . BOT 6.30 12.60 0.36 . • 0.11 0.36 . 0.00 A.00 - 3': BOT 6.30 12.60 0.36 0.11 . .0.36 0.00 0.00 BOT . 5.40 12.60 0.36 '. 0.13. .0.36 0.00 0.00 5 BOT 5.40 .'120 0.36 : 0.12 • 0.361 0.00 0.00 6 ' BOT 5.40 . 1170 0.36 0.11 ____: 0.36. 0.00 _• .0.00 7 BOT .6.30 _11_ -0.36 __' 0.09 • 0.36 0.00 0.00 8 _• BOT _• . 6.30 . _110__ 0.36 0.00 0.36 . 0.00 :_0.00 Hope-Amundson 216003-00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: 13 span Roof Slab Section_Pinned File Name: 13 span Roof Slab Section_pinned 'Date of Generation: Friday, July 08, 2016 10- MILD STEEL -No REDISTRIBUTION . 10.1 Required Rebar 10.1.1 Total Strip Required Rebar Span Location .. From To As Required =0.36 Ifl2/3 ft = 0.12 in2/ft As,prov = #4 @ 18" = 0.2(12"/18") = 0.133 in/ft 0.90< 1.0 therefore OK. / 0.11[,reqo/As,pro 1 .TOP . 0.36 ,.00 1 TOP 15.30 18.00 2 TOP. 0.00 2.70 \ 0.36 L 0.15 1 0.36 0.00 0.00 2 . TOP' . 15.30 18.00 . I -VO-.36- 0001 0.36 0.00 0.00 3 . TOP 0.00 2.70 . \0.36 0.00 0.36 0.00 0.00 3 TOP . 15.30 18.00 .36 0.03 0.36, 0.00 0.00 4 TOP I 0.00 270i -06 0.05 .0.36 0.00 0.00 4 TOP 15.30 18.00 N0.6 0.00 0.36. 0.00 1 0.00 5 TOP 0.00 2.70 0.00 . 0.36 0.00 0.00 0.00 - fl_ fl_I'1 fl_flI' 0.00 Top Reinf @ Interior Condition N0.00 ((2.7'- 0')12+23")/12=. 4.62' ==>Use #4T5.0@18" TYP U.0. N. 0.00 0.00 5 TOP 15.30 18.00 0.3,. 6 TOP 0.00 2.70 0.36 \ 6 .TOP 15.30 18.00 0.36 \ 7 TOP 15.30 18.00 8 TOP .. 0.00 2.70 0.36 .8 TOP 15.30 18.00 0.36 \_0.00 0.36. 0.00 9 TOP 0.00 2.70 . 0.36 \o.00 0.36 0.00' __0.00 _0.00 Top Rehif @ End Condition 00 ((18'-15.3')12+12"+23")/12= 4.7' AN==>Use#4T5.OH@18"TYP U.O.N. 0.00 _- U.ib U.UU (J.UU 10 TOP 0.00 2.70 036 10 . TOP 15.30 18.00 .0:36 11 TOP 0.00 2.70 0.36 11 TOP . 15.30 18.00 0.36 ,/ 12 TOP 0.00 2.70 0' .36 0.00 0.36 0.00 0.00 12 TOP 15.30 18.00 ,36 0.15 - 0.36 0.00 0.00 13 TOP . .0.00 2.70 0.36 0.11 0.36 0.00 0.00 .13 TOP II 15.30 f8.00 _ii .0.36 0.00 - 0.36 0.00 0.00 1 BOT . .2-7O 11770---- 0.36 0.22 B tt R inf @ End Condition, 000 - ((11.7'-2.7')12+12"+2(23"))/12= 13.83' 0.00 ==>Use#4B14.0@18".TYP UO.N. 0.00_- 0.36 . 0.00 0.00 0.00 0.36 0.00 0.00 2 BOT 630 1170 36-. 3 BOT 6:30 11:70 0:36 4 BOT 6.30 . 11.70 0.36 5 BOT 6.30 0.36 6 BOT 6.30 11.70 S.0.36 7. BOT 6.30 . 11.70 'b6 0.00 0.36 0.00 0.00 8 _. BOT 6.30 _. 11.70 0.3...,. 0.00 fl _R Ii_nfl n_flfl __ o.00 rbo Reinf.@ Interior Condition 'eoci_I((11.7'6.3')i2+2(23"))/12= 11.03'. I==>e#4B120@18"TYPUON 0.00 9 BOT 6.30 _11.70 Fl 11.70 0.36 10 BOT 6.30 11.70 0.36 11 BOT 6.3011 036 13 BOT .6.30 15.30'l 0.36 0.22 __0.36 _0.00 :1_.0.00 H S 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 Hope-Amundson 216003 00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: 13 span Roof Slab Section-fixed File Name: 13 span Roof Slab Section-fixed Date of Generation: Friday, July 08, 2016 10- MILD STEEL - NO REDISTRIBUTION IPinned Governs 10.1 Required Rebar 10.1.1 Total Strip Required Rebar SpanLocatióh .>.FrOm "_!To.'.-'AsReguired Ultimate.; 'Minimum ':lnitiaL'.' ft ft in2 in2 in2 . 1n2 in2 I TOP 0.00 2.70 0.36 0.07 . 0.36 0.00 0.00 1 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 2 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 2 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 3 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 3 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 4 TOP. 0.00 270 0.36 0.00 0.36 0.00 0.00 4 . . TOP 15.30. 18.00 0.36 . 0.00 0.36 - 0.00 0.00 5 TOP 0.00 2.70 . 0.36 0.00 0.36 0.00 0.00 5 . TOP 15.30 18.00 0.36 . 0.00 0.36 0.00 0.00 6 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 6 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 7 . TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 7 TOP 15.30 18.00 0.36. 0.00 0.36 0.00 0.00 8 . TOP 0.00 2.70 0.36 0.00 0.36 .0.00 0.00. 8 TOP . 15.30 18.00 0.36. 0.00 0.36 0.00 0.00 9 TOP 0.00 .2.70 0.36 0.00 0.36, 0.00 0.00 9 TOP 15.30 . 18.00 0.36 0.00 0.36 0.00 .0.00 10 TOP . 0.00 2.70 0.36 0.00 0.36 0.00 0.00 10 TOP 15.30 18.00 1 0.36 0.00 0.36 .0.00 0.00 - 11 TOP 0.00 2.70 0.36 0.00 0.36. 0.00 0.00 11 TOP 15.30 18.00 0.36, 0.00 0.36. 0.00 . .0.00 12 . TOP 0.00 . 2.70 0.36 0.00 0.36 0.00 0.00 12 TOP 15.30 18.00 ..0.36 0.00 0.36 0.00 0.00 13 TOP 0.00 2.70 0.36 .0.00 0.36 0.00 0.00 .13 TOP 15.30 18.00 036 0.07 0.36, 0.00 0.00 I BOT 6.30 11.70 0.36 . 0.00 0.36 0.00 0.00 2 BOT .6.30 11.70 0.36 0.00 0.36 0.00 . 0.00 BOT 6.30 11.70 0.36 0.00 .0.36' _. 0.00 0.00 .BOT 6.30 . 11.70 0.36 .0.00 0.36 0.00 .0.00 5 .BOT . 6.30 11.70 . 0.36 0.00 0.36 . 0.00 0.00 6 BOT 6.30 _110 0.36... 0.00 0.36. 0.00 0.00 7 BOT . 6.30 1170 0.36 0.00 : 0.36' 0.00 0.00 8 . BOT 6.30 . _1170 0.36 0.00 0.36 . 0.00 0.00 9 BOT 6.30 11.70 . . 0.36 0.00 0.36 0.00 0.00 10 BOT 6.30 11 0.36 0.00 0.36 0.00 0.00 11 BOT 6.30 _11 0.36 0.00 0.361 0.00 0.00 12 SOT 6.30 _1110 0.36 0.00 .0.36 0.00 0.00 13 BOT 6.30 11.70 0.36 . 0.00 0.36- .0.00 0.00 email: Support@Adaptsoft.com website: http://www.Adaptsoft.com . 1733 Woodside Road, Suite 220, Redwoàd City, California, 94061,USA, Tel: (650) 306-2400 Fax (650) 364-2401 Hope-Amundson 21600300 Calculation by MDH SD -95 a Project Name 21600300 Lego Land PS Specific Title Typical Slab Section _Pinned File Name 13 span Slab Section pinned Date of Generation Fnday, July 08 2016 10- MILD-STEEL , NO REDISTRIBUTION . 10.1 Required Rebar 10.1.1 Total Strip Required Rebar .. To . As Required Ultimate Minimum Initial UBC an,Location From ft ft in2 . . in2 in2 . in2 in2 1 TOP 0.00 .0.36 000 Asreq'd 0.36 in2/3 ft = 0.12 in2/ft - 4A i 1Q"_ A (1 "iiQ"\._ fl 1'Q 2 - TTT w - . w - . i..., 0.90 < 1.0 therefore OK 0.02 As.req'IAs,prov= 1 TOP 15.30 18.00 ' 0.36 0.17 2 TOP 000 2.70 0.36 .18 "s,pr0. 2 TOP 4.50 4.50 \ 0.02 2 TOP 15.30 18.00 \o.36 - . 0.23 0.36 0.00 : 0.00 3 TOP 0.00 2.70 '0.36 0.36 0.00 . 0.00 3 TOP 15.30 18.00 36 0.31 0.36 0.00 0.00 4 TOP .. 0.00. .2.70_ 06 0.31 0.36. 0:00 0.00 4 TOP 15.30 . 18.00 : 0.27 0.36 . 0.00 0.00 5 TOP 0.00 . . 2.70 0.27 0.36 0.00 0.00 5 . TOP 15.30 18.00 0.3 0.28 0.36 0.00 . 0.00 6 . TOP 0.00 2.70 . 0.36 \'\ 0.29 _________ n " . .. A no 6 TOP; 15.30 18.00 0.36: \ N0.27 Top .Reinf @ Interior Condition ((21' - O')12+23")I12= 4.62' -=>Use #4T5.6@ 1 8" TYP U.0. N . . . 7 TOP 0.00 . 2.70 . 0.36 \ . 7 .8 . TOP TOP 1530 .0.00 . 1800 2.70 036 . 0.36 027 \ 0.27 8 TOP 15.30 . 18.00 0.36 \ 0.29 0.36. .0.00 000 9 TOP 0.00 2.70 0.36 \ 0.28 0.36 0.00 . 0.00 9 TOP 15.30 18.00 0.36 \0.27 0.36 0.00 0.00 10 TOP 0.00 2.70 0.36 Top Reinf .@ End Condition (18'-i5.3')12+12"+23")/12= 4.7' =>Use #4T5.OH@18" TYP U.O.N. 0.36 0.00 0.00. . 000 000 000 0.36 . . _0.00 . 0.00 TOP 11 TOP 0.00 2.70 0:36 : 11 TOP 15.30 18.00 0.36 70:22 12 TOP 0.00 2.70 0.36/ 0.23 12 TOP 1350 1350 092 002 12 TOP. .15.30 18.00 ,..436 .0.18 13 . TOP . 0.00. 2.70 0.36 . 0.17 0.36. 0.00 .0.00. 13 TOP - 1530 _IR.QfL......l 036 000 036 000 000 1 2 BOT BOT 2 70 6.30 7O 11.70 036 3&-_ 023 0.05 Bott -Reinf @ End Condition ' 7"l' 1'" )IV)"\I1") l O' .f )I+i ))I i- i,.)O) ((11 7-27) ==>Use.#4B14.0@18".TYP U.O.N. 3 BOT 5.40 12.60 0.36 945 4 BOT . 6.30 12.60 0.36 . 0.12 5 BOT 540 1260 036 -...0.36 0.13 . 0.13 6 BOT 5.40 12.60 U.ib . UMU U1 7 GOT 5.40 12.60 03& 0.13 1 0.36 0.00 1 0.00 8 GOT . 5.40 . 12.60 0.36 0.13 _________ n fin Q13 [Oft Reinf @ Interior Condition 0.TTi((12.6'5.4')12+2(23"))/12=_11.03' 0.15 - . ___ 9 GOT 5.40 12.60 0.36 . 10 GOT . 5.40 11.70 .0.36 11 BOT 5.40. 12.60 0.36 .12. . GOT .6.30 11.70 0.36 . . 0.05 . 0.36. 0.00 . 0.00 13 GOT 3O 1530 0.36 0.23. 1 0.36 0.00 S 0.00 Bott Reinf @ End Condition ((15.3'-6.3')12+12"2(23"))/1.2= 13-83' ==>Use#4B14.0@18"TYP U.O.N. email Support@,Adaptsoft.com website hftp://www.Adaptsoft.com- 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650)306-2400 Fax (650) 364-2401 Hope-Amundson 21600300 Calculation by MDH SD -96 Project Name: 216003.00 Lego Land PS Specific Title: Typical Slab Section _fixed- File Name: 13 span Slab Section-fixed Date of Generation: Friday, July 08,' 2016 10- MILD STEEL -NO REDISTRIBUTION ' IlPinned Governs ' 10.1 Required Rebar 10.1.1 Total Strip Required Rebar 'Span. Location From' ' . As Required T.Ultimàte'' '.Minirñum'. Initial. .'UBC' ft 'ft in2 in2 1n2 in2 . in2 1 TOP 0.00 2.70 0.36. 0.07 . 0.36 0.00 0.00 1 TOP 15.30 18.00 .0.36 0.00,' 0.36 . 0.00 ' 0.00 '2 ' -OP 0.00 2.70 0.36 0.00 ' 0.36 0.00 0.00 2 ITii 15.30 18.00 0.36 ' 0.25 0.36 0.00 0.00' 3 TOP 0.00 2.70 0.36' . 0.25' 0.36 0.00 0.00 3 ITii 15.30. ' 18.00 0.36 0.29 0.36 ' 0.00 ' 0.00 4 TOP 0.00 ,2.70 ' . 0:36 , 0.29 0.36 ' 0.00 0.00 4 TOP 15.30 18.00 0.36 ' 0.27 ' 0.36 0.00 0.00 5 . . TOP 0.00 2.70 0.36 . 0.27 0:36. ' 0.00 0.00 5 TOP . 15.30 18.00 0.36 1 0.27 . 0.36 0.00 0.00 6 TOP 0.00 2.70 '0.36 ' 0.27 0.36 0.00 .0.00 6 TOP '15.30 18.00 0.36 ' 0.27 0.36'' . 0.00 0.00 7 TOP 0.00 2.70 '0.36 ' '0.27 . 0.36 , 0.00 0.00 7 TOP 15.30 18.00 0.36 0.27 '0.36 0.00 0.00 8 TOP . 0.00 2.70 , 0.36 ' '0.27 ' 0.36 . 0.00 0.00 " 8 .TOP 15.30 18.00 0.36 . .0.27 0.36' 0.00 9 TOP 0.00 '2.70 '0.36 - 0.27 0.36 . 0.00 0.00 - TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 10 ' TOP 0.00 2.70 : 0.36 0.27 °. 0.36 0.00 0.00 10' TOP 15.30 18.00 0.36 0.29° . ' 0.36 0.00 .0.00 11 TOP -0.00 2.70 , 0.36 0.29 . 0.36 0.00 0.00 11 TOP 15.30 18.00 0.36 0.25 0.36 0.00 ' _0.0.0 12 TOP 0.00 2.70 ' ' 0.36 0.25 0.36. 0.00 ' 0.00 12 TOP 15.30 ,. 18.00 ' 0.36 ' ' 0.00 0.36 0.00 0.00 13 TOP 0.00 2.70 . 0.36 0.00 ' 0.36 0.00 0.00 .13 TOP 15.30 . 18.00 0.36 0.07 . 0.36 . 0.00 0.00 I BOT 6.30 11.70 0.36 . 0.00 ' 0.36 0.00 0.00 2 BOT .6.30 .11.70 ' 0.36 0.08 0.36 . 0.00 0.00 3 BOT 5.40 12.60 0.36 ' 0.13 ' 0.36° 0.00 0.00 ° 4 BOT 5.40 12.60 0.36 0.13 0.36 ° 0.00 . 0.00 5 ' BOT 5.40 ' 12.60 0.36 .' 0.13 ' 0.36' 0.00 0.00 6 BOT 5.40 12.60' 0.36 0.13 ' 0.36 0.00 0.00 7 BOT 5.40 12.60 '0.36 0.13 0.36 0.00 0.00 8 BOT 5.40 12.60 0.36 . 0.13 '° .0.36 0.00 ' 0.00 9 BOT 5.40 12.60 0.36 0.13 ' .0.36. 0.00 0.00 10 ' BOT 5.40 12.60 0.36 0.13 ' '0.36 . ' 0.00 . 0.00 11 BOT ' 5.40 12.60 0.36 0.13 .0.36. ' 0.00 0.00 12 ' BOT 6.30 11.70 0.36 ' 0.08 0.36 0.00 0.00 13 BOT 6.30 11.70 r0.36 . 0.00 0.36 0.00 0.00 email: Support@Adaptsoft.com website: http://www.Adaptsoftcom 1733 Woodside Road, Suite 220, Redwood City, California, 94061,, USA, Tel: (650) 306-2400 Fax (650) 364-2401 Hope-Amundson 216003.00 Calculation by MDH SD -97 Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-Pinned File Name: Typical Roof Slab Section_pinned Date of Generation: Friday, July 08, 2016 10- MILD STEEL NO REDISTRIBUTION Top Reinf @ 12' End Condition 10.1 Required Rebar . ((1 .8' - 0')12+12"+23")/12= 4.72' 10.1.1 Total Strip Required Rebar . ==>Use #4T5.OH@18" TYP U.0. N. Span Location From' 1To4s As Re red t:mate Minuum inal UBC S,req'd .36 in 0. lfl s.req'clAsprov=0.90 < 1.0 therefore OK U.ib U.UU U.UU 1 TOP 1020 1200 '036 TOP 0.00 2.70 . -I " - A 11 "Il "\ _'n I 22 -I - U.F II j -V. I in 2 .0.36 s,prov A TOP 15.30 18.00 0.36 3 TOP 0.00 2.70 0.36 3 . TOP 15.30 18.00 0.36 0.00 0.36. 0.00 0.00 4 TOP 0.00 2.70 0.36 ' f 0.00 0.36 ' 0.00 0.00 4 TOP ' 15.30 18.00 0.36 0.00 0.36 0.00 0.00 5 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 5 TOP . 15.30' 18.00 1 0.36 0.00 ' 0.36 0.00 0.00 6 TOP . 0.00 2.70 0.36 0.00 . 0.36 0.00 ' 0.00 6 _T_ 15.30 18.00 0.36 0.00 0.36 0.00 .0.00 0.00 7 _TQ -0.00 LL---21-0 0.36 0.00 . . 0.36 0.00 7 _T_ . 1530 18.00 S.0.36 ' 0.00 0.36 ' . 0.00 . ' ' 0.00 8 'TOP ' 0.00 2.70 IY&6 ' 0.00 0.36 0.00. 1 0.00 • 8 TOP , 15.30 18.00 . 0.36N 0.00 fi R n fin . n nn 'V-.... 0.00 [lop Reinf @ Interior Condition "°°-1((2.7' - 0')12+23")/12= 4.62' [=>USe #415.0@18" TYP U.O.N. 0.00 9 TOP 0.00 2.70 0.36 9 ' TOP 15.30. 18.00 0.36 iE 0.36 . _ill TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 ' 0.00 0.36 0.00 . 0.00 0.00 0.36. '000 0.00 Top Reinf @ 13' End Condition 13'-11.051)1 2+1 2"+23")/l2=4.87' -0.00 _L==>Use#4T5.OH@18"_TYP U.O.N 0.00 U.ib .U.UU U.UU _lj TOP . 15.30 18.00 0.36 _1_ TOP' 0.00 2.70 0.36 13. TOP 0.00 27 13 TOP '15.30 18.00 . .0.36 14 TOP .0.00 ' 2.70 0.36 14' TOP 15.30 18.00' 038 '15 TOP 0.00 1.95 .fr0.36 ' 0.00 0.36 0.00 .0.00 15 TOP ' _11.05 13.00 0.36 ' 0.00 0.36' 0.00 ' 0.00 1 BOT 4.20 780 0.36 1 0.00 0.36 0.00 '0.00 2. BOT 6.30 11.70 '0.00 0.36 0.00 0.00 , ' iI g. Bott Reinf@ 12' End Condition 000 'eio ((7.8 - 4.2)12+12"+2(2X))/1 2 8.43 0.00 =>Use #4139.0@18" TYP.U.O.N. 0.00 0.00 0.00 0.36 0.00 _0.00 0.00 1 0_6_'_0.00 '.0.00 fBott Reinf @ Interior Condition: "8'_-l((11.7'6.3')12.F2(23"))/12= 9.23' 0.00 00 _ ==>Use#4B10.'0@18"TYP UON ' 0.00.I_0.36 _.1_0.00 I_0:00 _•_I 4 BOT 6.30 .- 11.70 .36 5 BOT . 6.30 11.70 0.36 6 BOT 6.30 1 .70 0.36 . 7 BOT 630 -1-1.70 0.36 ' 8 BOT 6.30 11.70 Z...0.36' 9. BOT 6.30 11.70 6 . 10 ' BOT. 6.30 _• 11.70 0.36'N.... 11 BOT 6.30 11.70 '0.36'_' 12 BOT 6.30 . 11.70 0.36 13 14 BOT -- BOT 6.30 6.30 - :- 1170 0.36 . 15 BOT 1 4.55 [.4 0.36 Bott Reinf @ 13' End Condition -_ ((8.45'-4.55')12+12"+2(23"))/12= 8.73' ' . ' ==>Use #4B9.0@ 18" TYP email: Support@Adaptsoft.com website: lup:uwwwikaaptsoTr.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 Hope-Amundson 216003.00 Calculation by MDH E*uel;] Project Name: 216003.00 Lego Land PS Specific Title: Typical Roof Slab Section-fixed File Name: Typical Roof Slab Section fixed Date of Generation: Friday, July 08, 2016 S 10- MILD STEEL -NO REDISTRIBUTION IPinned Governs 10.1 Required Rebar 10.1.1 Total Strio Reauired Rebar Span Location From To. As Required Ultimate Minimum Initial. : UBC ft It 1n2 in2 in2 in2 in2 1 TOP 0.00 1.80 0.36 0.00 0.36 0.00 0.00 I TOP 10.20 12.00 0.36 0.00 0.36 0.00 0.00 2 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 2 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 3 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 3 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 4 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 4 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 5 TOP 0.00 2.70 0.36 1 0.00 0.36 0.00 0.00 5 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 6 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 6 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 7 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 7 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 8 TOP 0.00 2.70 0.36 1 0.00 0.36 0.00 0.00 8 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 9 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 9 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 10 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 10 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 _11_ TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 11 TOP 15.30 18.00 036 0.00 0.36 0.00 0.00 12 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 12 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 13 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 13 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 14 TOP 0.00 2.70 0.36 0.00 0.36 0.00 0.00 14 TOP 15.30 18.00 0.36 0.00 0.36 0.00 0.00 15 TOP 0.00 1.95 0.36 0.00 0.36 0.00 0.00 15 TOP 11.05 13.00 0.36 0.00 0.36 0.00 0.00 I BOT 4.20 7.80 0.36 0.00 0.36 0.00 0.00 2 BOT 6.30 _11.70 0.36 0.00 0.36 0.00 0.00 3 BOT 6.30 _11.70 0.36 0.00 0.36 0.00 0.00 4 BOT 6.30 _11.70 0.36' 0.00 0.36 0.00 0.00 5 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 6 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 7 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 8 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 9 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 10 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 11 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 12 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 13 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 14 BOT 6.30 11.70 0.36 0.00 0.36 0.00 0.00 15 BOT 4.55 8.45 0.36 0.00 0.36 0.00 0.00 email: Support@Adaptsoft.com website: http:I/www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 1 9 TOP 0.00 2.70 . 0.36 IN.. 0.27 9 TOP 15.30 18.00 0.36 7 10 TOP 0.00 2.70 0.36 0.27 10 TOP 15.30 18.00 0.36 0.27 Top Reinf. @ Interior Condition ((2.7' - 0')12+23")/12= 4.62' ==>Use #4T5.0@1 8" TYP U.O.N. I] Hôpe-Amundson 216003.00 Calculation by MDH SD 99 Project Name: 216003.00 Lego Land PS Specific Title: Typical Slab Section-Pinned File Name: Typical Slab Section_pinned Date of Generation: Friday; July 08, 2016 - 0 10- MILD STEEL -NO REDISTRIBUTION Top Reinf @ 12' End Condition 10.1 ReqUired Rebar ((1.8' - 0')12+12"+23")/12= 4.72' ==>Use#4T50H@18".TYP U.O.N. 10.1.1 Total Strip Required Rebar EF oSan: Locàtion. -From - ToT As R ired Ultiriiate .MinimUm. .Initial , UB ft • ft 1n2 in2 in2 in2 in I TOP TOP 0.00 1.80. 0.36 036 U. fl#) 2/.)+_f') 2 ''s,reqd V..)U in l/3 IL - U. I.. lfl As,prov = #4 @ 18" = 0.2(12"/18") = 0.133 in2/ft As,reqd/As,prov__0.90 < 1.0 therefore OK 1020 1200 2 TOP 0.00 2.70 0:36 2 TOP 15.30 18.00 0.36 3 TOP 0.00 2.70 0.36 / 0.27 / 0.27 p.j 0.36 .' 0.00 0.00 u.uu 0.00 3 TOP 15.30 18.00 - 0.36. 4 TOP 0.00 2.70 0.36 / 0.27 0.36 . 0.00 0.00 4 TOP 15.30 18.00 10.36 _.0.29 0.36 0.36 0.00 . 0.00 0.00 - 0.00 5 TOP 0.00 2.70 0.36 0.29 - 5 - TOP - 15.30 18.00 0.36 0.27 0.36 - 0.00 0.00 6 TOP 0.00 2.70 0.36 0.27 0.36 0.00 0.00 - 6 TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 7 TOP 0.00 2.70 0.36 N.0.36 0.27 . 0.27 0.36. 0.36 0.00 0.00. . 0.00 0.00 7 TOP 15.30. 18.00 - : 8 TOP 0.00 2.70 1Y6 0.27 0.36 0.00 0.00 8 TOP 15.30 18.00 0.36N. 0.27 _________ I 11 TOP 0.00 2.70 11 TOP 15.30 18.00 12 TOP 0.00 2.70 12 TOP 15.30 18.00 13 TOP 0.00 2.70 13 TOP 15.30 18.00 14 TOP 0.00 2.70 14 TOP 15.30 - 18.00 15 - TOP 0.00 1.95 15 TOP .11.05 .. 13.00 1 BOT 420 780 2 BOT 6.30 .12.60 3 BOT 6.30 12.60 4 BOT 5.40 12.60 5 BOT 5.40 12.60 6 BOT 5.40 12.60 7 BOT 5.40 12.60 8 BOT 5.40 12.60 9 BOT 5.40 12.60 10 BOT 5.40 12.60 11 BOT 5.40 12.60 12 BOT 5.40 12.60 13 BOT 5.40 11.70 14 BOT 5.40 11.70 15 BOT 4.55 -, . 975 036 0.27 0.36 0.00 1 0.00 0.36 0.29 0.36 1 0.00 0.00 0.36 0.29 0.36 . 0.00 0.00 0.36 Reinf @ 13' End Condition ((13'-1 1.05')12+12"+23")/12= 4.87' ==>Use #4T5.OH@18" TYP U.O.N. U.3 0.00 0.00 ITop 0.27 0.36 0.27 0:36 0.36 0.27 0.19 0.36 0.13 0.36 0.00 . 0.00 0.36 0.00 0.36 0.00 0.00 0.36 . 0.00 0.36 . 0.00 0.00 - 0.11 0.36 .0.00 0.00 0.12 Bott Reinf @ 12' End Condition ((7.8' - 4.2')12+12"+2(23"))I12= 8.43' 0.13 ==>Use #4B9.0@18" TYP U.O.N. 0.13 0 0.13 1 u..,u u.uu u.uu .0.36 _ 0.36 0.36 0.36 0.13 0.36 0.00 0.00 0.36 TN 0.13 ________ non I non j13 bott Reinf @ Interior Condition 0. ((12.6'-5.4')12+2(23"))/12=_11.03' . 0.12 0.36 0.36 0.36 0.36 0.10 0.36 0.00 0.00 0.36 - 0.05 0.36 1 0.00 1 0.00 Bott Reinf @ 13' End ConditiOn 0 ((9.75'-4.55')12+12"+2(23"))/12= 10.03' ==>Use#4B11.0@18"TYP U.O.N. email: Support@Adaptsoft.com website: fltp:IIwww.Fdaptsolt.com 0 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 I HOpe-Amundson 216003.00 Calculation by MDH Project Name: 216003.00 Lego Land PS Specific Title: Typical Slab Section _fixed File Name: Typical Slab Section-fixed Date of Generation: Friday, July 08, 2016 10- MILD STEEL , NO REDISTRIBUTION IPinned Governs 10.1 Required Rebar 10.1.1 Total Strip Required Rebar SD-100 Spank Location From To As Required Ultimate Minimum Initial UBC • ft ft 1n2 in2 in2 in2 in2 1 TOP 0.00 1.80 0.36 0.00 0.36 0.00 0.00 I TOP 10.20 12.00 0.36 0.07 0.36 0.00 0.00 2 TOP 0.00 2.70 0.36 0.11 0.36 0.00 0.00 2 _TOP 15.30 18.00 1 0.36 0.27 0.36 0.00 0.00 3 _TOP 0.00 2.70 0.36 0.27 0.36 0.00 0.00 3 _TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 4 TOP 0.00 2.70. 0.36 0.27 0.36 0.00 0.00 4 TOP 15.30 18.00 0.36 0.29 0.36 0.00 0.00 5 TOP 0.00 2.70 0.36 0.29 0.36 0.00 0.00 5 TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 6 TOP 0.00 2.70 0.36 0.27 0.36 0.00 0.00 6 TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 7 TOP 0.00 2.70 0.36 0.27 0.36 0.00 0.00 7 TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 8 TOP 0.00 2.70 0.36 0.27 0.36 0.00 0.00 8 TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 9 TOP 0.00 2.70 0.36 • 0.27 0.36 0.00 0.00 9 TOP . 15.30 18.00 0.36 0.27 0.36 0.00 0.00 10 TOP 0.00 2.70 0.36 .0.27 0.36 0.00 0.00 10 TOP 15.30 18.00 0.36 1 0.27 0.36 0.00 0.00 _11 - TOP 0.00 2.70 0.36 0.27 0.36 0.00 0.00 _11 TOP 15.30 18.00 0.36 0.29 0.36 0.00 0.00 _1 TOP 0.00 2.70 • 0.36 0.29 • 0.36 0.00 0.00 _1_ TOP 15.30 18.00 0.36 0.27 0.36 0.00 0.00 _1 TOP 0.00 2.70 0.36 0.27 0.36 0.00 0.00 _1 TOP 15.30 18.00 0.36 1 0.27 0.36 0.00 0.00 14 TOP 0.00 2.70 0.36 1 0.27 0.36 0.00 0.00 14 TOP 15.30 18.00 0.36 0.13 0.36 0.00 0.00 15 TOP 0.00 1.95 0.36 0.09 0.36 0.00 0.00 15 TOP 11.05 13.00 0.36 0.00 0.36 0.00 0.00 I. BOT 4.20 7.80 0.36 0.00 0.36 0.00 0.00 2 BOT 6.30 12.60 0.36 0.11_ 0.36 0.00 0.00 3 BOT 6.30 12.60 10.36 1 0.11_ 0.36 0.00 0.00 4 BOT 5.40 12.60 0.36 0.13 0.36 0.00 0.00 5 BOT 5.40 12.60 0.36 0.13 0.36 0.00 0.00 6 BOT 5.40 12.60 0.36 0.13 0.36 0.00 0.00 7 BOT 5.40 12.60 0.36 0.13 0.36 0.00 0.00 8 BOT 5.40 12.60 0.36 0.13 0.36 0.00 0.00 9 BOT 5.40 12.60 0.36 0.13 0.36 0.00 0.00 10 BOT 5.40 12.60 0.36 1 0.13 0.36 0.00 0.00 11 BOT 5.40 12.60 0.36 0.13 0.36 0.00 0.00 _1 BOT 5.40 12.60 0.36 0.13_ 0.36 0.00 0.00 _1 BOT 5.40 11.70 0.36 0.11 0.36 0.00 0.00 14 BOT 5.40 11.70 0.36 0.11 0.36 0.00 0.00 _1 BOT 4.55 8.45 0.36 0.00 0.36 0.00 0.00 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 Span.. ______ Max ' Min MiddIe. . Ma5 .Y.MiddIé•' , Min 1RighL'... Max .YRightT'- Mm k-ft k-ft k:-ft k-ft . 'k-.ft k-ft 0.34 . 1.17 4.87 -0.37 -9.03 -2.78 :2 -8.71 -2.68. 8.80 2.33 -10.38 -2.69 .3 -10.36 -2.69 8.93 1.50 -10.43 -2.69 4 -10.42 -2.69 9.15 1.47 -10.54 -2.69 -10.54 -2.69 9.16 1.41 -10.51 -2.69 -10.51 -2.69 . .9.17 1.40 -10.51 -2.69 -10.51 -2.69 9'i7I 1.40 1.O!51I -2.69 8. -10.51 2.69 9.17 1.40 -10.51 -2.69 _____ -10.51 -2.69 9.17 1.40 -10.51 -2.69 10 710.51 -2.69 9.17 1.40 -10.51 -2.69 11 -10.51 -2.69 9.16 1.41 -10.53 -2.69 12 -10.53 -2.69 9.14 1.45 -10.47 -2.70 13 -10.47 -2.70 9.00 1.52 -10.30 -2.64 14 -10.33 -2.64 . 8.73 2.07 -9.23 -2.89 15 -9.46 -2.96 5.88 0.30 0.39 . 1.28 Hope-Amundson 216003.00 Calculation by MDH SD - 105 • Project Name 216003.00 Lego Land PS Specific Title: Typical Slab Section-Pinned File Name: Typical Slab Section_pinned Date of Generation: Friday, July 08, 2016 S : 10- MILD STEEL - No REDISTRIBUTION Top Reinf @ 12' End Condition 10.1 Required Rebar ((1.8' - 0')12+12"+23")/12= 4.72' ==>Use #415.OH@18" TYP U.O.N. 10.1.1 Total Strip Required Rebar Span Location From *To As Re ired Ult:mate Mirmum :Initial UBC ft ft 1 TOP 1 0.00 1.80 I - 0.36 0.Q - A - 2/') f+ - 0.12 s,reqd - U .UU In ,- I TOP 10.20 12.00 0.36 0. 2 TOP 0.00 2.70 0.36 As.prov = #4 @ 18" = 0.2(12"/18") = 0.133 in2/ft' 2 TOP 15.30 18.00 0.36 7Io. As,reqcjIAs,prov= 0.90 < 1.0 therefore OK 3 TOP 0.00 2.70 0.36 0.2 - u.3b 0.1.10 0.00 3 TOP .15.30 18.00 0.36 /0.27 0.36 0.00 0.00 4 TOP 0.00 . 2.70 0.36 0.27 0.36 0.00 0.00 4 TOP 15.30 18.00 0.36 _0.29 0.36 0.00 0.00 5 TOP 0.00 2.70 0.36 0.29 0.36 0.00 .0.00 • 5 TOP 15.30 18.00 0.36 0.27 . 0.36' 0.00 _. 0.00 6 TR,- -.--QQ-.-- -Q-- -.(-Q,.36 0.27 0.36 0.00 0.00 6 TP 15.30 18.00 0'36 0.27 0.36' 0.00 0.00 7 T9P ..: _0.00 .. 2.70 0$6 0.27 0.36 0.00 0.00 7__' T9P 15.30 .18.00 ' 0.27 0.36 o;oo 0.00 T'P 0.00 2.70 N k 0.00 8 :0.27 0.36 0.00 TÔP"- -1 - -t*ot-- ¼. TOP 0.00 2.70 0.27 -• nnn 9 '0.36 '0.27 Top Reinf @ Interior Condition TOP 15.30 18.00 0.36 '&2L... ((2.7' - 0')12+23")/12= 4.62' 10 TOP 0.00 2.70 0.36 0.27 --->Use #4T5.0@18" TYP U.O.N. 10 .TOP 15.30 18.00 0.36 0.27 . - . 11 TOP 0.00 2.70 0.36 . 0.27 1 0.36 1 0.00 0.00 S 11 11 TOP 15.30 18.00 0.36 0.29 . 036 0.00 0.00 12 'TOP 0.00 .2.70 0.36 0.29 _' 0.36 0.00 0.00 12 TOP 15.30 .18.00 0.36 T Reinf 1'' lop 11e1n1 lJ flCondition 13 TOP ' 0.00 2.70 0.36 ' ]06.27 13 TOP 15.30 18.00 0.36 ((13'-11.05')12+12"-i-23")/12= 4.87' 14 TOP 0.00 2.70 0.36 _. 0.27 ==>Use #4T5.OH@18"TYP U.O.N. 14 TOP 15.30 18.00 036 0.19 U.3 u.uu u.uu 15 TOP 0.00 1.95 -ö.36 0.13 0.36, 0.00 0.00 15 TOP I1I 3A11O 0.36 0.00 0.36 0.00 0.00 I ' BOT 420 780 0.36 0.00 0.36 0.00 0.00 2 BOT 6.30 12.60 S_.•036 0.11 0.36 0.00 , 0.00 3 BOT 6.30 12.60 OA2 Bott Reinf@ 12' End Condition 4 BOT 5.40 12.60 013 (7.8 - 4.2)12+12"+2(23"))I1 2= 8.43 5 BOT 5.40' 12.60 0.36 6 BOT 5.40 12.60 0.36 . 0.13 ==>Use #41390@18" TYP U.O.N. 7. BOT F '5.40' _12.60 0.36 0.13 8 BOT 5.40 12.60 0.36 0.13 u.uu 9 BOT 5.40 12.60 0.13 0.36 u.,o_u.uu 0.00 10 BOT 5.40 12.60 . 0.36 0.13 fl_R_I _'0.00 _._0_nfl (1_nfl 11 BOT 540 '12.60 0.36 Q13 bott Reinf @ Interior ConditiOn 12 BOT, 5.40 12.60 ' 0.36 0. ((12.6'-5.4')12+2(23"))/12=11.03' 13 BOT 5.40 11.70 0.36 0.12 14 BOT 5_40 11_70 0_36 _. 15 'BOT 4.55 9.75_' 0.36 0.05 _0.36 __0.00 0_10 ___0_36 ___0_00___0_00 _0.00 Bott Reinf @ 13' End Condition' ((9.75'-4.55')12+12"+2(23"))/12= 10.03' ==>Use #41311.0@1.8" TYP U.O.N. email: Support@Adaptsoft.com website: irtp:IIwww.Adaptsort.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 1 Span. t.SW SW+PT SW+PT SW+PT+SDL2 4 • ' t. X ' TotáI in in in in, in in .0.15 014 0.16 . 0.57(380) 0.09(2299) O.00(*****). '0.66(32E 21\" 0.04 -0.05 -0.05 -0.17(1245) 0.02(948 ,0.00(*****) -0.16(13e 3 \ .0.06.. 0.01 0.02 0.06(3374) '0.04(5247 0.00(*****) 0.1 0(2078b - 4 • 0.06 -0.01 0.00 0.00(57159) 0.04(5973 O.00(*****) 'O.04(574 7b 5 0.06 0.00 0.00 0.02(12421) 0.04(5756)\. 0.00(*****) 0.05(393 6 0.06 0.00 .0.00 0.01(16555) 0.04(5816)\ O.00(*****) 0.05(4304 7 \0.06. 0.00 _0.00 0.01(14888) 0.04(5797) 0.00(*****) 0.05(4172 8 p.06 0.00 0.00 0.0 1(16555) 0.04(5816). .0.00(*****) 0.05(4304 - ___9. :06 0.00 0.00 0.02(12421) .0.04(5756)• ..0.00()' '0.05(3935 10 .o\06. -0.01 0.00 0.00(57159) 0.04(5973) 0.00(*****). 004(5747 :11 _06 _0.01 . 0.02 _• 0.06(3374). 0.04(5247) 0.00(*****) 0.10(2078 12 • O.cØ -0.05 -005 -0.17(1245) :002(9489) 0.00(*****) -0.16(136 13 0.1 • 0:14_. 0.16__. 0.57(380) 0.09(2299) 0.00(*****) 0.66(326 Hope-Amundson 216003.00 Calculation by MDH SD - 108 Sheet _____ of Project HOPE 'AMUNDSON ctural Engineers Wle Third Ave. Suite 300 go CA 92101 Project No. Engineer Date .1. 14C4I _____ __ 1. H. •1 .: peZ _j ITTI I 11111 _] L1 I pus :jTj4.4 aLzjI: I'IL1 iL 1ITIITI lilt •l I J1:LJJ ! Lii I A Lt iu H IOLLLi'u.4! (I li I I --.----- ---------:-'- -. .. _L...L_ --- -I ... L •.LLL_L _L .1. II __ .;:IIlIt Ij, 1 il .1L_L I.J fJ 111__i'LI .l',iJIti lilT 1 IITL;l[LLLi_iILIL J_flLElL J.LLF i.• Lli I. jJJ.), J __J1LJ t !1 JI . ' EJlTLI L± Tl liltl I IT !4 1 1 1 Hope-Amundson 216003.00 HOPE -AMUNDSON ,ALructural Engineers Third Ave. Suite 300 Diego CA 92101 Calculation by MDH Project Project No. Engineer SD -109 Sheet _____ of Date L L JI±II JI064 .L LLLLi __I .J__L _i. _flQOO.&OL i i .iII1 I II IjI.Ij: Lrir i __ -'- f 444L1J 1L1LJ Il. 1'II r • •f I. I I L I • • • iii _L LtI1_11LiILIIL11I ±.... H47_ -H LI_.I.II1_ FFT —1 1 i Lt L L.LliL.L L .._LLli H.: flT7 HIII i .r.T• -r i1iiIi - ilL Li JI 11111 liIilLUilTl 11 H' ;iJj j s I H - TJ: ir ii iiL J I••J Hope-Amundson 216003.00 ,,j' HOPE AMUNIDSON Structural Engineers WThd Ave. Suite 300 ie oCA921O1 Calculation by MDH SD - 110 Sheet of _____ Project Project No. Engineer Date. +Dv\ IYf W) I - - -.-. - - T 1 4 1p-:):-sc54l plf - I ___3Dt..V L L pc I I I IAt&.: UJJ qpt4(tt) o-' I I III IDI 11 I i I 11 .... ..... ....i......... ... - I - .................................................................................... Jl5i - - L4 E4,01 O I - j I_LI _L II stt/ .H - - DY' -.-- Hope-Amundson 216003.00 Calculation by MDH SD - 111 Sheet of Project HOPE Project NO. Structural Engineers . Engineer Date Third Ave. Suite 300 0iegoCA92101 _Ji±_L...LLJi_±JJ...L1JI :., . ... .. - .. OPPeo s aLL± .. IL.L. - LL.i LJ_L.J. '--. 4 - •• •-• F - L ¶ . Ht .......... kt..-. 42.o\"f' t- --•- -.—.—•- Ji....... - ..V 'L*J) .L. . ......._.t....... ...__..'...L.......J.__JJJ....... -.......... :...± _L ill !II IJ Ilii 18 L i..J...J.evNe ii. iIi I I -I.- -.--.-..i-._.- ---------------- - _•_1*__!_.........................--.,--•-- ii .. lI I':Ii 1 -- 1' : - - . • I Hope-Amundson 21 6003.00 HOPE AMUNDSON Structural Engineers ft Third Ave. Suite 300 Diego CA 92101 Calculation by MDH Project Project No.. Engineer Sheet _____ of Date SD -112 LL . LI ........ .LH IIL iD:II:L iiL l TJ T'II JI ITilL III _JJJ.!*&LJ I JJL_L I I Xito. - L I i __ JLL:41JLJ- -[—I (.1 • 1 _I LiJ i_Li_, a_La_I LLo .s,L'J_vUh L_ :TL: L i_ 1iID:IlIL1I : I, . I -I — I]IIiII LL LLJJ' 1'J iI__± 11 I 1' IEi I 1ILIII I _ILJILL I LII LIILII I:IiI i TLL I LLI JJIIIhiL'ILLiTIL Tflhlii:T:TTJII': 1 IpJI]IpILIIIIJrLrpzrE1I I LI1I I:I - T7, _it I LII LI1IILII1 : I.I iI IIiI Hope-Amundson 216003 00 Calculations by MDH BD -'2 : :, : ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT PT Version 2012 Date "06-21-2016"Time 1435 File B103_L2_GL10_70 1 - PROJECT TITLE: "216003.00 Lego Land PS •• . ': ' . . . . 1.1 Design Strip: B103_L2GL10 . . ' . ' . . 1.2 Load Case: Envelope . ..• : WWI IMBER ELEVATION ':.. . . . . . . .' ft] 64.00 v 12 Ramp E G:: '3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3#8X13 ®3#8X13 :,:::T:PROFILE . ' ' ' ' , . ' 27.00 4.2 CGS Distance A[in] , . 27,00 . ' 4.00 , , . , S . 294.8 kipsi '4.3 Force A : ' ' , --------------I 4.6 CGS Distance Bun] 4.7 Force B 4.10 CGS Distance C[in] :4llForceC' ' ' . . •• ' . ' ' . 0 ' , , BOTTOM REBAR 5.1 ADAPT selected ®1#8X270 5.2 ADAPT selected ®1X300 60 REQUIRED & PROVIDED BARS 6.1 Top Bars' , . max , .' ' . , 2.20 eqLAred provided'. ' ' _____ ' ',, 08- I i. I I' '•I L :. ':H. , . 6.2 Bottom Bars ' m • . ' i.s' ' • . 0S ' • ' S • • '' S ' • , 7- SHEAR STIRRUPS "" ' . ' ' ' , ' • . ' '' 7.1 ADAPT'selected. ' . ' S , • • ' . . ' . ' ' ' .. S Bar Size #3 Legs: 2' ' ' ' , • . .• . ' ' ' " S ', Spacing[in] ' ' S • 235 • S • • ' ' 235 7.2tJsèr-selected • S •[-------'"T----------------------' -----•-------- BarSize# Legs: • ' S - ' '----------'' 71 '' ' ' ' • 0.080 -_1 • : ' ' S • • • 5 0 7.3 Required area : • : , , , 0 5' S [in2/ft] ' S ' • , O.O2ci-' ' • • • • 0 : ,. ' ' • , , .' S • • , , S 5 ,' • S 0•000 , • • • • 0.077 • ,' 0 , ' , , ' ' S , " • 8 LEGEND., , • • • ' . -i Stressing End ' •' '-I Dead End • • : ' • , . , : , .. S • 9 DESIGN PARAMETERS 9:1 Code: American 'AC1318 (2011)/lBC (2012) f' = '5000 psi. f =60 ksi (longitudinal) f = 60 ksi (shear) ?70 ksi' • 9.2 Rebar Cover Top = 1.2 in Bottom = 1 in Rebar Table - DESIGNERS NOTES ' . :, , : ' • '' ' '. ' : ' • Hope-Amundson 216003.00 V Calculations. by. MDH BD,- 3' Project Name: 216003.00 Lego Land PS Specific Title: B103_L2_GLI0 File Name: B103_L2_GL10_70 Date of Generation: Wednesday, July 13, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS .:Parameter .-. ,Value. Concrete Fy (Shear reinforcement) 60.00 ksi Fc for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP V 1.25 in V F'ci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM 1.00 in ForCOLUMNSPNALLS 5000.00 psi V 'Post-tensioning Ec for BEAMS/SLABS 4031.00 ksi SYSTEM UNBONDED V V For COLUMNSIWALLS 4031.00 ksi Fpu 270.00 ksi CREEP factor V 2.65 Fse 175.17 ksi CONCRETE WEIGHT NORMAL Strand area 0.153 in 2 UNIT WEIGHT 150.00 pcf Min CGS from TOP 3.00 in 'Tension stress limits / (t'c)1/2 V Min CGS from BOT for interior spans 4.00 in At Top V 7.500 Min CGS from BOT for exterior spans 4.00 in At Bottom 7.500 Min average precompression 125.00 psi Compression stress limits I ft Max spacing I slab, depth 8.00 At all locations 0.450 Analysis and design options Tension stress limits (initial) / (f'c)1/2 Structural system BEAM At Top ' 3.000 Moment of Inertia over support is NOT INCREASED At Bottom 3.000 Moments reduced to face of support. YES Compression stress limits (initial) / ft ' Moment Redistribution YES At all locations . 0.600 Effective flange width consideration YES Reinforcement V Effective flange width implementation method 'ACI-318 V Fy (Main bars) 60.00 ksi DESIGN CODE SELECTED American-AC1318 (201 1)/IBC 2012 Span. Form Length 'Width Depth:' IF Width ,TF Tç BF/MF' ,;BF/MF Rh Right. Left MulL ft in in in in Thick___Width____Thick r____________Mult in 1 2 64.00 _14.00 _35.00 _216.00 _5.00 _in __in 35.00 _0.50 1 0.50 LC .% CBCLC 'Length' B(DIA) D Uc .%.'UC CBCUC Width "LC__ LC in ft in in 1 24.0 2.3 24.0 24.070 _ft UC __UC _in __in _. 2 24.0 16.9 24.0 24.0 _70 _(1) _(3) _3.1 . _7.8 _24.024.0 _24.0 _24.0 _70 _70(1) SparCiassiType. W'Pi' P2.. k/ft2 k/ft k/ft ft ' ft ft ' k k-ft 1 LL .0 0.040 I , SDL U 0.006 NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W = 1500 pcf NOTE: LIVE LOADING is SKIPPED with a skip factor of . 1.00 3.2_Compiled_loads _______ _______ , V _____ _______ 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 .,'2-INPUT GEOMETRY 2.1 Principal Span Data of Uniform Spans H 2.3 Effective Width Data ofUniform Spans -`,Effective Width in 1 94.00 2.7 Support WidthandColumnData Joint.' SUppàrt Length B(D1A). D LC.. 3-INPUT APPLIEDLOADING 3.1 LoadingAs Appears in Users InputScreen Span. Class, Type.. VFi P2 A ' éduction Factor V ' k/ft k/ft k , k-ft ft - 1,ft ft V % 1 LL U 0.720 0.000 .1 SDL U 0.108 1 SW U 1.562 V Hope-Amundson 216003.00 Calculations byMDH Project Name: 216003.00 Lego Land PS Specific Title: B103_L2_GLI0 File Name: B103_L2_GL1O_70 Date of Generation: Wednesday, July 13, 2016 S 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers. 5- MOMENTS, SHEARS AND REACTIONS 5.1_ Span Moments and Shears (Excluding Live Load) BD-4 Span' Area, . Yb. beff..' in2 in in in in .'Yb ',... in . in 1 1500.00 27.60 7.40 94.00 0.1004E+06 24.24 10.76 :span Load Case Moment Left Moment Midspan Moment! Right J ::ShearL . Left Sheàr" Right .AF k-ft k-ft k-ft . k .' k _1 - SW . -563.45 326.96 .-382.62 -52.83 47.17 1 - SDL -38.95 22.60 '-2645 -3.65 3.26 .1 - XL 0.00 0.00 0.00 0.00 0.00 5.2 Reactions and Column Moments (Fxcludina Live Load Joint Load,Casé 7Reaátion'.. .Môment :.. Lower Column Upper Colunn k ' k-ft ' 'k-ft 1 SW 52.83 -324.37 -239.07 2 SW 47.17 98.58 284.04. I SOL 3.65. ' , -22.42 -16.52 2 SDL 3.26 . 6.81 1963. I XL . 0.00 0.00 0.00 2 XL 0.00 ' 0.00 0.00 5.3 Span Moments and Shears (Live Load) Span - Moment -. Moment Moment Moment . . Moment Moment , Shear . Shear . • Left Max Left Mm Midspan Midspan Mm Right Max Right Mm Left Right Max . . •.' . : . . ',,.., k-ft .. k-ft k-ft k-ft k-ft k-ft k k 1 -259.64 . 0.00 150.67 0.00 -176.31 0.00 -24.34 21.74 W 5.4'Reactions and Column Moments (Live Load) MOMENTS REDUCED TO 6.1_ Reduced Moments at Face of FACE OF SUPPORT Live Load) Support (Excluding Span Case Load"Moment Left .. Moment Midspan Moment Right k-ft k-ft k-ft _1_ SW -511.42 327.00 -336.25 _1_ SDL -35.35 . 22.60 -23.24 _1_ XL 0.00 0.00 0.00 6.2 Reduced Moments at Face of Support (Live Load) Span Moment Left Moment Left Moment Märneht 'Mornënt' .-M&nint,' Max Min Midspan Midspan Mm Right Max Right Mm Max L k-ft k-ft k-ft k-ft k-ft . k-ft I -235.67 0.00 150.67 0.00 -154.92 0.00 SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 7.1 Tendon Profile Tendon 'Span.: Tipe '.X2iL' X3/L': -;A/L,'10 . ' 1. ' 1 0.100 1 0.500 1 0.100 . S 7.2 Selected Post-Tensioning Forces and Tendon Drape . . 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 2 ''Joint Rèaction' Reaction. rMornent ..Moment, ,Mornent. :Momeñt Max Mn Lower • Lower - Uppr Upper - Column Max Column Mm Column Max Column Mm k k k-ft k-ft . k-ft kft 1 24.34 0.00 0.00 -149.47 0.00 -110.16 2 21.74 0.00 1 45.43 0.00 , 130.89 0.00 Hope-Amundson 216003 00 Calculations by MDH BD,- 5 Project Name: 216003.00 Lego Land PS Specific Title: B103_L2_GLIO File Name: B103_L2_GL10_70 Date of Generation: Wednesday, July 13, 2016 Tendon . All Tendons Span Force C.GSLeft ..CGS C11 CGS.C2- CGSRight -P/A WbaI..' ,WBäi (%DL) k in in in in psi k/- 1 294.800 27.00 -- 4.00 27.00 196.53 1.104 66 -Span4- Forcèt -Total P/As : Total WBaI. _____ X. '--- 4- ______ k psi 1 294.8 19653 66 Approximate weight of strand: 366.0 LB . . . . 7.4 Required Minimum Post-Tensioning Forces . . Based on Stress Conditions Based on Minimum P/A 7.5 Service Stresses (tension shown positive) Envelope of Service 1 Type ._,Center-.-. Riht '. Left cCenter 4-Right, -. -k . k : k k k -k - 1 214.95 280.27 - 76.84 187.50 187.50 187.50 Span- Left )Left Left Left;.- Cente Center: -Ceñter .Cénter ;Right-I. Right - 4- Right ,Right, Top *Top 4 4B0t . ,Bot To - Bot' Bot ,Top i Top. Bot Bot ax- Max-C, Max-T- Max-C Max-T - .Màx-C . Max-T ' -C Max-T,,MaxC psi psi psi psi psi - psi psi psi - psi psi - psi Max-C,- .- psi - 1 50.57 ---- - -753.34. --- -304.22 46.12 ----- ---- -40.74 - ------ -547.59 - - -, Envope of Service 2 .Spàn Left Left. Left jLeft 4-Center Center- ::Center ,Center: -Right- Right -Right' -tRight 5 ATop Top.. Bot ..Bot STop r Top )Bot Bot Top , To 4-Bot .Bot -.-:-: Maxax-C, --Max-T. -Max,-' -C Max-T Max-C .Max-T. - Max- C -MãxT. Max-CS Max-Th -psi psi -psi psi psi psi -psi psi psi psi - - psi. psi - I - 353.59 - -----. - -1436.17 ---- 497.95 482.67 --- 158.45 --996.45 V 7.6 Post-Tensioning Balance Moments, Shears and Reactions -. .' Span Moments and Shears - - '.4Spàn 'Mom'ent Left- -Moment Center -Moment-Righf. ..-:SShear Left , ar She..Right - - k-ft - k-ft k-ft - k - - k - 1 354.58 -265.83 1.88 - -Joint. Reaction MOment - - Moment! - ' -, --- Lower.' , --- Reactions and Column Moments kr -- -. 1 .4Upper CoiumnCoIumn: - k-ft k-ft - I 1-.875 215.250 - 158.667 158.667 2 1.875 -65.433 -188.500 - - , Note: - Moments are reported at face of support - - ; 8-_FACTORED MOMENTS AND REACTIONS ENVELOPE -- -- . - - 8.1Factored Design Moments (Not Redistributed) 4 - - 8.2 Reactions and Column Moments -- - - - - - - - - - - - - -JOint :-Reàction . Reaction .-MOr4neht' -Morrient--. Moment--4- MOmeht 1 Max .4-4. Mm - Lower Lower -.-- Upper Upper . Column-Max Column- Mm Column -Max Colun.'Mmn k -----..4 k - --, k-ft k-ft - k-ft k-ft - - 1 - - 104.85 40.10 - -42.45 -440.05 -31.30 - - -324.33 2 97.18 - - 39.36 133.72 - 12.90 385.33 - 37.16 4 -- - - - - 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 - - - 3- - TSpan: -Left-- '4--Left - -Y Middle 4- ]7 -Middlé4 Right .1Right -Max Mm .. Ma*--.ô 4--Si.Min' - - k-ft - -k-ft k-ft - k-ft k-ft - 1. -661.10- .-34.27 974.50 - 573.74 423.42 -11.34 Hôpe-Amundsoh 216003.00 Calculationé byMDH I Project Name: 216003.00 Lego Land PS Specific Title: B103_L2_GLI0 File Name: B103_L2_GL10_70 Date of Generation: Wednesday, July 13, 2016 8.3 Secondary Moments Factored Design Moments (Redistributed Span .. Left, idspari ' Right .. k-ft k-ft ft k- M 8.4 1 372.08 313.92 255.83 Span•, Left' .:Left .. Middle MiddIè. Right' .Right '.Redist. Redist.. r "Mai Min' 9V Max Mak' MinV ' Coef Left Coef Right k-ft k-ft k-ft k-ft k-ft ft k- I -667.78. . .-34.68 984.29 579.46 427.72 -11.51 . 0.00 0.00 10.2 Provided Rebar '10.2.1_Total Strip Provided Rebar Span,, ID Location Frohi -:Quantiti.4. Size-,. ,Léngth. ____ ft .• _____ :• ft 1n2. - - 1 TOP 0.00 3 8 .13.00 2.37 - 2 TOP 51.21 . . 3 8 . . 13.00 2.37 - 3 BOT 19.20 1 8 30.00 . 0.79 - - 4 BOT .19.20 I • 8 27.00 0.79 1.2.2 Total Strip Steel Disposition _________________________ • . H. :. 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 4 . ... I • Span UD Location FrOm Quantity, ,ft. .. 1 1 TOP 0.00 3 _Siz&Length _ft 1 • 2 TOP 51.21 3 _8 _8 _.13.00 _13.00 Note: Moments are reported at face of support •. . •1 10- MILD STEEL -NO REDISTRIBUTION 10.1 Required Rebar 10.1.1 Total Strip Required Rebar . $pan Location .7 1 From.;. ...To . As Required UItimatè" Minimum InitiáI. . UBC.T ft ft 1n2 in2 in2 1n2. in2 TOP 0.00 .9.60 2.20 0.59 2.20 0.00 0.00 _1 - l_ BOT. TOP __54.40 22.40 _64.01 44.82 _2.20_. 1.36. _0.00 . 0.58 _2.20 1.36 0.00 0.00 __:_0.00. 0.00 W • 10.2.2 Total Strip Steel Disposition Span.; ID. tocàtion From ... 'Qüahtityi ft . ft - 1 TOP. 0.00. .3 • 8 13.00 - 2 TOP 51.21 . 3 8 . . 13.00 - - .3 BOT' 19.20 . I 8 .3000 - - ..j . BOT 19.20 1 8 27.00 11 -MILD STEEL -REDISTRIBUTED . • .• . . 11.1 Required Rebar . •, . . . • . . . 11.1.1 Total Strip Required Rebar •. . . • . . .• 11.2 Provided Rebàr. . . . • : ., . . . . . .11.2.1 -Total Strip Provided Rebar . . . • . Spah Location .. .Frôm To -. As Required Ultimate'.' :Minimum -lnitial %UBC - .. . ft . 5 ft in2 in2 . in2 in2 in2 I TOP.. 0.00 9.60 2.20 0.69 ' 2.20 0.00 . . 0.00 _1 TOP 54.40 64.01 2.20 . 0.00 2.20 0.00 0.00 1 BOT . 22.40 44.82 1.36 . 0.72 1.36 . 0.00 0.00 pa&Z 1D .Location' :Froni --.,Quanti!yLz . Sizé ;Length..Areá'V' ft . . . ft' in2. 1 I TOP 0.00__• 3 8 __.. 13.00 2.37 _1 2 BOP TOP 51.21 • 3 8 13.00 2.37 1 3 BOT 19.20 1 8 30.00 0.79 1 4 BOT 19.20 0.79 • •. •0, Hope-Amundson 21600300 Calculations by MDH BD -7 Project Name: 216003.00 Lego Land PS Specific Title: B103_L2_GLI0 . . . . . . . . . File Name: B103_L2_GL10_70 Date of Generation: Wednesday, July 13;2016 . . . . 1 3 BOT 1920 1 1 1 8 3000 1 4 BOT 19.20. . 1 8 27.00 . • . . . 12-SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope . . •. • . . "SPAN Il.. . . . . . -.. . . .. . )(/L? ... .di eg.' Spacing ft . in k kft: .: in2/ft in .0.02 1.00. 28.00 -63.88 -674.49 .1.15 0.077 23.62 0.05 3.20 1 28.00 -94.76 -151.35 . 0.91 . 0.057 23.62. 0.10 . . 6.40 .28.00 -84.65. 32.3 1' 0.81 0.057 . 23.62 0.15 9.60 28.00 -74.55 195.13 0.72 . 0.057 . 23.62 0.20 12.80 28.00 -64.45 336.95 0.80 0.057* 23.62 0.25 16.00 28.00 -54.34 . 519.30 . 0.98 0.057 23.62 19.20 28.00 -44.26 .. 680.17 1.05 . 0.057 23.62 0.35 22.40 28.41 . -34.14 . . 808.41- 0.81 .- 0.057 23.62 0.40 25.60 . 29.85 . 24.03 902.91 0.54 0.056 . 23.62 0.45 . 28.80 . 30.71 -13.95 . 964.92: 0.31 :0.000 0.00 0.50 32.00 31.00 -3.85 .994:46 .0.08 0.000 . . . 0:00 0.55 : 35.20 30.71 . 6.25 .990.03 0.14 .. 0.000 . 0.00 0.60 38.39 . 29.85 . 16.37. . . 95111 0.37 . . 0.000: 0.00 0.65 . 41.60 28.41 . 26.46 : 882.98 . 0:63 0.057 23.62 0.70 . 44.82 . .28.00 36.57. 780.36 0.88 0.057 23.62 0.75 __. 48.00 28.00 .46.67 .644.44. :_.1.11 0.057 _. 23.62 0.80 51.21_• 28.00 56:75 • 475.60 . • .04 0.057 • 23.62 0.85 A 54.40 . 28.00 • 66.86 1 275.08 • ••0:81 - 0.057 23.62 0:90 _• 57.61 28.00 • 76.96 123.73 0.74 • •• 0.057 23.62 0.95 • 60.79 .28.00 - 87.06 -48.58 _0.84 0:057 •. 23.62 0.98 _• 62.99 28.00 94.02 -179.18 • -0.90 0.057 . 23.62 Note:'Vu"isrelated_totheloadcombination_whichproducesthemaximum"Ratio" • - .. • . Note: _Sections with _****have exceeded the maximum allowable shear stress 14 DEFLECTIONS 14.1 Maximum Span Deflections • . .• • • •- • • • . • • • • • Span, ; -SW:- SW+IT -SW+PT+SW+T+SDL TotaI. +Creep in • in • in in in • in • • . in • • • • 1 0.61 0.10 0.13 0.46(1663) 0.19(3964) 0.00(*****) • 0.66(1172) Hope-Amundson 216003 00 Calculations by MDH BD - 8 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PTVersion 2012 Date 06 21 2016 Time 1555 File BIO3R_L3_GL1O_70 1 -'PROJECT TITLE: "216003.00 Lego Land, PS" . . . . . :. 1.1Design Strip: B103R_L3_GLI0 .1 .2 Load Case Envelope !;:EEVATION 64.00 -3 .-.TOP REBAR Ill Tendonsi 3.1 ADAPT selected 32 ADAPT selected 03#8X1371 ®348X13 .4 - TENDON PROFILE 4.1 Daturn Line . 4.2 CGS Distance A[in] . 27.00 . ' S 4.00' , . ' '27.00 4.3 Force A , . . ' . ' ' [294.8 kips] . : ' , ' . . . ' S I11 Tendons=294.6k/26.8lcJndon ' 4.6 CGS Distance B[in] B' 4.10 CGS Distance G[m] . ' . . ' , - . •' : .' . '4.11 Force C . .•... BOTTOM REBAR 5.1 ADAPT selected 4 1#8X2T0 5.2 ADAPT selected ç)1#8x3o 6 REQUIRED & PROVIDED BARS 6.1 To Bars' , , , 'max' ' . 2.20 mn9 ,;, ' ' . ' '''' ' . . . •. . . . .. '' I. .required. . ' ' ' •. . ' ' ' ' .' ' ' . . : , Oil . provided ________' 0..' - 6.2 Bottom Bars . " max ' ' ' ' ' 36 S. ,,• 7.- SHEAR STIRRUPS ' ' '. . . ' : ' 7.1 ADAPT. selected. ' . ' •' ' ' ' , . , , , Bar Size #3. Legs: 2 Spacing [in] 235 235 . ' ' 7.2 User-selected' • -' • • ., ' ' . • -. . • ' S '. . [ . -' ' - - -. - - Bar Size # ' Legs: _' • S • 0,1000075 73 Required area [1n2/tt] 0000 0096 8.- LEGEND • : - • , ' , —..4 Stressing End • -I Dead End ' . • • .. . S • • • : - - 9 DESIGN PARAMETERS 9 1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f1 1= 270 ksi 9 2 Rebar Cover Top = 1 2 in Bottom = 1 in Rebar Table : . - DESIGNERS NOTES': . S • • S ' • '' • • ': ,',' ' -• . Paraneter ' VaIue. :. Paranetr.' Value. Concrete , Fy (Shear reinforcement) 60.00 ksi F'c for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP ' 1.25 in Fci for BEAMS/SLABS '3000.00 psi Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS 5000.00 psi Post-tensioning Ec for BEAMS/SLABS .4031-.00 ksi SYSTEM UNBONDED For COLUMNS/WALLS .. 4031.00 ksi . Fpu 270.00 ksi CREEP factor 2.65 Fse 175.17 ksi CONCRETE WEIGHT NORMAL . Strand area . 0.153 in 2 UNIT WEIGHT' 150.00 pcf Min CGS from TOP 3.00 in Tension stress limits I (f'c)1/2 ' , Min CGS from BOT for interior spans 4.00 in At Top 7.500 Min CGS from' BOT for exterior spans 4.00 in At Bottom. ,7.500 Min average precompression . 125.00 psi Compression stress limits I fc ' Max spacing / slab depth 8.00 At all locations 0.450 ' Analysis and design options Tension-stress limits (initial) / (f'c)1/2 . Structural system BEAM At Top 3.000 Moment of Inertia over support is NOT INCREASED - At Bottom 3.000 Moments reduced to face of support YES Compression stress limits (initial) I ft , Moment Redistribution YES At all locations 0.600 Effective flange width consideration YES. Reinforcement . Effective flange width implementation method 'ACI-318 Fy (Main bars) 60.00 ksi .. DESIGN CODE SELECTED American-AC1318 (2011)/IBC 2012 '12-INPUTGEOMETRY 2.1 Principal Span Data of Uniform Spans '-\ Fdni, ,Span • Length Width .Depth,r .' . TF.Width '. .Thick?. ':BFfMF 'Width; BF/MF .Thick .Rh 'Right '.MuIt...- Left Mutt. in in ' 'in in in in in 1 2 1-6-4ft-1. 14.00 35.00 216.00 5.00 35.00 0.50 0.50 Hope-Amundson 2.16003.00 Calculations by MDH BD -9 Project Name: 216003.00 Lego Land PS Specific Title: BI03R_L3_GLI0 File Name: BI03R_L3_GL10_70 Date of Generation: Wednesday, July 13, 2016 ' I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS . 2.3 Effective Width Data of Uniform Spans 2.7 Support Width and Column Data Spin.. Effective Width in 1 94.00 Joint Support Width Lénth 'B(DiA.)' .DLC' LC .UC' .% LC, CBC LC .Length B(DlA)D4UC; %UC':CBC.UC in ft . in in . ft in in 1 24.0 1.2 ' 24.0 24.0 70 (1) 2 24.0 7.8 24.0 24.0 70 (1) Spin Class", Typé 3.1 Loading As Appears in Users Input Screen O "W. .''.P1'.. ...P2 'F.,::M: kJft2 k/ft k/ft ' ft ft ft . k k-ft 1' . LL U 0.040, 1 ' SOL U 0.006 NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit.selfweight W= 150.0 pcf NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.2_ Compiled _loads Spàn.'CIass ' ,' '' '" Type' .'•• Y ReductiOn k/ft k/ft k . k-ft .ft ft ft . _% 1 LL U 0.720 0.000 1 .SDL U 0.108 1 SW .. U 1.562 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 3- INPUT APPLIED LOADING 5.3 Span Moments and Shears (Live Load) Span ''.. MorrIènt, Moment- Moment' Left Max Left Mm ., Midspan ,-_" Max ',,Moment" . Moriient., Móment. ' .:Sheàr.:, Sheár MidspaAMin Right Max Right Min Left Right , ,. k-ft -k-ft k-ft A-ft . k-ft k-ft k k 1 -269.79 0.00 . 154.63 0.00 -158.22 0.00 -24.78 21.30 Hope-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: BI03R_L3_GL10 File Name: BI03R_L3_GLI0_70 Date of Generation: Wednesday, July 13, 2016 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers rea Yb .Yt beff, .' :-:.. TI- .. , T,Yt in2 in in in i64 in in 1 1500.00 27.60 7.40 94.00 0.1004E+06 . 24.24 10.76 5 _MOMENTS, SHEARS AND REACTIONS 5.1. Span Moments and Shears (Excluding Live Load) c:Span Load Case, "Moment.' .L reft. -Mojiient Midspan çMomenu Rig t_:. 'Shear, Left :Riht Shear k-ft . k-ft k-ft k k _1_ SW -585.48 335.57 -343.37 -53.78 46.22 1 SDL -40.47 23.19 .-23.73 -3.72 3.19 1 XL 0.00 0.00 0.00 0.00 0.00 52 Reactions and Column Moments (Excluding Live Load) Joint Load Case 'Re3ctibn: , Moment ; Lower Column . Moment Upper Colum k-ft k-ft 1 SW . 53.78 -585.47 . 0.00 2 . SW 46.22 343.36 . 0.00 1 SDL 3.72 -40.47 0.00 2 SDL 3.19 23.73 0.00 1 XL 0.00 0.00 0.00 2 XL 0.00 0.00 0.00 5.4. Reactions and Column Moments (Live Load) .Joint- .,Rea ction .Réactiôn -Momènt ' Moment Moment;Mdment ' Max .Min Lower ; Lower, , Upper Upper "jO Column Max Column Mm Column Ma Column Mm k k : k-ft . k-ft k-ft k-ft 1 24.78, 0.00 0.00 -269.79 0.00 0.00 2 . 21.30 0.00 1 158.22 0.00 0.00 0.00 -MOMENTS REDUCED TO FACE OF SUPPORT 6.1_ Reduced Moments at Face of Support (Excluding Live Load) Span Load Moment Moment Moment Case Midspan .T ,Right k-ft k-ft k-ft I SW. . Left ....... -532.50 335.58 -297.92 I SDL -3681 23.19 -20.59 . . . 1 XL . 0.00 0.00 0.00 6.2 Reduced Moments at Face of Support (Live Load) :.Span Moment Left Moment Left ..Moment- Aoment. *Moment]. orrient Max Mim Midspan Midspan Mm Right. Max Right Mm . . Max k-ft k-ft k-ft k-ft k-ft k-ft 1 - -245.33 0.00 154.67 S 0.00 - -137.25 0.00 7- SELECTED POST-TENSIONING FORCES ANDTENDON PROFILES 7.1 Tendon Profile . . . . Tendon A Span Type X1/L tX2/L X3/L NL 1 1 1 1 0.100 __0.500 _0.100 - 7.2 Selected Post-Tensioning Forces and Tendon Drape Tendon A . . . . I_ Span __I_Force___I_CGS_Left__CGSCl __I_CGSC2 _I CGS, Right I_P/A______-I_Wbal_____I_WBal_(%DL) email: Su'pport@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 2 . -. . 7.6, Post-Tensioning Balance Moments, Shears and Reactions ' SpahMoments and _Shears - Spân'. t,Momént_LeftMoment _Center__Mômènt_Right Reactions and Column Moments Shear 'Left____- Sheár"Right k- ft k-ft k-ft - k 'k -- 1 368.58 -271.50 212.92 2.51 , 2.51 - -- 'BD-li- 53 1 1.104' 66 Hope-Amundson 216003.00 Calculations by Ml Project Name: 216003.00 Lego Land PS Specific. Title: B1O3R_L3_GL1O File Name: BI03R_L3_GLI0_70 Date of Generation: Wednesday, July 13, 2 • k in in in in 1 294.800 27.00 -- . 4.00 27.00 - . All Tendons Spàn .;Foi-ce ,Total'PIA 5'TotaIWBaI.. '(%DL) k psi ' 1 .294.8 196.53 66 ,' Approximate weight of strand: 366.0 LB 7.4 Required Minimum Post-Tensioning Forces Based on Stress Conditions Based 7.5 Service Stresses (tension shown positive) Envelope of Service 1 Type .Left .Cénter, '.Right. .-- Léft Center . -Right 'k' -k - k k k •.- k' 1 227.39 286.98 34.91 187.50 187.50 187.50 Span. 'Lftr . -Left . Left Left Centér -Center, :Cèrter Centér -ight Right Right', iRight.' I Top 5,Top Bot Bot Top Top . Bot j, Bot Top - Top , Bot Bpt Max-T- :Max-C', "Máx-T '.Max-C 'Max-T -Màx-C'Ma'x-T Màx-C 'Máx-T 'Max-'C' .Max-T 'MaxC psi psi psi psi psi psi - psi• ' psi psi psi psi psi 1' .61.56 , -'- ' ----- -778.12 -- -308.71 56.23 ----- ----' -60.75 ' -502.49 Spa'n.,Lèft 'Left: /'Left. 'Left - Center. Center- Center , .Qehter Righ,t :Right-4 iRight' Rightl. --"T op Top Bot Bot? Top Topc Bot Bot Top -Top" \Bot Bot Max-T.' Max-C 1Max'T 'Max-C :-MaxT ',.Ma-C' 'Max-T Ma*-C- Max-Tv 'nMax-C 'Mäx-T Max-C psi psi psi psi psi psi psi- psi - psi psi 'psi psi 1 377.01- ----- -1488.96 --- -507.53 504.26 --- -115.72 -60.75 -- -900.17 Jóint; Réaction' ':.Mdment " Mornent r .Lower Uppert Cólumn- Coluinn- - k k-ft k-ft - I- '-2.511 388.583 0.000 -2_- 2.511 ' _-227.917 0.000 Note Moments are reported at face of support - - - - 8-. FACTORED MOMENTS ANDREACTIONSENVELOPE 8.1 Factored _Design Moments _(NotRedistributed) - - 8.2 Reactions and Column Moments, Joint - ;-ReàctiOn.. Reaction Moment m Moent' ' :Môine'nt ,Mornémt'c Max - .- Min- Lwer,. k Lôwer Uppr Upper i. C6lumh-Max C'lurn__Mm Cilrñn.Ma Colurnri'Min - k k k-ft - k-ft -.k-ft k-ft _- -'1 106.13- 40.22 -76.64 .-794.18 0.00 • 0.00 -2 95.89 39.24 465.76 44.89 0.00 .-0.00 _- :'Span "Left" Left' '-'Middle '. Middle' -1 11.Right'Right., Max Min' __ Max ___ Mm___ Max k-ft • k-ft - k-ft k-ft k-ft_, -k-ft 1- -689.62 -37.03 986.25 - 574.89 -371.39' 7.6.30 - ' Woodside, - - email: Support@Adaptsoft.com website: http://www.Adaptsoft.com - . '• -- - . 1733 Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 • - . 3 11.2.2 Total Strip Steel on Dispositi :pan. lD Location Quantity. L Size- ..Length. ft ft. 1 . TOP 0.00 3 8 13.00 2 TOP 51.21 3 8 13.00 - - 3 BOT 19.20 1 8 30.00 - - 4 BOT 19.20 1 8 - 27.00 Hope-Amundson 216003.00 Calculations byMDH ' BD - 12 Project Name: 216003.00 Lego Land PS Specific Title: B103R_L3_GL10 File Name: BI03R_L3_GLI0_70 Date of Generation: Wednesday, July 13,2016 . 8.3 Secondary Moments 8.4 Factored Design Moments (Redistributed .. Span LeftJ ,Midspar. P Right.t -ft k-ft k-ft 1 386.08 308.25 ;Spàfl Location :From ...To As.Reguired Ultimate. 1Mihimum'. lnitiak+ .. .UBC ft ft in2 in2 in2 1n2 in2 _1 TOP 0.00 . 9.60 2.20 0.84 2.20 000 0.00 _1._ TOP 54.40 64.01 2.20 0.00 2.20 0.00 0.00 1 BOT, 22.40 44.82 1.36 0.72 1.36 0.00 0.00 10.2 Provided Rebar 10.2.1 Total Strip Provided Rebar pafl.: 10. Location Fróm- ,- Quantity Size "Length ft ft - - 1 TOP 0.00 3 8 13.00 - 2 TOP 51.21 3 8 13.00 - 3 BOT 19.20 1 . 8 30.00 - - 4 BOT 19.20 1 8 27.00 .Spai LOcation From To As Required !Ultimate .Minimiim: Initial i..- i UBC: ft . ft in2 in2 . in2 in2 in2 TOP 0.00 9.60 2.20 0.92 . 2.20 0.00 0.00 - TOP 54.40 64.01 2.20 0.00 2.20 . 0.00 0.00 - -. BOT . 22.40 44.82 1.36 0.85 . . 1.36 0.00. . . 0.00 111.2 Provided Rebar . 11.2.1 Total Strip Provided Rebar ..Span Left,- .Left 230.42 Min : '.Middle. Middle Right. .. .,Right• Rèdist.' Redist; Max' Min Ma* - Maxi'- ,:.Min' d, eft C&ef Right k-ft k-ft k-ft k-ft k-ft k-ft 1 -696.53 -37.41 996.07 580.70 -375.13 -6.38 0.00 0.00 Note: Moments are reported at face of support :. 10- MILD STEEL -NO REDISTRIBUTION . . 10.1 Required Rebar 10.1.1 Total Strip Required Rebar Span" 10.. Location Frbm. Quantity .Size: Length..- Area'm ft ft in2 _1 - 1 TOP 0.00 3 8 13.00 2.37 _1 - 2 TOP 51.2.1 3 . 8 13.00 2.37 _i_ 3 BOT 19.20 1 8 30.00 0.79 1 - 4 BOT 19.20 1 8 27.00 0.79. 10.2.2 Total Strip Steel Disposition 11 - MILD STEEL - REDISTRIBUTED : 11.1 Required Rebar 11.1.1 Total Strip Required Rebar pan'- ID Location From. . . LengthW ,,' :..Areà - ft .. ft 1n2 - - 1 TOP 0.00 3 8 13.00. 2.37 - 2 TOP ' Quantity.', 1. ,Size. 51.21 3 - 8 13.00 2.37 - - 3 BOT 19.20 1 8- 30.00 . 0.79 - .4 BOT 19.20 1 8 27.00 0.79 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 4 - :' . - Hope-Amündson 216003.00 Calculations by MDH 'BD -13 Project Name: 216003.00 Lego Land PS Specific Title: BI03R_L3_GLI0 File Name: BIO3R_L3_GLIO_70 Date of Generation: Wednesday, July 13, 2016 12-SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope SPAN . . . . Ratio. Reg.~ 'Spacing_i ft in k kft 1 in2lft in 0.02 1.00 28.00 -64.49 -703.50 1.19 0.096 .23.62 0.05 3.20 28.00 -96.04 -163.38 0.92 0.057. 23.62. 0.10 6.40 28.00 -85.94 22.31 0.83 '0.057 23.62 0.15 9.60 28.00 -75.83 187.00 . 0.73 0.057 23.62 .0.20 12.80 28.00 -65.75 330.89 . 0.79 1 0.057 2362 0.25 16.00 28.00 -55.63 510.07 .0.97 0.057 23.62 0.30 19.20 28.00 -45.52 . 675.15 1.06 1 0.057 . 23.62 .0.35 22.40 28.41 -35.44 .807.67 0.84 0.057. 23.62 0.40 25.60 29.85 -25.32 906.60 0.57 .0.056 23.62 0.45 28.80 30.71 -15.24 973.05 .0.33 0.000 0.00 0.50 32.00 31.00 -5.12 1006.27 0.11 .0.000 0.00 355 35.20 30.71 4.97 1006.27. 0.11 0.000 0.00 0.60 38.39 29.85 15.07. 973.78 '0.34 0.000 0.65 41.60 28.41 25.18 908.08 ..0.60 0.057 _. 23.62 0.70 . 44.82 28.00 35.26 809.15 0.85 - 0.057 . .23.62 0.75 48.00 . . 28.00 45.39 677.59 . 109 0.057 23.62 0.80 51.21 . 2800 55.47 . 512.95 1.09 0.057 23.62 0.85 54.40 . 28.00 65.60 31539 . 0.90 0.057 23.62 0.90 . 57.61 28.00 75.68 144.78 0.73 . 0.057 . 23.62. 0.95 60.79 : 28.00 85.78 -25.68 . 0.83 0.057 23.62 0.98 62.99 28.00 92.73 -154.89. 0.89 0.057 23.62 Note: "Vu" is related to the load combination which produces the maximum "Ratio" . . Note: Sections with have exceeded the maximum allowable shear stress. . 14-DEFLECTIONS . .. . . . . . . 14.1 Maximum Span Deflections . . . . . . Note: Deflections are calculated using effective moment of inertia of cracked sections. .1 • • email: Support@Adaptsoft.com website: http:llwww.Adaptsoft.com . . 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 • Fax (650) 364-2401 - - • 5 . . .. •- . Spn:- SW SW+PT SWPT+ SW+PT+SDi Total - SDL . .Ci: -•-i ' in in . in • in . in in in - 1 0.68 0.10 0.13 0.49(1559) 0.20(3782) 0.00(***). 0.70(1103) Hope-Amundson 216003.0.V Calculations by MDH BD - 14 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM - - : ADAPT-PT Version 2012' Date: 06-24- 2016" Time: "08:02" File: B103R_L4_GL9.jO 1 - PROJECT TITLE: "216003.00 Lego Land PS" : . . S 1.1 Design Strip: B103R_L4_GL9 . 1.2 Load.Case: Envelope . . . . . . O ELEVATION ft] 3- TOP. REBAR . •0 :. I12Tendpns! 3.1 ADAPT selected . . . 3.2 ADAPT selected . . O38Xi3'0" . . . . . ®3#8X13 S :::: PROFILE 41 4.2 CGS Distance Alin) 27.00 4.00. . . - 27.00 4.3 Force A . - [321.6 kips]. . . . . . . . . : . . I12Tendons=321.6k/26.8lcltendon J : 4.6 CGS Distance B[in] 4.7 Force B 4.10 CGS Distance C[in] 4.11 Force BO1TOMREBAR .5 .1 ADAPT selected 1#8X27'0 52ADAPTselected ç1#ax3o 6- REQUIRED .& PROVIDED. BARS . . . .. . . -•' .. . . : 6.1 Top Bars . . . max . . . . 2.2024 . . . . . . [in9 _____ required • 0 . provided • ________ . . . . . . •0 I I..................J 6.2 Bottom Bars m . i.s . . . . • 7 - SHEAR STIRRUPS . . . •. . . . ., I 7.1 ADAPT selected. . . . . . . . . . . . . Bar Size# 3 Legs: 2 . . . . . . . Spacing Fin] -. . . 23.5 . S . 235 . S 7.2 User-selected : S. . - S - - -. - - . - - Bar Size # Legs: ---------------------------- - -----------------------. .- 0064 7.3 Required area . [in2/ft] o.oi-j • . . . . S.. S 5 : • . - 0.000 8 LEGEND —i Stressing End I Dead End 9 DESIGN PARAMETERS . . . . S • . . . V. . 9.1 Code: American AC1318(2011)/IBC(2012) t = 5000 psi f = 60ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi - : • • 9.2Rebar Cover: Top = 1.2 in Bottom = 1. in Rebar Table: • • . : • S . - DESIGNERS NOTES . • . • '. . : • S • S L ' Hope-Amundson 216003.00 S Calculations by MDH BD -115 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date 06 24 2016 Time 0819 File B104R_L4_GL8_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: BI04R_L4_GL8 . 1.2 Load Case: Envelope . . . MEMBER ELEVATION © 64.00 Locat 'Rainp Level 4 112 Tendons 3-TOP REBAR .. . . 3.1 ADAPT selected . - • . . . . • 3.2 ADAPT selected . C)3#8X13'0 . . . . . ®368X13'O" S TENDON n: PROFILE : . 4.2 CGS Distance A[in] 27.00 . . 0 4.00 . . 27.00 • 4.3 Force A . .. . . . . . li.ipsi . . . . . . . I12 Tendon 3216k126.80n I . 4.6 CGS Distance B[in] 4.7 Force B • .4.10 CGS Distance C[in] . . . . . . . . 4.11 Force C . . BOTrOM REBAR. 5.1 ADAPT selected . 1#8X28'0-. . . 5.2 ADAPT selected . . 6- REQUIRED & PROVIDED BARS . . . . . 6.1 Top Bars • max . 2.20 1. F F : •• . •: required 0. provided. . . . . . H ..0+•. •• 6.2 Bottom Bars . m1.6 . 1.36 . . . . . . S. 7-SHEAR.STIRRUPS . S 7.1 ADAPT selected. • • S S • S • • • • • Bar Size #3 Legs: 2. 5 5 • Spacing [in] • • S 23.5 5 5 5 5 5 • • S -- -- - - - - - - - - -- 72Userselected '- iii -------jjjijI_---------------------------- I BarSize# Legs: • • S • ---S -, --S 0. _i------------- 0.072- -I- .7.3 Required area • S • • • S • • • • • S • [in2/ft] 0•01 I 0.30 E • 5 5 • - 0.07 • . S • 8 - LEGEND • • -4. Stressing End .. -I Dead End • - • 9- DESIGN PARAMETERS • • ... S - • :• • • . : 9.1 Cde: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu= -270 ksi S 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: •' • S • S - - DESIGNERS NOTES • S S S • 0 . • •• • • S. 4 Hope-Amundson 216003.00 Calculations by MDH BD-16 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012 Date: "06 - 24 - 2016" Time: "08:30 File: B105R_L4_GL7_70 1 -PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: 8105R_L4_GL7 . . .. . . 1.2 Load Case: Envelope MEMBER . ELEVATION W] 64.00 ___ Ecation: 3 -TOP REBAR . .. J12Tendons . 3.1 ADAPT selected . . . 3.2 ADAPT selected ()3#8X13 . . . . . . ; . ®388X13'0 4 - TENDON PROFILE' 41 Datum Line 4.2 CGS Distance A[in] 27.00 . 4.00 27.00 4.3 Force A . . . (321.6 kJpsl . 112 Tendons = 321.6.k 26.8 k/tendon j 4.6 CGS Distance B[in] . . . 4.7 Force B . . . .4.10 CGS Distance C[in] 4. 11 Force C . . . BOTOMREBAR .5.1 ADAPT selected . . . . . . .. . 5.2 ADAPT selected . . ®2#8X28 6- REQUIRED &PROVIDED BARS. .. . . . 61 Top Bars . max . 2.20 .. ... [in2l . . . . . ... ... required provided .01- 6.2 Bottom Bars m . 1.36. . . . . 7-SHEAR STIRRUPS . 7.1 ADAPT selected. .. . . Bar Size #3 Legs: 2 . . . Spacing [in) . . 23.5 . 23.5 72UserseIected [------------------_i_ii ----------------------------------------------- Bar Size # Legs :• - - - - - - - - - - --- - -- - - - -- - - - - -- . T 0.072 0. IS4 7.3 Required area . . T1 . . . . . . . . [in2/ft] . . . . . 0.068 . 8 -LEGEND . . -i.. Stressing End . -I Dead End 9 - DESIGN PARAMETERS . . . . . .. . 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . . . . . DESIGNER'S. NOTES Hope-Amundson 21600300 Calculations by MDH BD - 17 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "06.- 24- 2016" Time: "08:36' File: B106R_L4_GL5_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" .. . . . 1.1 Design Strip: B106R_L4_GL5 . . . . 1.2 Load Case: Envelope. . MEMBER ELEVATION LI . [ft] Location WP 3 TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected .3#8X13 . . . S . (308X13 TENDON n: PROFILE : 1 4.2 CGS Distance AIm) . 27.00 . S . 4.00 . . . . . 2700 4.3 Force A . . . [321.6 kips]. . . . . . ll2lendons=321.6k/26;8lcltendon 4.6 CGS Distance B[in] . . . . . 4.7 Force B 4:10 CGS Distance C[in] . . . . . . . . ... . . 4.11 Force C. . . . , . . . .. . . . . BOTOMREBAR 5.1 ADAPT selected .5.2 ADAPT selected ®2#8X28 . . . 6 - REQUIRED & PROVIDED BARS .. . . . . . .6.1 Top Bars . m . . . . . 2.20 . .. . . [in9 . ______ required . . . . . . . . . . . . provided . ________ . . . . . . . . . . . I .. S.. 6.2 Bottom Bars. m . . . . 36 7 - SHEARSTIRRUPS . . . .5 . . . . . 7.1 ADAPT selected. . . . Bar Size #3 Legs: 2 . . . Spacing [in] . . 235 . . . . . 23.5 7.2 User-selected . . . . BarSize# . Legs: . _ . 0.072 7.3 Requiredarea 0. M . . S . . . El .[1n2/ft] . o.o1 . . . . . . 0.000 . 0.071 0 8 - LEGEND . —i Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi: f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu= 270 ksi 9.2 Rebar Cover: Top = .1.2 in Bottom = 1 in Rebar Table: -DESIGNER'S NOTES . S . - . . 0 • . . . . Hope-Amundson 21600300 Calculations by MDH BD - 18 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM : • ADAPT-PT Version 2012' Date: '06- 17 2016" Time: 11 19" File: B106R_L4_GL6_70 S - PROJECT TITLE: "216003.00 Lego Land PS' . . . • . 1.1 Design Strip: B1p6R_L4_GL6 1.2 Load Case: Envelope . . . ' : • • MEMBER ELEVATION fftt Location:B106R Level 4 Ramp . . •I12TefldØflI 3- TOP REBAR .. - . 3.1 ADAPT selected 3.2 ADAPT selected 3i8X130 ®34i8X13 4.- TENDON PROFILE :1 4.2 CGS Distance Aim) 27.00 : - 4.00 : . . 27.00 43 Force A 1321.6 kips] I12Tendons=321.6,k/26.8/ndon F •. . • . . . . . . . 4:6 CGS Distance B[in]' 4.7 Force B - . . - - •- : . 4.10 CGS Distance C[in) .411 Force C BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 03 2#8X28 6 REQUIRED & PROVIDED BARS • 6.1 Top Bars m . 2.20 Lin9 I I • required . 0 . . . . •. . . provided U 0-.• I I • 6.2 Bottom Bars • m • : • .. S • • • •. • 7 SHEAR STIRRUPS .. : • S • 5 ••: • 7.1 ADAPT selected. • • . . 5 .5 . -. • : • - Bar Size #3 Legs: 2 . . . . . - -5 . S • • • Spacing [in]235 - - S • -. . 23.5 - 7.2 User-selected S - - . S • - • - - S . . BarSize# Legs • . - - 0.072 ____________________ _____________- 5 - 5 • 73 Required area f1 • . • Fin/ft) : • - • o.oi-f - • - 0.000 - • • • : : •• . - - S - • - . - • - - - - , . - - 0.07 • 8 - LEGEND • . . • -i - Stressing End - • , • -I -Dead End . - . . . - • :- : : - •. 9 DESIGN PARAMETERS --:: -. - . 5 - . .5 •. - . -. . - • 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f,'=. 60 ksi (shear) fpu= 270 ksi - 9.2Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . - - . - - - - • • DESIGNERS NOTES S . - : - . -.5. - 5 . S Hope-Amundson 216003.00 Calculations by MDH 13D 19 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date 06 24 2016 Time 0840 File B107R_L4_GL4_70 1 - PROJECT TITLE: "216003.00 Lego Land PS' 1.1 Design Strip: B1O7R_L4_GL4 1.2 Load Case: Envelope . S MEMBER ELEVATION • . . . . ' ' oo' aon Ell Level 4 Ramp P 3-TOP REBAR 3.1' ADAPT selected 3.2 ADAPT selected ' (3#8X13 .4 - 'TENDON PROFILE . . . . . 4.1 Datum Line 4.2 CGS Distance Alin] ' :4.00 . . : 27.00 4.3 FOrce A . ' . [321.6 kips] : . . ' . . I12Tendons=321.6k/26.8kftndon 4.6 CGS Distance B[in] 4.7 Force B 4.10 CGS Distance G[m] 4.11 Force C BOTTOM REBAR 5.1 ADAPT selected 5.2.ADAPT selected ' , ' ' ®2#8X28 6 'REQUIRED & PROVIDED BARS max. . . . 220 6.1 Top Bars . 2 [in21 .' . . . . • , . ' required ' .____________' • . ' . : ' • . . . ' ' . .. provided ' ' . ' . . ' . °t •.• . 'I I 'H 1. I "I '' • ' . 6.2 Bottom Bars . max ' . 1.36 ' ' ' ., • 7- SHEAR STIRRUPS ' 7.1 ADAPT, selected.' S ' ' S • ' ' . . . . Bar Size #3 Legs: T Spacing [in] • . • , . ' . . 23.5 . . . ' . - 23.5 7.2 User-selected - -[ S. ' ' •, -- -- - Bar Size # Legs: - -- - - - - - - - - --- - - - - - - - - - -- . . 0.068 7.3Requiredarea . n2/ft] Erl 11 i .[T1' S n-T ow 8 -LEGEND.- . . -i StressingEnd -i Dead End, 95 DESIGN PARAMETERS - S • •, ' 'S • • ' -. . ' , . ,: ' . : , 9.1 Code: American AC1318 (2011)/IBC (2012) 'f = 5000 psi f = 60 ksi (longitudinal) fy 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . ' DESIGNER'S NOTES 'S. ' S S • •, Hope-Amundson 216003 00 Calculations by MDH BU -,20 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "06-24 -2016' Time: "08:45" File: B108R_L4_GL3_70 1 - PROJECT TITLE: '216003.00 Lego Land PS" . . . 11 Design Stripf B108R_L4_GL3 1.2 Load Case: Envelope . . . . . . MEMBER ELEVATION 64.00 Locat 'amp GIL 3' 3 TOP REBAR 115 Tendons I 3.1 ADAPT selected . . . . . . . 3 2 ADAPT selected 34t8X13 ®3#8X13'0 TENDON n: PROFILE I : 1 4.2 CGS Distance A[in] 27.00 . 4.00 - . . 27.00 4.3 Force A . . 1402 kips] . 115 Tendons = 402 k/ 26.8 k/tendon . • . . .' . . . . 4:6 CGS Distance. B[in] . . 4.7 Force B . •. . . . . . . . : . . F . 4.10 CGS Distance C[in] . . . . . . .4.11 Force C •' . . . . 2 • - BOTTOM REBAR • 5.1 ADAPT selected ®1#8x39 . . . . . . . . . . 5.2 ADAPT selected .. . ®1#8X430" .. . . . . . . . . .• . 6- REQUIRED & PROVIDED BARS . . . . . . . . •: . max 6.1 Top Bars 2. . 220 . . ei provided • 6.2 Bottom Bars . . max : . .1.36 . . .7- SHEAR STIRRUPS 7.1 ADAPT selected. . . . . . . . . . . Bar Size #3 Legs: 2 . . . . . . . . . . Spacing [in] .____________________. _. 23512.0 . 9.5 15.0 23.5 . .23.5 20.5 . . .23.5 72Userselected ' -- - - - - iiiiiiiiiiiiiiii_ii • - . • . Bar Size # . Legs: ..-.....- ___.- _ - 0.28 7.3 Required area: . 021 . . . . . .. . : •• oo _ • fl_i_._•_._. _.I_.i'_--[_I_•_I_I [0/ft •:: . . . . . . . . . . . . • • . . 0.271 . . . 8 LEGEND —i Stressing End I Dead End 9-DESIGN PARAMETERS : . •• . . •.•• : 9 1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi f0 = 60 ksi (longitudinal) f = 60 ksi (shear) tv,,, = 270 ksi 9.2 Rebar Cover: Top, 1.2 in Bottom = 1 in Rebar Table: . . . . . . . • . . ... . . ,• • - DESIGNER'S NOTES • . . .. . . . . • . . . . . Hope-Amundson 216003.00 Calculations by MDH •, Project Name: 216003.00 Lego Land PS Specific Title: BIO8R_L4_GL3 File Name: B108R_L4_GL3J0 Date of Generation: Tuesday, July 12, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS 'Parameter' .'. VaIue.,,. Parameter' .. Value Concrete . Fy (Shear reinforcement) 60.00 ksi Pc for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP 1.25 in. Pci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS 5000.00 psi Post-tensioning Ec for BEAMS/SLABS' 4031.00 ksi SYSTEM UNBONDED For COLUMNS/WALLS 4031.00 ksi . Fpu 270.00 ksi CREEP factor 2.65 Fse 175.17 ksi CONCRETE WEIGHT . NORMAL . Strand area . 0.1531n2 UNIT WEIGHT 150.00pcf . Min CGS from TOP . 3.00 in Tension stress limits I(f'c)1/2 Min CGS from BOT for interior spans 4.00 in At Top 7:500 Min CGS from BOT for exterior spans 4.00 in At Bottom 7.500 Min average precompression 125.00 psi Compression stress limits / ft Max spacing / slab depth 8.00 At all locations . . 0.450 Analysis and design options Tension stress limits (initial) / (I'c)1/2 Structural system BEAM. At Top 3.000 Moment of Inertia over support is NOT INCREASED At Bottom . 3.000 Moments reduced to face of support YES Compression stress limits (initial) / ft . Moment Redistribution YES At all locations 0.600 Effective flange width consideration YES. Reinforcement Effective flange width implementation method ACI-31 8 Fy (Main bars) . . 60.00 ksi DESIGN CODE SELECTED. American-AC1318 (2011)/lBC 2012 BD -21 2.3 Effective Width Data of Uniform Spans 2.7 Support Width and Column Data Joint Suppoit. Lehth B(DIA.) D LC Width' LC LC Span Effective Width in 94.00 1 . .%ELC CBC LC Length UC B(DIA.) UC PUC .% UC CBC.UC. in ft in in ft in. in 1 .24.0 0.0 48.0 24.0 .70 (2) 2 24.0 7.3 36.0 24.0 70 (1) INPUT GEOMETRY 2.1 Principal Span Data of Uniform Spans r. Span Form Length .Width" Depth. TF.Width TF BF/MF BF/MF. Rh . Right• Left Mult. - •. ., . - -, ,.Thick. Width Thick. Mult. ft in . in in in in in in 1 2 64.00 14.00 35.00 1 216.00 5.00 35.00 0.50 0.50 3-INPUT APPLIED LOADING 3.1.Loadinq As ADDears in Users InDut Screen Spàn.-. Class Type.. . &,P2.' F . k/ft2 k/ft k/ft ft . ft ft k k-ft 1 LL U 0.040 1 SDL U 0.006 ., .. email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax(650)364-2401 1 . Span Moment Moment :. Moment;' 'Momènt - Moment' 'Mamènt; Sherr: . Left Max: . Left Mm.. Midspan Midspan Mm Right Max Right Mm Left . Right 1 Max .. k-ft k-ft k-ft • . k-ft k-ft k-ft k k 1 0.00 0.00 . 226 26 0.00 .-284.76 .0.00 • -18.59 2749 5.3 Span Moments and Shears (Live Load) Hope-Amundson 216003 00 Calculations by MDH BD - 22 Project Name: 216003.00 Lego Land PS Specific Title: BI08R_L4_GL3 File Name: B108R_L4_GL3_70 Date of Generation: Tuesday, July 12, 2016 S NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W=. 150.0 pcf . NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.2_ Compiled _loads Span;. t ' ' ,:Class, .Type . P2':F .M .'B .. ,.CP Reduction . Factor k/ft k/ft k k-ft ft ft ft . % 1 LL U 0.720 . . OMOO 1 SDL U 0.108 I SW U 1.562 . . ... . . 4- CALCULATED SECTION PROPERTIES . . . . .. . . 4.1 Section Properties of Uniform Spans and Cantilevers . . . 5 _ . . MOMENTS, SHEARS AND REACTIONS : .• 5.1 Spa Moments and Shears (Excluding Live Load) •. . . . S 5.2 Reactions and Column Moments (Excluding Live Load) . . .Spañ . Yb . . •Yt .; 'I7: :?:Yb in2 . in in in . in4 in in 1 1500.00 27.60 . 7.40 94.00 0.1004E+06 24.24 . 10.76 Span, ______ Load Case . Mornent, LeftY. MomehL. Midspan <Riht Mornent;.Shear. Left'. Shéar Righ t k-ft k-ft k-ft . k k 1 __ S W 0.01 491.02 -617.97 -40.34 59.66 1 oH SDL SD L 0.00 33.94 -42.71 -2.79 4.12 I L 0.00 0.00 0.00 0.00 0.00 Joint Lóád.Caê React ion . Moment ' Momént' UpeCokiii'n. k k-ft k-ft.. I SW . 40.34 0.00 : 0.00 2 SW 59.66 617.97 0.00' 1 SDL . 2.79 0.00 0.00 2 SDL 4.12 42.71 0.00 1 XL 0.00 0.00 0.00 2. XL 0.00 . 0.00 5.4 Reactions and Column Moments (Live Load) . • . . .. . 10 Joint: Reaction :Reaction . Moment . M,. oment," ., Mómént .Mbment•. Mmn. Lbwer Lbwer ' Upper Upper .' Colümn;Max Column Mm Column ax Mm k k k-ft . k-fl k-ft k-ft 1 18.59 0.00 0.00 0.00 0.00 0.00 2 27.49 0.00 284.76 0.00 . 0.00 0.00 S S . 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 . 2 Hope-Amundson 216003.00 Calculations by MDH BD - 23 Project Name: 216003.00 Lego Land PS Specific Title: BI08RL4GL3 File Name: B108R_L4_GL3_70 Date of Generation: Tuesday July 12, 2016 S 6- MOMENTS REDUCED TO FACE OFSUPPORT 6.1 Reduced Moments at Face of Support (Excluding Live Load) Span . Loàd :.'Moment4, -Left . Moment. r,Mid6pan Moment Riht k-ft k-ft k-ft I SW 39.57 491.00 -559.08 I SDL 2.73 33.94 -38.64 1 XL 000. 0.00 0.00 6.2 Reduced Moments at Face of Support (Live Load) -Span' Moment Left Moment Left Moment '.Moment,*, Moment Moment Ma) Mm - . Mid span' Midspan Mm ,f*R Max Right Mm -..-Ma*'. k-ft k-ft k-ft k-ft k-ft k-ft 1 0.00. 18.23 226.25 0.00 -257.67 ' 0.00 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 7.1 Tendon Profile . . Tendon - Ji Spàn. Type: X1/L,'.X2/L -X3/L'-:,'AfL . . 1 1 1 1 0.100 1 0.500 1 0.100 7.2 Selected Post-Tensioning Forces and Tendon Drape .TendonA S. All Tendons ..SPan '; Force CGS-Left' CGS C1 :CGS C2. CGS Right P/A'. 'wbal wBal (%DL) k ' in 'in in in psi k/- 1 402.000 27.00 ' 4.00 27.00 268.00 . 1.505 90 Span' Force . ,.To P/A.' Total wBal', k psi 1 402 268 . 90 .Span: - Left Left. Left' penter Qenter Cénter Céntëri .Right' Right' Right . Right Top . Top Bot Bot Top , Top Bot Bot Top " -Top ,Bot Bot -Max-T Max-` :Máx-T 'Max-C. Ma'x-T Max-C Mx-T4 :'MxC' Max-T Max-C MaxT .Max -C psi psi .psi psi psi ' psi psi psi psi psi psi psi I ' -302.94--189.27 , --- -286.01 -- -227.41 -- -176.68 -473.78 pañ- Left' Envelope of Service 2 ' V, lei Left Left Left .Center; :Center. 'Center. Center Right: Right Right Right Top Top Bot Bot Top, Top Bot .. BotV Top lop Bot Bot Mx-T. Max-C. Max LC 'Max -T' -Max-C'. !Ma*-T Màx-C Mx-T, Max-C, Max-T. -Max-C" psi psi psi psi psi psi psi psi psi psi psi psi 1326.38 ----- - -576.94 428.16 -227.41 154.63 -176.68 ----- 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 3 Approximate weight of strand: 499.1 LB 7.4 Required Minimum Post-Tensioning Forces Based on Stress Conditions Based on Minimum P/A 7.5 Service Stresses (tension shown póáitive) ' Envelope of Service I Type. 4 Left - - Centei : Right Left ':Cehter Right-..4 k k k k k k 1 0.00 378.51 242.23' . 187.50 . 187.50 187.50 Hope-Amundson 21600300 Calculations by MDH BD -24 `Project Name: 216003.00 Lego Land PS Specific Title: BI08R_L4_GL3 File Namé:BIO8R_L4_GL3_70 Dateof Generation: Tuesday, July 12, 2016 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments and Shears : SPan. MomentLeft Momént Center Moment Right ' Shear Left Shear.Right" k-ft k-ft k-ft . k k I . -15.13 -510.92 526.67 -8.74 -8.74 Reactions and Column Moments Moment.'Mohieñt Lo Upper C umn..Coiui k k-ft k-ft F P J&k,,~1.Reaction._-_J' .739.0.000 0.000 .739 -559.333 0.000 I Note Moments are reported at face of support 8-FACTORED MOMENTS AND REACTIONS ENVELOPE . . . t .. .. . 8.1Factored Design Moments (Not Rediàtributed) - 8.2Reactions and Column Moments .. . .. . . . . ... Joint- , Reàctidn Reàction Moment . . Momënt, MomèntMoment tMax , Mmn<4 Lower ' Lower, Upper 01l pper 1 CoRmn.Ma'x ColUmn. Mm Column-Max Columh'Win k k-ft . k-ft 'k-ft k-ft 1 90.24 4019 .0.00 0.00 0.00 0.00 2 111.78 38.66 689.13 -68.29 0.00.. 0.00 . -8.3 Moments . . S . . .. . . . . . . . . . . . 8.4 Factored Design Moments (Redistributed Span. Left:* Midspan .Right k-ft . 'k-ft' k-ft 1 . 8.74 279.67 550.58 ft . . ft in2 in2 in2 . . in2 . in2 .Spafl Locàtibn . .Frdm- Z. As. Required .Ultimaté . MiniinÜñi: Initial UBC&- 1 TOP 0.00 9.60 2.20 0.00 - 2.20 0.00 0.00 1 TOP 54.40 64.01 2.20 0.00 . 2.20 0.00 o:oo 1 BOT 6.40 . 41.60 1.36 . 0.87 1.36 0.00 0.00 -. . • email: Support@Adaptsoft.com website: http:IIwww:Adaptsoft.com . . 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650)306-2400 Fax (650) 364-2401 : 4 Span /Léft-.' ?Left (.Middle. . Middle Right Right 1 JMx4 Mini r Max Min t Max . Mm k-ft k-ft k-ft k-ft . .k-ft k-ft .1 .. 40.18 - 88.68 . 1271.60 . 669.80 -578.95 106.35 Span -,Le ;:. Léft- Middle •Middle '~~Ri6ljP--jj Right. -Redist Redist.3- Min- ;Ma:- ' -Ma Min' Ccet. Left Coef Right k-ft . k-ft k-ft k-ft k-ft . . k-ft 1 89.56 40.58 1284.43 . 676.53 . . 584.75 . 107.42 0.00 0.00 11.2.2 Total Strip Steel Disposition _______ . . ' . . .• S : Span:. '-ID' 'Locatiôn .?.Frdm Quàntity SizeI Lehgth. 'ft 1 1 TOP . 0.00 . 3 8 ' 13.00 1 2 TOP 51.21 3 8 13.00 _1 3 BOT ' 2.20' 1 8 43.00 1 4 BOT ' 5.40 1 . 8 ' 39.50. :1 1.2 Provided Rebar 11.21 Total Strip Provided Rebar Spañ :10 Ldcation From 'Quahtiti: .Size- " Length" ;Area. ft ft '1n2 _1 - 1. TOP 0.00 3 ' . 8 ' 13.00 2.37 1 '2 TOP 51.21 3 8 13.00 2.37 _1 3 . BOT . ' 2.20 .' 1 8 ' 43.00 0.79. .i 4 BOT 5.40 . 1 8 ' ' 39.50 0.79.' Hope-Amundson 216003 00 Calculations by MDH BD -.25 Project Name 216003 00 Lego Land PS Specific Title B108R_L4_GL3 File Name: BIOBR_L4_GL3_70 Date of Generation: Tuesday, July 12, 2016 10.2 Provided Rebar 10.2.1 Total Strip Provided Rebar ' ... . . 'SPan:iD Location 'From.: ;'Quantit .Size' ''.Length. Area ft ft in2 _1 1 TOP 0.00 . 3 8 13.00 2.37 1' :2 TOP 51.21 3 a 13.00 ' 2.37 1 - 3 BOT 2.20 1 . 8 43.00 0.79 1'_:_ BOT .8.60 1 8 (36.50 0.79 10.2.2 Total Strip Steel. Disposition "Spans ID Location Frm'': untity Size Leñgth ft ft 1 1 TOP 0.00 ' 3 8 13.00 1 . 2 TOP 51.21 . 3 8 1300' 11 3' BOT , 2.20 1 8 43.00 1 4 BOT ' 8.60' 1 8 . 36.50 Span Lôcation From' To+ i' As Required Ultimate Minimumi ' Initial "UBC .'. ft . ft in2 ' in2 1n2 in2 ' in2 I : TOP 0.00 . ' 9.60 .. 2:20 0.00" 2:20 0.00 . 0.00 I ' TOP ' ' 54.40 :64.01 . 2.20 . ' 0.00 . 2.20 0.00 . '0.00 1 BOT 6.40 . 41.60 1.36 1.02 : 1.36 .0.00 ' 0.00 'I S 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 ( 5 ,. S Hope-Amundson 216003.00 Calculations by MDH . BD - 26 Project Name: 216003.00 Lego Land PS Specific Title: BI08R_L4_GL3 . File Name: B108R_L4_GL3_70 Date of Generation: Tuesday, July 12, 2016 o 12- SHEAR REINFORCEMENT : 12.1 Shear Calculation Envelope' : SPAN IX A*d Vut Ratiof Spacing ft in . k kft .in2/ft in 0.02 1.00 . 28.00 -87.09 . 90.44 .0.84 0.078 23.62 0.05 . 3.20 28.00 -80.13 278.11 1.39 0.213 12.42 0.10 6.40 28.00 -70:03 523.14 1.68 0.271 9.78. 0.15 9.60 . 28.00 -59.95 735.40 1.44 0.175 15.16 0.20 12.80 28.00 -49.82 914.72 _1.20 0.079 23.62 0.25 . 16.00 28.00 -39.74 1060.90 . 0.96 0.078 23.62 0.30 19.20 28.00 -29.64 1173.86 0.71 0.078 23.62 0.35 ' 22.40 28.41 -19.53 1254.33 0.46 0.000 0.00 0.40 .' 25.60 29.85 -9.43 1301.58 0.21 0.000 0.00 0.45 28.80 . 30.71 -5.04' 673.31 ' 0.11 ' 0.000 0.00 0.50 32.00 31.00 10.78 1297.15 .0.23 '0.000.: 0.00 0.55 35.20 '30.71 . 20.86 ' .1245.47 0.46 0.000 0.00 0.60 38.39 . 29.85 ' 30.99 S 1160.57 0.70 . 0.076 . . 23.62 0.65 41.60 .28.41 41.07 ' 1043.18 0.97. .0.078 2362 0.70 44.82 28.00 51.17 892.57 '1.23 ' 0.091 . 23.62 0.75 48.00 28.00 61.27. 709.26 1.28 0.129 20.63 .0.80 51.21 28.00 71.38 492.80 1.12 0.078 ' 23.62 0.85 54.40 28.00 81.48 331.41 0.97 ' 0.078 :23.62 '0.90 ' 57.61' 28.00 91.59 162.49 0.88 0.078 23.62 0.95 . 60.79 28.00 '101.67 ,. -27.35 " 0.98 ,, 0.078 23.62 0.98 . .62.99 28.00 108.62' "-170.02 1.04 0.078 23.62 ' , Note: 'Vu" is.related to the load combination which produces the maximutn "Ratio" Note: Sections with **** have exceeded the maximum allowable shear stress. 14 - DEFLECTIONS . ., ' ' .:. • ' • 14.1 Maximum Span DeflectiOns . . • ' . ' ' ' ' ' . ' ' . Note: Deflections are calculated using effective moment of inertia of cracked sections. . . . • ' ' . • . ' , , ' . ' S ' email: Support@Adaptsoft.com website: hftp://www.Adaptsoft.cor-h 1733 Woodside Road, Suite 220, Redwood City, California; 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 6.' 'Span. ;'SW 'SWi-lT. SW+PT+. SW+PT+SDL LL': '.'. I 'iotal' *4 ' SDL" : .4'Cre" 't :.. in in ' in in ' in ' . in ' in 1 1.89 ' 0.03 0.07 0.27(2852) 0.36(2106) 0.00(*****) 0.62(1229) Hope-Amundson 216003.0.0 CaICJIat!oflS by MDH' . 0 BD- 27. . .. ADAPT -STRUCTURAL CONCRETESOFTWARE SYSTEM. .. ADAPT-PT- Version '2012' Date: "06 -24- 2016" Time: "09:04 File: B109R_L4_GL2_70 1 - PROJECT TITLE: "216003.00 Lego Land PS". . . .. 1.1 Design Strip: B109R_L4_GL2 . . . . . . . . . 1.2 Load Case: Envelope . . . . . . . . MEMBER. ELEVATION ft] 64.00 ___ TOpREBAR: . . . . . . . I8TeflflS 3.1 ADAPT selected 3 2 ADAPT selected O3#8X13 ®34i8X13 : ::::: PROFILE 1 I 4.2 CGS Distance A[in] . 27.00 . : 4.00 . . • . 27.00 4.3 Force A . . . . •0 . 0 (214.4 kips) . . . . . . I8Tendons=214.4k/26.8vtendon I . 4.6 CGS DistanceB[in] 4.7 Force B 4.10 CGS Distance C[in]. 4:11 Force BOTOMREBAR 5.1 ADAPT seleCted 5.2 ADAPT selected ®2#8)011'0- 6 - REQUIRED &.PROVIDED.BARS . . . . . . . . . . .. o• . : max . . 6.1 Top Bars 2 . : 220 . . . . . . . . . [in9 required 0 • . . . . . . . . . . provided 0. 6.2 Bottom Bars •..•• max . . . . . . . .. .. . 7.-SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] 235 235 7.2 User-selected . . -------------------------------. BarSize# Legs:-------------------------------------------. 0. . . 0.044 7.3Required area . . . . . . . . .. . 0 • . . . FT - H . . 0 ooiift .. 0.042 •. : 8 -LEGEND. . . -i Stressing End . -I Dead End . . S.. . . 9 DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) = 5000 psi f= 60 ksi (longitudinal) f, = 60 ksi (shear) f 1 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar.Table:. . . . .• . . . . . . . DESIGNERS NOTES Hope-Amundson 216003 00 Calculations by MDH BD ..28 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date 07 07 2016 Time 16 36 File B110_L2_GL16_70 1 - PROJECT TITLE: "21600300 Lego Land PS : . . .. . . 1.1 Design Strip: B11O_L2_GL16 .. . . . .. . . . . . . . . 1.2 Load Case: Envelope 00 o E ;::T ATboN Tendons I . S. ... 3,- TOP REBAR 8. 3.1 ADAPT selected. . . . . . . . .. . . . . . . 3:2 ADAPT selected ()3#8X100 ()348x100 I 4 - TENDON PROFILE 41 Datum :ne 4.2CGS Distance A[in] 27.00 5.00, . . . 27.00 4.3 Force A . . . . .. . . .' 1214.4 kipsl . . " .. I8 Tendons =2144k/26811tend0n I 4.6 CGS Distance B[in] .5 . . . . . . . . 4.7 Force B 5. S . 4.10 CGS Distance C[in]; '. . . .5 .. . . . . : •' . . 4.11 Force . . . . . . . . .5 . . . . . BOTTOM REBAR 5.1 ADAPT selected . . . . . . . . . . 5.2 ADAPT selected -0- ®2#8X200 6 - REQUIRED & PROVIDED BARS 6.1.Top Bars . rn . 1.67 i 21 • required o . . . . . . . . . . . provided . . . . . .5 . .. . . o. 1.6 6.2 Bottom Bars m . . 1.26 . 7 -.SHEAR STIRRUPS .. 7.1 ADAPT selected: Bar Size #3 Legs: .2 . Spacing [in] . 23.5 . . . . 23.5 S , 23.5 7.2 User-seleóted [ . S '_ S . : . BarSize# Legs: -. -- - - - - 73 Required area E[1 [in2/ft] • . . o.oii- • S • S , • . S S 0.000 . 0.042 . . . . 8 -LEGEND . -i Stressing End , -I Dead End 9 DESIGN PARAMETERS 9.1 Code: American ACI318 (2011)/IBC (2012) f0 = 5000 psi f = 60ksi(Iongitudinal) f = 60 ksi (shear) = 270 ksi 9.2 Rebar, Cover:'Top = 1.2 in, Bottom = 1 in Rebar Table: -DESIGN ERS'NOTES Hope-Amundson 216003.00 '.. Calculations by MDH BD -29 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PTVersion 2012 Date.. 07-07-2016 Time: 16:18" File: B201_L2_GL16_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" . 1.1 Design Strip: B201_L2_GL16_70 . . . . . 1.2 Load Case: Envelope . MEMBER ELEVATION . .62.00 Location: Level 2 3- TOP. REBAR . I8Tendons I I8Tendons 3.1 ADAPT seleôted . . 3.2 ADAPT selected 2X86 . . ®2#8X210 . . .. . ®2#8=16- 4 - TENDON PROFILE . . . HT 4.1 Datum Line 4.2 CGS Distance Alin) 27.00 18.00 32.00 : - . 6.00 27.00 4.3 Force A . [214.4 kips] . . . 1214.4 klps] -S . 18 Tendons= 214.4 k/26.8 k/tendon . •• . 4.6 CGS Distance B[in] . . . . . 4.7 Force B . . -• . 4.10 CGS Distance C[in] 4.11 Force C . . . BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected . . ®2#8X170 . ®2#8X25 . : 6 - REQUIRED & PROVIDED BARS max . 1.55 .155 - 6.1 Top Bars 1 in9 ••. ..• . I •• required j I . . . . . . I provided 0. . . . . . . 62 Bottom Bars max., 1.23 . . 1.23 7- SHEAR STIRRUPS: 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] S S S S S • 7.2 User-selected Bar Size # Legs: ---------------------------------------------- 7.3 Required area •.' . . .' ' S [in2/ft]- • o.- . . S • • . S - S 0.0 0. - • o. 8--LEGEND . • -1 Stresng End . -I Dead End • • • S • S 9--..DESIGN PARAMETERS 9.1 Code: American Ab1318(2011)/IBC (2012) f5 = 5000 psi f= 60 ksi (longitudinal) f, = 60 ksi (shear) = 270 ksi . • S 5 9.2 Rebar Cover: Top =- 1.2 in Bottom = 1 in Rebar Table: - DESIGNERS NOTES ' S • • S •. S '' S S Hope-Amundson 216003.00 Calculations by MDH BD - 30. ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "06-22-2016" Time: "14:25" File: B301+B101_L2_GL12_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 11 Design Strip B301+B101_L2_GL12_70 1.2 Load Case Envelope . ELEVATION © 63.00 62.00 63.00 64.00() OE LLevel 2 ocafton 3 TOP REBAR 110 Tendons I 110 Tendons 3.1 ADAPT selected 32 ADAPT selected ()3#8X25 0,3 34*8X25 104 3#8X256 ®3#8X130 : ::::n: PROFILE 1 4.2 CGS Distance A[in] 2700 4.00 32.00.4.00 32.00 4.00 32.00 4.00 27.00 4.3 Force A . [268 kips] 1268 kips) 268 kips] 1268 kips) I10Tendons=268k/26.8Ic/tendon I 4.6 CGS Distance B[in] . 4.7 Force B 4.10 CGS Distance C[in] 4.11 Force C BOTrOM REBAR 5.1 ADAPT selected ()188x27'6 . (Th1#8X28'o 5.2 ADAPT selected ()iuxo . ®2#8X250 - ®2#8X266 ®1#8X34r 6 - REQUIRED & PROVIDED BARS max 2.20 2.20 2.20 2.20 .6.1 Top Bars 2 Ainj -- requi red Of provided 0, 0. IHH HI 1 'HiHI ill 6.2 Bottom Bars m 1.36 1.36 . 1.36 1.36 7- SHEAR STIRRUPS . . . 7.1 ADAPT selected. Spacing [in] Legs 2 23.5 235 235 235 235 235 235 235 7.2 User-selected . . --------------- . BarSize# Legs:----------------------------------------------- 7.3 Required area HHHHMM M [in2/ft] . 4~ 0. [Tull -I UM mm 0.052 •. 0.052 0.052 0.052 1 8 -LEGEND -i Stressing End I Dead End 9 DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f'5 = 5000 psi f = 60 ksi (longitudinal) ty = 60 ksi (shear) tpu = 270 ksi . 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . DESIGNERS NOTES Hope-Amundson 216003 00 Calculations by MDH BD -31 : ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "06-23-2016' Time: "08:58' File:B3O1R+B101R_L3_GL12_70 1 - PROJECT TITLE: '216003.00 Lego Land PS" .' 1.1 Design Strip: B301R+B101R_L3_GL12_70 1.2 Load Case: Envelope MEMBER ELEVATION 62.00 64.00 ft] 63.00 63.00 Level 3 3 TOP REBAR Ill Tendonsi Ill Tendonsi 3.1 ADAPT selected . . 3.2 ADAPT selected 131 ®34t8X25 - . ®3#8X25'O - (3#8X256 - ®3#8X13 4 TENDON PROFILE 4.1 bátum Line 4.2 CGS'Distance-A[in]: 27.00 4.00 32.00 4.00 32.00 4.00 32.00 4.00 27.00 4.3 Force A [294.8 kips] [294.8 Idps)' [294.8 kips] [294.8 kips) Ill Tendons= 294.8 k/26.8 k/tendon . 4.6 CGS Distance B[in] 4.7 Force B . . . . 4.10 CGS Distance GEm] 4.11 Force C 0 - BOTTOM REBAR . 51 ADAPT selected J, DO 1#8X2r6 1 1#8x20 5.2 ADAPT selected . ®1#8X30'6 ®2#8X250 ®2#8X256 -. ®105X340' .6 - REQUIRED & PROVIDED BARS . 61 Top Ba provided __ .0 HHU HHHU IHW I' I H 1.111,11 6.2 Bottom Bars & max 1.36 1.36 1.36 1.36 7-SHEARSTIRRUPS 7.1 ADAPT Sizeselected. Bar • Legs: 2 Ul MIU1 Spacing [in) 23.5 235 235 235 235 23.5 23.5 23.5 7.2 User-selected ' L ---------- ------- --- --------------.[----------------- ---------------I Bar Size # Legs: 0.064 Required area M •• : ] URI 0,6 ' 0.000 0.058. 0.057 . 0.057 0.061 8 - LEGEND -i Stressing End -I Dead End '.9 - DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi fy 60 ksi (longitudinal) .f0 = 60 ksi (shear) fpu = 270 ksi . S 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: ' ' . S .• ' S J - DESIGNER'S NOTES • • •• S • . 0 Hope-Amundson 216003.00 Calculations by MDH : 32' ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ' ADAPT-PTVersion 2012 Date: '06-22-2016 Time:' '14:30 File:B302+B102_L2_GL11_70 1 PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B302+B102_L2_GL11_70 1.2 Load Case: Envelope S ' .00'. 62.00 , , ' ' 6300 ' ' 64.00 ,• Level__________\/J 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected C)3#8X25 ®3#8X25 ®3#8X256 ®388X130 ::::::OFh1E •// \/ 4.2 CGS Distance A[in] ' ' 27.00 4.00 32.00 4.00 ' 32.00 4.00 ' '32.00 4.00 ' 27.00 4.3 Force A ' ' .[268 kips] [268 kips] . . 1268 kips) , [268 kips]. ' 1 10 Tendons=268k/26;8'k/tendon 4.6 CGS DistànceB[in] 4.7 Force B 4.10 CGS' Distance'C[in] 4.11 Force C BO1TOMREBAR 5.1 ADAPT selected , (l#8X2T6 ' . ' ' , ' (11) 1#8X28,0" 5.2 ADAPT selected ' , @1#8X30-6- '• ' 07 2#8X250 ' 108 2#8X266 ' , 09 1#8X34 6-REQUIRED &,PROVIDED BARS required 6.1 Top Bars 2. -0. provided 0. HW, 6.2 Bottom Bars ' '- - ' ' ' i.s ' , ' ' 1.36 ' , ' ' 1.36 - -7,- SHEAR STIRRUPS 7.1, ADAPT selected. Bar Se#3 Legs 2 Spacing [in] 23.5 23.5 23.5 325 325 325 23.5 23.5 7.2Use'r-selected ' [---------------:--r--- - - --------------------------------- - BarSize# Legs: - ' 0056 H • ------------------ flHH :flj fl•flfl R L: 7.Requiredarea -: 0.64 01 0.052 0.052 ' 0.052 , , 0.052 ' 8 - LEGEND' - , - = - -i Stressing End' -I Dead End ' •, - . . . 9 -DESIGN PARAMETERS '- - • '. - :. - • " ' . -. ''- '• 9.1 Code: American AC1318 (2011)/IBC (2012) f =' 5000 psi f = 60 ksi (longitudinal) fy = 60 ksi (shear), fpu.= 270 ksi - - 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNER'S NOTES - • - - ' ' . .' ' , - '' = ' Hope-Amundson 216003.00. . Calculations by MDH BD -33 ' ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT PT Version 2012 Date: 06 -23- 2016 Time: "09:05 File: B3029+B102R_L3_GL1.1J0 1- PROJECT TITLE: "216003.00 Lego Land PS" . . . 1.1 Design Strip: B302R+B1O2R_L3_GL11_T0 1.2 Load Case: Envelope . . . .. ..ELEVATION N 63.00.• ®. 6200 6300 ' 64.00 Locafton 3RI IBb02R Level 3' GL 12 3:TOP REBAR . 11 Tendons =• I1.lTendonsl 3.1 ADAPT selected . . . . . .3.2 ADAPT selected •13'0 . ®3X20". •. 325 - (3X256 LE : : n RoF1 i Datum 4.2 CGS Distance Aim] . 27.00 . 4.00 32.00 4.00, 32.00 4.00 32.00 . , 4.00 27.00 4.3 Force A ' . . . 1294.8 kips].' . 1294.8 kips) (294.8 kips( . ' 1294.8 kips). - . . . . . . ll Tendons =294.8k/26.8kJtendon 4.6 CGS Distance B[in] . .; . . . . . 4.7 Force B 4.10 CGS Distance C[in] . . . . . . . . . 4.11 Force C• . . . BOTTOM REBAR 5.1 ADAPT. selected ' ' " ®1#8X276 • . . . . . . . 1#8X28'O 52 ADAPT selected ®1#8X306 ®2#8X25 ®2#8X256 ®1#8X340 6- REQUIRED & PROVIDED PARS . . . . . . . . 61 Top Bars provided 0 6.2 Bottom Bars ' m , ' 36 1.38 ' 1.36 ' - - '1.36 7-SHEAR STIRRUPS • . . 7.1 ADAPT selected.. ' ' • . . '. , • . .. . . • • • • : Bar Size #3 Legs 2 Spacing [in] 325 325 23.5 23.5 72Userselected----------------------------- BarSize# • Legs: . '- .0~ -- - - -: -----------------.E------------------ - -- . . - -- - ---- - - - - - - --- - • - 7.3 Required area 0 WTI] : HHHHt HHHftHH HJHH 0.000 0.058 • 0.057 • 0.057 0.057 8 - LEGEND - • - ' • • . -i Stressing End -I Dead End . • . 9 DESIGN PARAMETERS • .. - , . •. -• , - . ; 9.1 Code: American AC1318 (201 1)/IBC (2012) f = 5000 psi f0 = 60 ksi(longitudinal) fy 60'ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rëbar Table: ' - • - . DESIGNER'S NOTES : - • . .• . - . - - . , Hope-Amundson 216003 00 Calculations by MDH BD - 34 ADAPT - STRUCTURAL CONCRETE SOFTWARESYSTEM . . ADAPT-PT Version 2012 Date: "06-24-2016" Time: .10:14 File: B303J.2_GL9_70 1 -. PROJECT TITLE: 216003.00 Lego Land PS" . .. . . . . . . 1.1 Design,Strip: B303_L2_GL9_70 . . . . . . . . .. . . . . : 1.2 Load Case: Envelope . . . . . . . . . . • MEMBER ELEVATION ft] 63.00 63.00 Locati on: F303 3- TOP REBAR 31 ADAPT selected. 3.2 ADAPT selected 4 - TENDON PROFILE 4.1 Datum Line ç 3#8x13•. 2 110 Tendons (388X250", :;3#8X25 . ®388X13 .. BOTTOM REBAR . . . . .: ....... . ..., .. . . . . ..,., . 5.1 ADAPT selected ®1#8X27"6 • ®1#8X276 52 ADAPT selected ®1#8X306 . : ®2#8X250. . ®1#8X3ff& 6. REQUIRED & PROVIDED BARS . . . . . . .. . . 61 Top Bars . mx.2.. 2.20 . . 2.20 2.20 [ in2 . . . . . . 'I : . I . . required . __L.. 0. . . . . . .1 . . provided 0. HIHIHH IHHHLI HHHH. 6.2 Bottom Bars max i.s . . 38 1.38 . 7 -SHEAR STIRRUPS 7.1 ADAPT selected. . . . . . Bar Size #3 Legs: 2- Spacing [in] 23.5 23.5 . ..235 23.5 23.5 7.2 User-selected . . [ ----------------------- --------------- ------------------ ------- --- Bar Size# Legs: . ... _... _, 0.056 7.3Required area 128 fl_NW_HWH JHH 0.052 0.052 [8-LEGEND , -1 Stressing End I Dead End 9 -DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f =60 ksi (shear). 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . . . . . . . . . DESIGNER'S NOTES Hope-Amundson 216003.00 Calculations by MDH BD-35. ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version. 2012 Date: '06 -21 - 2016" Time: 09:02 File: B303_L2_GL10_70 .1 PROJECT TITLE: "216003.00 Lego Land PS" . ,. 1.1 Design Strip: B303_L2_GL10_70 . 1.2 Load Case Envelope EMBER ELEVATION 63.00 62.00 63.00 cafton B30I Level 2 GL 10 ______ 3 TOP REBAR I10TendonsI 3.1 ADAPT selected 3.2 ADAPT selected ç8X10. ®388X25' ®388X250 ®3#8X130 4 - TENDON PROFILE 41 Datum Line 4.2 CGS Distance A[in] 27.00 . 4.00 32.00 4.00 32.00 4.00 27.00 4.3 Force A [268 kips] [268 kips] . 1268 kips] 110 Tendons =.268k/26.8 k/tendon 4.6 CGS Distance B[in] . . 4.7. Force B . .4.10 CGS Distance C[in] • 4.11 Force . BOTOMREBAR 5.1 ADAPT selected ®1#8X27'6 52 ADAPT selected ®1#8X306 ®2#8X25 (2#8X2Th 6T REQUIRED &PROVIDED BARS . • 6.1 Top Bars max . 220 . 2.20 . 2.20 required 0 provided HWWIi . IIIIWH 6.2 Bottom Bars max 1.36 . 1.38 1.36 . 7-SHEAR STIRRUPS . 7.1 ADAPT selected. Bar Size #3 Legs: 2 . Spacing [in] 235 235 235 235 235 235 72Userselected L - - L. - -- - - - - -- - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - ---- - - - - - - - - --- - - - - - - - ----- BärSize# Legs: . 0056 - - 73 Required area 11T M [FIT] [in2/ft] . o.oi fl]]] 0.FMITM1 . . . 000 0.052 0.052 . .. . 0.052 8-LEGEND - Stressing End I Dead End 9 DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f'5 = 5000 psi. f, = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi ••• 9.2 Rebar Cover Top = 1.2 in Bottom = 1 in Rebar Table . - DESIGN ERS NOTES . . .• . ,. .2 2 62.00 14.00 35.00 3 2 63.00 14.00 35.00 216 2.3Effective Width Data of Uniform Spans 1 2 - INPUT GEOMETRY 2.1 Principal Span Data of Uniform Spans Span Form Length Width 'Depth TE•Width TF Thick BF/MF. Width BF/MF Thtck ' Rh: . Right . Mult r Left Mült. ft in in in in in in in 1 2 63.00 14.00 35.00 216.00 5.00 . 35.00 0.50 0.50 216.00 5.00 35.00 0.50 0.50 .00 1 5.00 35.00 0.50 0.50 Span :. Effective Width . in I 94.00 2 94.00 3 94.00 Hope-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B303_L2_GLI0_70 File Name: B303_1-2_GL10_70 Date of Generation: Wednesday, July 13, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS :. .Parameter;.. ...Value, Value- Concrete Fy (Shear reinforcement) 60.00 ksi F'c for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP 1.25 in F'ci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS 5000.00 psi Post-tensioning Ec for BEAMS/SLABS 4031.00 ksi SYSTEM UNBONDED For COLUMNS/WALLS 4031.00 ksi Fpu 270.00 ksi CREEP factor 2.65 Fse 175.17 ksi CONCRETE WEIGHT NORMAL Strand area. 0.153 in 2 UNITWEIGHT 150.00pcf Min CGS from TOP 3.001n Tension stress limits / (f'c)1/2 Min CGS from BOT for interior spans 4.00 in At Top 7.500 Min CGS from BOT for exterior spans 4.00 in At Bottom 7.500 Min average precompression 125.00 psi Compression stress limits / ft Max spacing / slab depth 8.00 At all locations 0.450 Analysis and design options Tension stress limits (initial) / (fc)1/2 Structural system BEAM At Top 3.000 Moment of Inertia over support is NOT INCREASED At Bottom 3000 Moments reduced to face of support YES Compression stress limits (initial) / ft Moment Redistribution YES At all locations 0.600 Effective flange width consideration YES Reinforcement Effective flange width implementation method ACI-318 Fy (Main bars) 60.00 ksi DESIGN CODE SELECTED American-AC1318 (2011)/lBC_2012 2.7 Support Width and Column Data Joint Width Support'Length',,B(DlA:); .LCI LC.. 0 LC %'LC t ...:• CBC LC Length UC B(DIA) UC .DUC;• ,%UC, CBC.UC I in ft in in ft in in 1 24.0 9.3 24.0 24.0 70 (3) 8.4 24.0, 24.0 70 (1) 2 24.0 8.3 24.0 24.0 70 (3) 8.4 24.0 24.0 70 (1) 3 24.0 8.3 24.0 1 24.0 70 (3) 1 8.4 24.0 24.0 70 1 (1) 4 24.0 11.2 24.0. 24.0 70 (3) 2.3 24.0 24.0 70 (1) 3- INPUT APPLIED LOADING . 3.1 Loading As Appears in User's Input Screen Span CIassJ P1 P2 A . B C F M k/ft2 k/ft k/ft ft ft ft k k-ft 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 :Joint. Load Cas . . Reaction. , . :i19ment k k-ft k-ft 1 • SW 46.08 -151.49 -222.17 .2 SW 100.99 24.26 31.73: Lw&r CIumr ..Upper CoIunñ 3 SW 98.87 -15.48 -20:24: 4 . SW 47.81 59.48 390.91 1 SDL 319 . -10.47 715.36. 5.2 Reactions and Column Moment *(Excluding Live Load) Hope-Amundson 216003 00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B303L2..GL10_70 I File Name: B303_L2_GLI0_70. Date of Generation: Wednesday, July 13, 2016 NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit seifweight W = 150.0 pcf NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 . 3.2 Compiledloads Span. Class: .Typè. P2 7A . ' .J .. Reduction Factor . k/ft k/ft k k-ft ft ft ft . % - _1 - LL U 0.720 . . . . . 0.000 SDL U 0.108. - SW U 1.562 2 LL U. 0.720 . . . . 0.000 2 ,SDL U 0.108 2 SW U 1.562 3 LL U VU 0.720. : . . 0.000 3 SDL U 0.108. . . . . . . . 3 SW 1 1.562. 1 ______ : . . : ______ ______ ______ _Span .Aréa4.: &Yt . .b_effr-L ;J Yb tcYt. in2 in in in .in4. in in 1 1500.00 . 27.60 7.40 94.00 0.1004E+06 24.24 . 10.76 2 1500.00 1_________ 27.60 . 7.40 94.00 0.1004E+06 24.24 10.76 3 1500.00 27.60 7.40 94.00 0.1004E+06 24.24 . 10.76 5-MOMENTS, SHEARS AND REACTIONS 5.1 Span Moments and Shears Excluding Live Load) ;Span LOad Case ; Moment . 'Mornent Moment -Shear.-J,. JShear. .Left ,Midin Riht" Lft; .RigIt k-ft k-ft k-ft k k' 1 .. SW . -373.66 302.66 -571.41 -46.08 . 52.36 2 SW -515.43 241.41 -503.33 -48.63 48.24 :3 SW -539.05 .280.48 -450.39 -50.63 . 47.81 1 SDL • -25.83 20.92 -39.50 . 73.19 3.62 2 SDL : -35.63 16.69 3479 -3.36 3.33 3 SDL -37.26 19.39 . -31.13 :-3.50 3.30 1 XL 0.00 0.00 •0.00 0.00 0.00 2 XL • . 0.00 0.00 0.00 0.00 0.00 3 XL • 0.00 0.00 .. 0.00 0.00 . 0.00 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers N 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)364-24.01 2.., Span Moment Left Max Moment Left " Min Moment Mmdspan Max Moment". Midspan Mm ' ;Moment 'Right Max Moment: Right Mm k-ft k-ft k-ft k-ft , k-ft k-ft 1 -170.58 19.30 156.00 -16.56' -245.42 46.58 2 -236.58 -36.50 144.75 -33.48 -232.92 -30.45 3' -231.92 -47.60 144.58 -15.35 -209.25 23.42 6.2 Reduced Moments at Face of Support (Live Load) Hope-Amundson 216003 00 Calculations by MDH BD - 38 Project Name 216003 00 Lego Land PS Specific Title 13303_1-2_GLIO_70 File Name: B303_1-2_GL10_70 Date of Generation: Wednesday, July 13, 2016 2 SDL 6.98 1.68 2.19 3 SDL 6.83 -1.07 -1.40 4 SDL 3.30 4.11 27.02 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 '5.3 Span Moments and Shears (LiveLoad) Span', :Mornent .Moment 'Moment; 'Moment Monient, Moñ,ent' Sheàr'. - Shéar" Left Max Left Mm Midspan Midspan Mm 'Right. Max Right Mm 1 Left"' Right . r' '-Max k-ft k-ft k-ft k-ft k-ft ' k-ft k k 1 -192.66 20.48 156.03 '-16.56 -269.28 -47.63 -22.41 24.26 2 -259.89 -36.60 144.72 -33.48 -256.17 -30.35 -23.65 23.57 3 1 -255.05 -48.72-T 144.59 -15.35 -232.23 24.69 1 -23.48 23.30 i 5.4 Reactions and Column Moments (Live Load) Joint Reaction'.' Reaction, ,, Moment Mo'ment - '. Mbméñt Moment:. Max " Mm Lower , Lower Upper ,. Upper Column Max CólUhn'MiñColuThnMäx CólUrnMih k k k-ft k-ft k-ft k-ft 1 - 22.41 , -1.18 8.30 -78.11 12.17 ' -114.55 2 47.91 22.11 1 75.00 -63.83 '98.10 -83.48 3 47.05 21.96 63.35 -70.48 82.86 -92.18 4 23.30 -1.27 30.67 . -3.26 201.56 -21.43 "6- MOMENTS REDUCED TO FACE OF SUPPORT ' 6.1_ Reduced Moments at Face of Support (Excludinc Live Load) :Span Load. ',,Mornent,i .-Lefr Moment Mid span. ,Moment' Right k-ft k-ft k-ft 1 SW -328.33 302.67 -519.83 2 sw -467.58 241.42 -455.83 3 sw -489.17 280.50 -403.33 I SDL '-22.70 20.92 -35.93 2 SDL -32.32 16.68 -31.51 3 SDL -33.82 19.38 -27.88 1 XL 0.00 , 0.00 0.00 2 XL 1 0.00 0.00 0.00 3 XL 1 0.00 ' 0.00 0.00 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 7.1 Tendon Profile Tendon Span Type X1 /L 'X2/L X3/L.,A/L ,'l 1 - 0.100 0.500 1 0.100 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 3 Hope-Amundson 216003-00 Calculations by MDH BD - 39 Project Name: 216003.00 Lego Land PS Specific Title: B303_L2_GL10_70 File Name: B303_L2_GL10J0 Date of Generation: Wednesday, July 13, 2016 2 1 0.100 0.500 0.100 3 1 0.100 0.500 0.100 - 7.2 Selected Post-Tensioning Forces and Tendon Drape TefldonA_' . . . . . . . . ,Spin. Force'. .CGS'Léft. -CGS-CV 'CGS C.2. CGS'Right T-P/A :.. ,'Wbàl . WBal'.(%DL); k in .. in in in psi 1 268.000 27.00' -- . 4.00 32.00 178.67 1.148 69 2 268.000 32.00 -- , 4.00 '32.00 178.67 1.301 78 .3 268.000 '32.00 .--- 4.00 27.00 178.67 1.148 69 All Tendons SPan. Force17 Total P/A TotalWBal: k psi 1 268' '178.67 69 2 ' 268 178.67 78 3 ' 268 ' .17867 . 69 Approximate weight. of strand: 9775 LB . ' ' :. . ''' ' '- • 7.4 Required Minimum Post-Tensioning Forces Based on Stress Conditions ' ' ' Based on Minimum P/A Type. .:"Left -.-Ceñtèr, 'tRight• LefV. .Certer' Right'. k k- k 'k '-'k , k 1 78.49 '251.21 196.95' ' 187.50 187.50 187.50 2 168.26 . __189.72 ' 162.28 - 187.50 187.50 187.50 3 180.47 232.29 144.56 187.50 187.50 187.50 .7.5 Service Stresses (tension shown positive) +-Envélope of Service I Envelope of Service 2 7.6 Post Tensioning Balance Moments, Shears and Reactions Span Moments and Shears ' ' ' •' ' ' ' -' ' ' ' ' Reactions and Column Moments o IJoint I'-Reaction'H' Moment ,I Moment I ' , • - ' ' ' ' ' . • ' 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 ' - 4 Span' 'éf' ';Left 'Cènter..Cent'er 'Center Centër' . Right;` ..Right"'Right Right. To Top Bot Bot 'Top Topr Bot Bot Top Top! 'Bot -Mx-T M'x-C Mac-T.., Max-C Mx-T. ,M3c-C .Ma-T-': -Ma'C'Max1 Màx-C MaxT" 'Max-Ck psi psi. psi psi . psi ' psi psi 'psi ' psi . psi psi ' .psi, I ' -27.91 . . -518.38 ----- ' -267.19 '20.82 ' .34.47 -658.94 2 -20.87 ' ' -534.24 - -190.62 1 -151.74 -- -26.98' -520.46 3 1 18.56 -- ----- -----623.10 1 -623.10 ' - 255.71 5.05 1 10.92 1 : 605.87 Span `...Left_ Left', 'c•.'Left Left. Ceñtei Cntdr.. Center Center Right' Right Rightt' Righf' Top Top Bot- Bot lop Topt. Bot Bot Top Top Bot Bot' , .Max-T; MaxC Maxi: M'x-C 'Max-T' Mx-C, Max-T '.:Max-C' Max-T ,Max psi psi .psi psi ' psi psi psi psi' ,psi psi psi ' psi 1 191.43 MaxT-...MaxC- -52.73 - - -467.82 472.90 -27.17 350.03 U 2 . 283.33 --= -'-1012.63 ,---- -376.70 267.58 -248.73 272.50 -1370.01 3 316.76 ----- -1219.73 -1295.06 i- -441.63 413.89 -49.52 279.98 -19.19 --' -1212.16 Span tVom6ntlbfft, Moment-Center Moniènt Right,' Left - -'.,,.Shear Shear:Right". k-ft k-ft k-ft. 'k ' k 1 233.75 ' -254.75 390.00 -0.74 ' -0.74 2 377.17 -248.83 369.42. - , 0.13 . 0.13 3 369.58 -239.92 283.75 - 0.41 ' -0.41 Maxr '. Max -Middle Min;., ' Right '.. Max- Right .' ..,Min Redisti: Coef. Left /Redi€ Coef Right k-ft k-ft k-ft k-ft. k-ft k-ft 1 -447.40 -10.91 949.83 526.08 -686.78 -103.44 0.00 -13.47 2 -684.91 -102.31 816.32 463.18 -642.54 -99.88 2.52 -12.54 3 1 -643.47 -100.11 1 916.32 522.85 -556.67 -20.75 1 12.23 1 0.00 ;Span Ldcation Fróm ; To .V, As Required Ultimate' ::Minimumt li1itial:'Z :: UBCV . V ft ft in2 in2 1n2 in2 in2 I TOP 0.00 V 9.45 - 2.20 0.00 2.20 V 0.00 0.00 1 TOP 53.54 62.99 220 0.80 2.20. V 0.00 0.00 2 TOP 0.00 9.30 2.20 0.23 0.23 - 2.20 0.00 0.00 2 TOP 52.69 62.01 2.20 2.20 0.00 0.00 Note Moments are reported at face of support 10- MILD STEEL - NO REDISTRIBUTION 10.1 Required Rebar V • 10.11 Total Strip Required Rebar 8.4 Factored Design Moments (Redistributed Span; rc .Left. rLeft T ' Middle, Hope-Amundson 21600300 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: 13303_1-2_GLI0_70 File Name: 13303_1-2_GLI0_70 Date of Generation: Wednesday, July13, 2016 ,UVpper Column Column k k-ft k-ft 1 0.740 101.000 148.083 2 -0.870 -5.779 -7.559 3 0.544 1 -0.073 -0.095 4 .414 1 -39.642 -260.500 Note: Moments are reported at face of support :8 - FACTORED MOMENTS AND REACTIONS ENVELOPE 8.1Factored Design Moments (Not Redistributed) 8.2 Reactions and Column Moments JOintt 4 RéàctiOn: -Reaction ',Moment - Moment Moment,,, Moment't Max 'Mmn Lower Lwer Upper Upper' Column Max Column Min*Column Max Column Mm k k k-ft k-ft k-ft k-ft I 95.71 37.35 -19.38 -218.34 -28,45 -320.28 2 205.36 79.38 145.34 -76.78 190.08 -100.46 3 1 202.67 79.10 81.43 -132.69 106.51 -173.53- 4 1 98.20 37.57 85.73 7.62 563.55 50.11 k-ft k-ft k-ft 1 249.83 272.42 294.92 2 282.25 278.25 274.33 3 274.42 287.08 299.75 Vpar .;Left' ., ' Max '-Left'. Mm ' Middle Max ' MiddIeE ' in Right Max .'Rightt/. Mm k-ft k-ft k-ft k-ft k-ft k-ft 1 444.34--11.05 910.32 512.90 -764.67 -118.13 2 -696.16 -89.28 819.57 470.07 -683.14 -87.86 3 -724.23 -114.26 878.28 509.96 -552.51 1 -203 8.3 Secondary Moments :Span. 'Left -F MidspanL. Right V : 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 5 :.spanJD. Lo'cation, From. ,QuäñtitL 'Sizét Length ft . ft . in2 1 . 1 TOP 0.00 . 3 8 . 13.00 2.37 1 2 'TOP 50.39 3 . 8 25.00 2.37 2 3 TOP. 49.61 3 8. . 25.00 2.37 3 4 TOP 50.39 3 .• 8 13.00 '. 2.37 1 5 BOT 14.75 ' 1 8. . 30.50 0.79 2 ' .6 BOT . 18.60 2 '' 8 25.00 1.58 3 7 BOT 18.90 .' '. 2 8 26.50 1.58 1 . 8 BOT 17.90 1 ' 8 27.50 0.79 'Span Location' "Frorn. To'..S' AsReguired .Ultimate Miriin'um l'n'itial',. 'UBC'" ft _. . .ft in2 1n2 1n2 1n2 '• in2 1 TOP 0.00 .'9.45 .2.20_• 0.00 2.20 0.00 0.00' .1 TOP 53.54 62.99 2.20 . 0.23 ' 2:20k ..0.00 _. .0.00 2 TOP 0.00 9.30 2.20 0.23 _' 2.20 0.00 '0.00 .2 TOP. 52.69 62.01 2.20 0.00 2.20 - 0.00 0.00 3 TOP. ' 0.00 9.45 2.20: ' ' 0.00 2.20 , 0.00 ' ' 0.00 3 TOP , 53.54 62.99 2.20 0.13 2.20'. 0.00 ' _0.00 I .BOT 18.90 40.94 . _1.36 0.90 ''1.36 .0.00 ' 0.00 2. BOT 21.70 40.29 .1.36 0.04 '1.36 0.00 . 0.00 3' 'BOT 22.05 40.94 1.36 ' ' 0.77 • 1.36, 0.00 0.00 ': . Hope-Amundson 21600300 Calculations by MDH BD -41 Project Name: 216003.00 Lego Land PS Specific Title: B303_L2_GL10_70, 'File Name B303_L2_GLIO_70 Date of Generation Wednesday July 13, 2016 3 TOP 0.00 9.45 2.20 0.50 2.20 0.00 0.00 3 TOP 53.54 62.99 2.20 0.07 . 2.20 . 0.00 0.00 1 BOT 18.90 40.94 1.36 0.77 1.36 .. 0.00 0.00 2 BOT 21.70 40.29 1.36 . 0.04 1,36 11. 0.00 0.00 3 BOT . 22.05 40.94 . 1.36 051 ' 1.36 0.00 0.00 102 Provided Rebar i0.21 Total Strip Provided Rebar }10.2.2 Total Strip Steel Disposition . . . • .. .: ' . -. Spam" ID, 'Locàtion 'Frôm ...Quahtity Size Lëhgth'', 'ft. 1 1 TOP '' 0.00 . '3 - •" 8 '. 13.00 1 2 TOP 50.39 3 8 12.61 2 2 TOP 0.00 .3 .8 __. 12.39 2_. 3 TOP .49.61 3 ...8 . 12.39 3 . 3 TOP 0.00 3 ..8 .12.61 3. 4 TOP 50.39 3 8 13.00- I 5 BOT .14.75 1: 8 30.50 I. 8. BOT. 17.90' I 8 27.50 2 6 BOT 18.60 2 8. 25.00' 3 '7 'BOT. 18.90_' 2. 8 .26.50 . . . 11.2 Provided Rebar. . . ' . • '. .. . , . . . . . 11.2.1 Total Strip Provided Rebar. Span I ID I Location ILFrom AI Quantity I Size'r ItLenQth cI Area.. I ' ' ' 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 ' 6 ' •..' '. . ' BD-42:.'' Hope-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B303_L2_GLI0_70' File Name: B303_L2_GLI0_70 Date of Generation: Wednesday, July 13, 2016 ___ ft ft in2 I I TOP 0.00 3 8 13.00 2.37 1 2 TOP 50.39 3 8 25.00 2.37 2 3 TOP 49.61 3 8 25.00 2.37 3 4 TOP 50.39 3 8 13.00 2.37 1 5 BOT ' 14.75 1 8 30.50 0.79 2 6 BOT 18.60 2 8 25.00 1.58 3 7 BOT 17.90 2 8 27.50 1.58 1 8 BOT 17.90 1 8 27.50 0.79 11.2.2 Total Strip Steel Disposition Span 'ID Location'.'Fróm Quantity: ':Size' ,Length'tf ft ft 1 1 TOP 0.00 3 8 13.00 1 2, TOP. 50.39 3 8 12.61 2 2 TOP . 0.00 3 8 12.39 2 3 TOP 49.61 3 8 12.39 3 3 TOP 0.00 3 8 12.61 3 4 TOP 50.39 3 8 13.00 1 5 BOT 14.75 1 8 30.50 1 8 BOT 17.90 1 8 27.50 2 6 BOT 18.60 2 8 25.00 3 7 BOT 17.90 2 8 27.50 12- SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope SPAN '" d 'Vu' . :MU . . ?Ratio '.Reg: : Spacing:. ft in k . kit 1n2/ft in 0.02 1.00 28.00 -92.55 -142.41 0.89 0.052 23.62 0.05 3.15 28.00 85.76 :-22.35 0.82 0.052 23.62 0.10 6.30 28.00 -75.81 136.58 0.73 0.052 23.62 0.15 9.45 28.00 -65.87 275.30 0.80 0.052 23.62 0.20 12.60 28.00 -55.94 447.76 0.99 0.052 23.62 0.25 15.75 28.00 -46.00 607.90 1.06 0.052 ' 23.62 0.30 18.90 28.00 -36.05 739.01 0.87 0.052 23.62 0.35 22.05 28.41 ,26.10 842.37 0.62 0.052 23.62 0.40 1 25.20 29.85 -16.16 913.25 0.36 . 0.000 0.00 0.45 28.35 30.71 -6.22 952.37 0.14 0.000 0.00 0.50 .31.50 31.00 5.82 959.02 0.13 0.000 0.00 0.55 34.65 30.65 15.76' 934.66 0.35 0.000 0.00 0.60 • 37.80 29.60 25.70 877.81 0.58 0.051. 23.62 0.65 40.94 28.00 '35.64 788.48 0.86 0.052 23.62 0.70 ' 44.09 • 28.00 45.59 668.14' 1.08 0.052 23.62 0.75 47.24 28.00 55.54 515.46 1.04 0.052 23.62 0.80 ' 50.39 • 28.00 65.48 330.89 0.87 0.052 23.62 0.85 53.54 28.00. 75.41 114.28 0.73 0.052 23.62 0.90 56.69 28.00 85.35 -71.66 0.82 0.052 ' 23.62 0.95 59.84 30.60 95.30 -256.85 0.84 0.050 . 23.62 0.98 62.01' • 31.56 64.42 -693.61 0.91 0.049 23.62 SPAN ' ' . ' ' '• .2'4X c', ..d ':', 'Vu". '.t' Mu' •' a'Râtio ". ,"rReg.' Spacing: ft in k kit . in2lft in 0.02 1.00 31.55 '-60.26 -691.76 0.90 -- 0.049 23.62 0.05 • 3.10 30.60 -90.33 -269.40 • 0.80 0.050 2362 0.10 6.20 28.00 -80.54 -101.44 0.77 0.052 23.62 w •. • .•.'• . .• I • 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 ' 7 . Project Name: 216003.00 Lego Land PS Specific Title- B303_L2_GLI0_70 File Name: B3031-2131-1070 Date of Generation: Wednesday, July 13, 2016 0.15 0.20 9.30 12.40 28.00 28.00 -70.75 -60.96 82.47 277.52 0.68 0.74 0.25 15.50 28.00 -51.17 441.71 0.90 0.052 23.62 0.052 23.62 0.052 23.62 0.30 18.60 28.00 -41.38 576.08 0.94 0.052. 23.62 0.35 21.70 28.00 -31.62 684.60 0.76 0.052 23.62 0.40 24.80 29.60 -21.82 761.90 0.50 0.000 0.00 0.45 27.90 30.65 -12.03 809.15 0.26 0.000 0.00 0.50 31.00 31.00 -2.25 824.65 .0.05 .0.000 . 0.00. 0.55 34.09 30.65 . .11.66 809.15 0.26 0.000 0.00 0.60 37.20 29.60 21.46 763.38 0.49 0.000 0.00 0.65 40.29 28.00 31.26 685.78 0.75 0.052 23.62 0.70 43.41 28.00 41.02 577.77 0.94 0.052 23.62 0.75 1 46.49 28.00 50.81 444.37 0.90 0.052 23.62. 0.80 49.61 28.00 60.60 281.13 0.75 0.052 23.62- .0.85 52.69 28.00 70.39 87.12 0.68 0.052 23.62 0.90 55.81 28.00 80.18 -88.96 0.77 0.052 23.62 0.95 58.89 . 30.60. 1 89.94 1 -255.22 0.79 0.050 23.62 0.98 60.99 31.55 1 59.86 1 -648.94 0.85 0.049 23.62 Hàpe-Amundson 216003.00 Calculations by MDH BD-43 SPAN 3 .-X/L__ :, _X.T'- d.__ .Vu7 _ Mu _. Ratio: ..Spacing.. ft - .in .k kft in2/ft in 0.02 1.00 31.56 -63.34 -649.90 0.86 0.049 23.62 0.05 3.15 30.60 -92.98 -243.78 0.82 0.050 23.62 0.10 6.30 28.00 83.03 -61.39 .0.80 0.052 23.62 0.15 9.45 28.00 -73.11 135.77 0.70 0.052 23.62 0.20 12.60 28.00 -63.16 344.48 0.90 0.052 23.62 0.25 .15.75 28.00 -53.22 521.15 .1.03 . 0.052 23.62 0.30 18.90 28.00 -43.27 665.92 . 1.04 0.052 23.62 .0.35 22.05 28.00 -33.33 778.88 0.80 0.052 23.62 0.40 25.20 29.60 -23.38 859.35 0.53 0.051 23.62 0.45 28.35 30.65 -13.45 908.82 0.30 .0.000 0.00 0.50 . 31.50 31.00 -4.25 925.80 0.09 0.000 0.55 34.65 30.71 .8.71 910.29 .0.19 0.000 0.00 0.60 37.80 29.85 18.67 863.78 0.42 0.000 . 0.00 0.65 40.94 28.41 28.62 784.79 0.68 0.052 23.62 0.70 1 44.09 28.00 38.55 675.00 0.93 0.052 23.62 0.75 47.24 .28.00. 48.49 . 539.46 0.99 :0.052 23.62 0.80 50.39 28.00 58.44 372.02 0.86 0.052 23.62 0.85 53.54 28.00 68.39 242.23 0.72 1 0.052 23.62 0.90 56.69 28.00 78.33 100.77 0.75 0.052 23.62 0.95 59.84 .28.00 88.26 -60.93 0.85 0.052 23.62 0.98 62.01 28.00 56.89 -562.27 0.97 0.052 .23.62 Note:"Vu"isrelatedtotheloadcombinationwhichproducesthemaximum"Ratio" Note:Sectionswith ****haveexceededthemaximumallowableshearstress. 14-DEFLECTIONS 14.1 Maximum Snan Deflections Span - Sw. SW 'T . _- SW+PT+ SDL SW+PT+SDL +Crep . LL . .X-. ', 'Total, in in .in in in in in 1 0.49 0.08 0.10 0.38(2001) 0.17(4491) 0.00(*****) 0.55(1384) 2 0.24 -0.01 0.01 0.03(22324) 0.11(6841) 0.00(*****) 0.14(5236) 3 0.37 0.06 0.08 0.30(2488) 0.15(5163) L 0.00(*****) 0.45(1684) Note: Deflections are calculated using effective moment of inertia of cracked sections. 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) 364-2491. 8 Hope-Amunclson 216003-00 CalculatIons by MDH BD -44 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012 Date: "06-21-2016 Time: "15:21" File:B303R_L3_GL1O_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B303R_L3_GL10_70 . . 1:2 Load Case: Envelope 0 MtMBER ELEVATION ft] 63.00 6200 63.00 L Level ocation: GL 3, 16 3- TOP. REBAR . I11TendonsI 3.1 ADAPT selected 3.2 ADAPT selected ®3#8X13 ®368X250" . 033#8X250 ®3#8X130 : i :::: n :ROE 4.2 CGS Distance A[in] 27.00 4.00 32.00 4.00 32.00 4.00 27.00 4.3 Force A . 1294.8 kips) [294.8 kips[ 1294.8 idpsj I11Tend0ns=294.8k126.8lcltendon I 4.6 CGS Distance B[in] 4.7 Force B . . 4.10 CGS Distance C[in] 4.11 Force C . BOTTOM REBAR 5.1 ADAPT selected 1#8X276 5:2 ADAPT selected 1#8X306 2#8X25 . 6 REQUIRED & PROVIDED BARS 6.1 Top Bars max 2.20 220 2.20 F j2 reqluir I. . providredd . o+HiIHHiI 6.2 Bottom Bars max 1.36 1.36 . 1.36 7- SHEAR STIRRUPS . ... 7 ADAPT selected. Bar Size #3 Legs: 2 .1 Spacing [in] 23.5 23.5 23.5 - 23.5 23.5 : 23.5 72Userselected [ [------------------------------------------------- Bar Size # Legs:0 . .- 06D 73Required area 0~ 045 [ITIATUH TMIMT. U911 [in2/ft] 0~015-11] .000 0.058 0.057 0.057 8 LEGEND -i Stressing End i Dead End 9 DESIGN PARAMETERS 9.1 Code American AC1318 (2011)/lBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f0 = 60 ksi (shear) fp.= 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . . . .. - DESIGNERS NOTES Span Farm Length Width .Depth TFWidth '. TF Thick ;BF/MF Width BF/MF Thick j h..Right . Mult Left Mult. ft in in in in in in in 1 2 63.00 14.00 35.00 216.00 5.00 35.00 0.50 0.50 2 2 62.00 14.00 35.00 216.00 5.00 35.00 0.50 0.50 3 2 163.001 14.00 35.00 216.00 1 5.00 . 35.00 0.50 0.50 2- INPUT GEOMETRY 2.1 Principal Span Data of Uniform Spans Span . . Effective Width _ in 1 94.00 2 94.00 .3 94.00 Hope-Amundson 216003.00 Calculations by MDH BD-45 Project Name: 216003.00 Lego Land PS Specific Title: 8303R_L3_GL,10_70 File Name: B303R_L3_GL10_70 Date of Generation: Wednesday, July 13, 2016 - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS P6rameter.'_- .Value. .' Parameter..-. VaIiie 5. ' Concrete Fy (Shear reinforcement) 60.00 ksi Pc for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP 1.25 in F'ci for BEAMS/SLABS 3000.00 psi. Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS 5000.00 psi Post-tensioning Ec for BEAMS/SLABS 4031.00 ksi SYSTEM UNBONDED For COLUMNS/WALLS 4031.00 ksi Fpu 270.00 ksi CREEP factor 2.65 Fse 175.17 ksi CONCRETE WEIGHT NORMAL Strand area 0.153 in 2 UNITWEIGHT 150.00pcf . Min CGS from TOP .. 3.00 in Tension stress limits / (f'c)1/2 Min CGS from BOT for interior spans 4.00 in At Top 7.500 Min CGS from BOT for exterior spans 4.00 in At Bottom .7.500 Min average precompression 125.00 psi Compression stress limits I ft . Max spacing / slab depth 8.00 At all locations 0.450 Analysis and design options Tension stress limits (initial) / (f'c)1/2 . Structural system BEAM At Top 3.000 Moment of Inertia over support is NOT INCREASED At Bottom 3.000 . Momentsreducedtofaceof support YES Compression stress limits (initial)/f'c . MomentRedistribution YES At_ all locations 0.600 _. Effectiveflangewidthconsideration YES Reinforcement . Effective flange width implementation method ACI-318 Fy (Main bars) 60.00 ksi DESIGN CODE SELECTED American-AC11318 (201 1)/IBC 2012 2.3 Effective WidthDataof Uniform Spans 2.7 Support WidthandColumnData Joint 'Support Width Length. LC B(DlA:) P LC LC %LC , CBC LC 'Length UC :B(DlA UC__- .,PUC., %. UC - CBC.UC in ft in in . ft in in 1 24.0 8.4 24.0 24.0 70 (1) 2 24.0 8.4 24.0 24.0 .70 (1) 3 24.0 8.4 24.0 24:0 .70 (1) 7471 24.0. 3.1 24.0 24.0 70 (1) 1 1.2 24.0 24.0 70 (1) 3-INPUT APPLIEDLOADING . . 3.1 Loading As Appears in User's Input Screen Span Class Type ' W ' P1 P2 A B C ' F M k/ft2 k/ft k/ft ft ft ft k k-ft 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 Hope-Amundson-216003.00 Calculations by M DH' Project Name: 216003.00 Lego Land PS Specific Title: B303R_L3_GL10_70 File Name: 133031R_1-3_GLI0_70 Date of Generation: Wednesday, July 13, 2016 .. -- Span Load Case ;Mornent ' Moment ", .Midspan 'Mornent - Right: 'J'. Shear ' :Left' Shear Right k-ft k-ft k-ft k k I SW -316.59 323.17 -587.45 -44.92 53.52 2 SW -531.66. 236.83 -496.24 -49.01 47.87 3 SW -518.45 271.20 -489.54 -49.68 48.76' 1 SDL -21.88 22.34 -40.60 -3.10 3.70 2 SDL -36.75 16.37 -34.30 -3.39 3.31 3 SDL -35.84 18.75 -33.84 -3.43 3.37 I XL 0.00 0.00 0.00 0.00 0.00 2 XL 1 0.00 0.00. 0.00 . 0.00 0.00 3 XL 1 •0.00 0.00 '0.00 0.00 0.00 5- MOMENTS, SHEARS AND REACTIONS 5.1 Span Moments and Shears (Excluding Live Load) BD-46,' NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W = 150.0 pcI NOTE: LIVE LOADING is SKIPPED with a skipfactor of 1.00 i 3.2_ Compiled _loads Span class Type.. P2' 'B '' :'C . Reduction Factor .k/ft k/ft k k-ft ft ft .. ft % _1_ LL U 0.720 , 0.000 _1_ SDL U 0.108 1 SW U 1.562 2 LL .0 0.720 ' •0.000 2 SDL U 0.108 2 SW U 1.562 3 LL U 0.720 0.000 3 SO L U 0.108 3. SW U 1.562 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers S ':Span. .Area: 1 ',,'Yb'.;, ...b'eff' 'r v...: 'Yb S in2 in in in in4 in in 1 1500.00 27.60 7.40 94.00 0.1004E+06 24.24 10.76 2 1500.00 27.60 7.40 94.00 0.1004E+06 24.24 10.76 3 1500.00 27.60 7.40 94.00 0.1004E+06 24.24 ' 10.76 5.2Reactions and Column Moments (Excluding Live Load) 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 2 . "Joint Load Case ''Reactioh Moment'';" Lowr'Colurnri' ' Moment UpeCoIiI'mr k k-ft k-ft 1 . SW 44.92 -316.59 ' 0.00 2 . SW 102.53 55.79 0.00 3 SW 97.54 -22.21 0.00 4 SW 48.76 136.43 1 353.11 I .SDL 3.10 -21.88 .0.00 2 SDL 7.09 3.86 0.00 3 SDL 6.74 -1.54 0.00 4 . SDL 3.37 9.43 . . 24.41. 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 000 000 0.00. Span Moment . Moment Moment Moment ., Moment Moment Shear Shear' Left Ma'c. Left Min, :Mldspan Midspan"Mih Ai6hfMaxi 4Right Mm . LeE Right'- c . Max k-ft k-ft k-ft k-ft k-ft k-ft k k 1 -169.69 . 23.80 173.18 .' -24.26 -280.62 62.41 -22.22 24.87 2 -270.87 -56.31 155.95 -46.82 . =259.95 -37.32 1 -24.11 1 23.89 3 -251.57 -64.85 145.33 . -20.36 -262.39 36.81 1 -23.19 1 24.28 1 5.3 Span Moments and Shears (Live Load) 'joint, Reaction' Reaction, Moment ' Moment Mornent- m Moent Max Mm Lower Lower" Upper Upper Column Max Column Mm Colu mn Max Column Mm k k k-ft k-ft k-ft k-ft 1 22.22 -1.53 23.80 -169.69 0.00 0.00' 2 48.98 22.07 142.05 -116.35 0.00 0.00 3 47.07 20.77 113.82 -124.06 0.00 0.00 4 24.28 -1.81 73.12 -10.26 189.27 . -26.55 6-MOMENTS REDUCED TO FACE OF SUPPORT . S 6.1_ Reduced Moments , at Face of Support (Excluding Live Load) 5.4' Rea ctions and Column Moments (Live Load) :.. .. . . Lqad . ;,rvloment 'Mornent Left.' tMidspan' '; Mornerit Right' k-ft k-ft. k-ft 1 SW , -272.42 .'323.17 -534.75 2 sw -483.42 236.83 -449.17 3 sw -469.58 271.17 441.58 I . SDL '. -18.83 22.34 -36.96 2 SDL -33.42 16.37 -31.04 3 SDL -32.46 . 18.74 -30.52 I ' XL 0.00 0.00 0.00 2 XL ' 0.00 .0.00 000 3 XL 0.00 . . 0.00 . 0.00 Spafl: Moment Left Moment.Left "Moment. Moment ,'-", Momént . Momeht. - Max ,-t'- Min Midspan Midspan Mm Right Max Right Mm Max 'c .,f a k-ft k-ft k- ft k-ft k-ft k-ft I ' ' -147.83 . '22.27 173.17 ' -24.27 -256.08 -61.09 2 -247.08 . -56.01 . 155.92 . '46.82 -23642 -37.63. 3 -228.75 ' -63.33 145.33 --20.36-. . -238.50. 35.00 Hope-Amundson 216003 00 Calculations by MDH BD - 47 Project Name: 216003:00 Lègo Land PS Specific Title: B303R_L3_GLI0_70 File Name B303R_L3_GL10_70 Date of Generation Wednesday July 13 2016 6.2_ Reduced Moments at Face of Support (Live Load). 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES . 7.1 Tendon Profile . Tendon Span I Type" I X1/L I -X.2IL I X3/L I NL I 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 3 . . Ho'pe-Amundson 2.16003.00 Calculations by MDH BD -48 Prbject Name: 216003.00 Lego Land PS . Specific Title: B303R_L3_ GOO _70 . S File Name: B303R_L3_GLI0_70 Date of Generation: Wednesday, July 13, 2016 7.2 Selected Post-Tensioning Forces and Tendon Drape . . . . TendonA . . S . 1 1 0.100 0.500 0.100 - 2 _1_ 0.100 0.500 0.100 3 _1_. 0.100 0.500 0.100 ,SpanJ .Foröe' CGS Left CGSCi: CGS C2' 'CGS'Right P/A' 4tWbal'.. WB'al(%DL) k in in in in psi k/- 1 . 294.800 27.00 - 4.00 32.00 196.53 1.263 . 76 :2 294.800. 32.00 - 4.00 32.00 196.53 1.432 . 86 3 294.800 32.00 4.00 27.00 196.53 . 1.263 76 Span,. 'Force: ;Totãl P/A ;.TotalWBái k psi 1 294.8 196.53 76 2 294.8 196.53 86 3 . 294.8 . 196.53 76 Approximate weight of strand: ' 1075.2 LB .' . . . 7.4 Required Minimum Post-Tensioning Forces. Based on Stress Conditions . Based on Minimum P/A :Typ. Left tY'. .'Center . Right,:, ,Left:' Cehter. /Right. .k 'k k k' k k I 21.34 273.44 205.35 187.50 187.50 187.50 2 179.48 195.96 . 162.36 187.50 187.50 187.50 3 171.02 229.54 178.92 187.50" '187.50 187.50 ;Span: .Left' ;Left :Left',.. 'Center Centèr Center ;Centér." :Riglt,: .'Riht.;Right.. Right' Top Top Bot Bot Top Top Bot Bot Top Top Bot Bot Max-TI :Ma'x-C Max-T Max-C MaxL Max-C' ,Max-T, Max -C .'Máx-L MaxC.. .Max -T. Max-C psi psi 'psi psi .psi psi ' psi psi psi psi ' psipsi I 9859 ' -417.24 . ----.- -262.71 ----- -47.41 . ---- -31.59. -568.22 2 -77.75 ' -464.19 - -171.93 - -251.97 - -92.70 -430.51 3 . '-6006 • ------504.06 -i--- 1-240.01 1 1 - -98.56 - -24.64 --583.88 'Span: Left '.'Left' . Left 'Cèpter-'Centen Center Center Right Right. Right , Top Bot Bot cTop Top' Bot Bot I Top Top Bot Bot i:MxT ..Max-C. .'Max-T. Max-C 'Max-T v Max-C Max-T ' Max-C. .MaxT 'Max-C MaxT, Max- psi psi 'psi psi psi psi 'psi psi psi psi. psi I , psi 1 91.50 -127.23 -845.58 - -485.39 454.36 -117.72 297.69 . -1310.20 2 .239.95 -5.73 01 1 .--- -372.45 199.88 -387.61. 211.29 -44.32 ' -1115.51 3: 234.07 . 1166.85 --- -426.88 322.53 -157.54 282.03 -69.64' ----- -1274.92 7.6 PostTensioning Balanóe Moments, Shears and Reactions Span Moments and Shears All Tendons Reactions and Column Moments email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 5 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 .S4 7.5 Service Stresses (tension shown positive) Envelope of Service 1 , Envelope of Service 2 • . . . . Span '':MornentLéft Moment Center Moment Right Sh'ear. Let' '. Shear Right' k-ft. k-ft k-ft ' k k 1 215.08 -294.00 • 443.42 ' -1.74 -1.74 2 424.42 -272.33 399.42 0.42 0.42 3 395.92 -256.17 338.42 -1.06 -1.06 Note: Moments are reported at face of support '10'- MILD STEEL - NO REDISTRIBUTION 10.1 Required Rebar 10.1.1 Total Strip Required Rebar 'Span Location ' Fróm,-L ' 'To" As Required 'Ultimate', Minimum 'lnitiàl •'UBC". ft ft. 'in2 ,in2' in2 , in2 , in2 1 TOP 0.00 ' 9.45 2.20 0.00 - - 2.20 0.00 • 0.00 1 . TOP , 53.54 62.99 2.20 0.33 2.20 0.00 0.00 2 TOP 0.00 9.30 , 2.20 0.00 • ' 2.20 . 0.00 . 0.00 2 TOP 52.69 62.01 2.20 0.00 2.20 0.00 • 0.00 Hope-Arnundson 216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B303R_L3_GL10_70 File Name: B303R_L3_GL10 _70 Date of Generation: Wednesday, July 13, 2016 Joint ' Reaãtiori , 'M6riient .., Mbme'nt. ' - Lower Upper , Column. Column. : k. k-ft k-ft 1 1.740 230.917 0.000 2 -2.157 -20.183 0.000 3 1.478 -4.307 '0.000 4 . -1.061 ' -99.500 -257.583 "Span.'',;'-" Left' '> 'Lefts'? -Middle',-"-:',,'Middle. .Riht". .-Right. ax"" 'Min '.' Max "-,Miu:. k-ft k-ft k-ft k-ft k-ft k-ft 1 -353.37 16.21 977.43 542.53 -756.95 -86.06 2 ,-695.62 -64.19 '860.72 , 495.59 -659.52 -61.89 3 -677.12 -81.78 904.09 ' '539.13 -592.13 5.13 8.2Reactions and Column Moments Joint, Reaction ' Reaction ' ,.Moment Mom'ent-'. •Moment ;.',Moment", Max ' Min,Lower Lower Upper '- I. Upper ' Colthn.Má Mm Column ax Column Mm k k k-ft . k-ft k-ft k-ft 1. ' 94.92 ' 37.43 . -20.63 . -446.71 0.00 ' 0.00 2 ' 207.72 79.29 278.72 -134.75 1 0.00 0.00 3 ' 201.93 78.98 149.33 -231.33 ' . 0.00 0.00 4 100.34 37.68 192.52 ' 8.90 498.21 ' 22.97 'Span Left . Midspán, .,;Right'- _____ k-ft k-ft k-ft 1 232.67 285.75 338.83 - 2 ' 319.92 307.42 295.00 3 291.33 323.67 356.00 ...,• ' , '...-' ,,.•. ' - ,' .4' Span. -.'Left '.Left, ,: Middle Middlè' Right -.Right jRediSt. 'Redist.: Max.; ;Min.'.. '-. Max -.iMin .' Max' • Coef.Left Coef Right k-ft k-ft k-ft k-ft .k-ft k-ft 1 -355.53 16.52 1014.35 553.17 -678.30 -76.65 0.00 12.06 2 -676.27 -72.58 • 857.88 492.93 -602:08 -70.15 . -. 3.64 -12.06 3 ' '-602.76 -72.84' 938.28 549.57 1 • -596.72 . 5.36 12.06 0.00 Note:' Moments are reported at face of support 8- FACTORED MOMENTS AND REACTIONS ENVELOPE T1 Factored Design Moments (Not Redistributed) 8.3_SecondaryMoments ' 8.4 Factored Design Moments (Redistributed I ' • " 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 5 Hope-Amundson 216003 00 Calculations by MDH BD - 50 Project Name 216003 00 Lego Land PS Specific Title B303R_L3_GL10_70 File Name: B303R_L3_GLI0_70 Date of Generation: Wednesday, July 13, 20,16, 3 TOP 0.00 9.45 2.20 0.00 . 2.20 . 0.00 0.00 3 TOP 53.54 62.99 2.20 0.00 2.20 . 0.00 0.00 1 BOT 18.90 40.94 1.36 0.72 . 1.36 0.00 0.00 2 . BOT 21.70 40.29 1.36 0.00 1.36 0.00 0.00 .3 BOT 22.05 40.94 1.36 0.05 '. 1.36 0.00 0.00 10.2 Provided Rebar 10.2.1 Total Strip Provided Rebar '. . . . . S.. . . . .,:Spañ iD Location .From' Quahtit YSizeTh' Length. Area ft. 55 ft. in2 1 1 TOP 0.00 3 .' 8 13.00 . 2.37 .1 2 TOP 50.39 3 . 8 . 25.00 2.37 2 .3 TOP 49.61 .3 8 . 25.00 2.37 3 4 TOP 50.39 3 8 . 13.00 . 2.37.. 1 5 . BOT . 14.75 . I 8 . . 29.50 0.79 2 6 BOT 18.60 . 2 . . 8 . 25.00 1.58 .3 7.•BOT 18.90 2 . . 8 25.50 1 8 BOT 17.90.. . 1 8 . . 26.50 0.79 10.2.2 Total Strip Stee Disposition _______. . .. . . . •. . . . . .. . :span Location. :Quantity: Siier. &Length? ft . . . .5 5. . ft 1 1 TOP 0.00 . 3 . 8 1 . 2 TOP . 50.39 3 8 12.61 2 2 TOP 0.00 . . 3 8 . :12.39 2 3 TOP • :4961 3 8 12.39 3 3 TOP. 0.00 3 8 12.61 3 4 TOP 5039 _3_ 8 . 13.00:. 1 5 BOT . 14.75 1 . 8 . 29.50 I . 8 BOT . 17.90 . 1 8 26.50 2 . 6 .BOT 18.60 2 . 8 . 25.00 3 7 BOT .. 18.90 2 . . 8 25.50 11 -MILD STEEL -REDISTRIBUTED 111 Required Rebar 11.1.1 Total Strip Required Rebar .:Span.. LoatiOn ;iFràn .T611.1.•: As Required Ultimate .Minimuhi'. 4. ...lnitial't UBC if . . ft . in2 in2 1n2 5 . in2 in2 I TOP 0.00 9.45 . 2.20 0.00 . . 2.20 0.00 0.00 1. TOP . 53.54 62.99 . 2.20 . 0.00 . 2.20' 0.00. 0.00 2 TOP 0.00 . . 9.30 2.20 .. 0.00 2.20 000 . 0.00 2 TOP 52.69 . 62.01. 2.20 . 0.00. 2.20 0.00 0.00 3 TOP •0.00 9.45 . 2.20. 0.00 . 2.20 . 0.00' 0.00 3 . TOP . 53.54 62.99 2.20 0.08 2.20 0.00 . .0.00 I BOT .18.90 40.94 .1.36 0.85 1.36 . 0.00 0.00 2 . BOT 21.70 40.29 1.36 . .0.00 . . 1.36' . 0.00 . . 0.00 3 BOT 22.05 40.94 . . 1.36 . 0.31 1.36 . 0.00 . 0.00 i 11.2 Provided Rebar 11.2.1 Total Strip Provided Rebar 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 17 . Fom ' 'Quantity : :.Size "Span : ID.- ;Location \ Lenth Areal, .ft ft 1 1 TOP 0.00 3. 8 2.37 ' .in2 Hópe-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B303R_L3_GLI0_70 File Name: B303R_L3_GLI0_70 Date of Generation: Wednesday, July 13, 2016 BD -51 1 2 TOP 50.39 3 8 2500 2.37 2 3 TOP 49.61 3 8 25.00 2.37 3 4 TOP 50.39 3 8 13.00 2.37 1 5 BOT 14.75 1 . 8 30.50 _0.79 2 6 BOT 18.60 2 8 25.00 _1.58 3 7 BOT 1 17.90 2 1 8 1 26.50 _1.58 1 8 BOT 17.90 1 1 8 1 27.50 0.79 XL_- .'.x: 'd _ 'Mu_..' .Ratio " 'Req.___ Spacing: ft in k kft in2/ft in 0.02 1:00 28.00 -91.77 -81.95 0.88 0.057 23.62 0.05 3.15 28.00 -84.99 35.53 0.82 0.057 23.62 0.10 6.30 28.00 -75.05 190.84 0.77 0.057 23.62 0.15 19.45 - 28.00 -65.08 341.30 0.96 0.057 23.62 0.20 _12.60 28.00 -55.15 528.24 1.12 0.057 23.62 0.25 _15.75 28.00 -45.21 683.72 1.09 0.057 23.62 _0.30 _180 28.00 -35.26 815.79 0.85 0.057 23.62 0.35 22.05 28.41 -25.34 .915.46 0.60 0.057 23.62 0.40 25.20 29.85 -15.37 984.12 0.35 0.000 0.00 0.45 28.35 30.71 -5.43 1020.30 0.12 0.000 0.00 0.50 31.50 31.00 7.28 1024.72 0.16 0.000 0.00 0.55 34.65 30.65 . 17.23 996.67 0.38 0.000 0.00 0.60 37.80 29.60 27.18 936.87 0.62 0.056 23.62 0.65 40.94 28.00 37.11 845.32 0.89 0.057 23.62 0.70 44.09 28.00 47.05 721.88 1.13 0.057 23.62 0.75 47.24 28.00 57.00 566.33 1.12 0.058 23.62 0.80 50.39 28.00 66.95 378.96 0.98 0.057 23.62 0.85 53.54 28.00 1 76.89 159.47 0.74 0.057 23.62 0.90 56.69 28.00 86.82 -70.98 0.84 0.057 23.62 0.95 59.84 30.60 96.76 -259.58 0.85 0.055 23.62 0.98 62.01 31.56 64.92 -685.04 0.90 0.054 23.62 . 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 7 X/Lw 'X -d - ' Vu.Y '___. Mu-. Ratio-_ Re A, Spacing. ft in k kft • in2/ft in 0.02 1.00 31.55 -60.46 -683.05 0.89 0.054 23.62 0.05 3.10 30.60 -91.25 -274.12 0.80 0.055 23.62 0.10 6.20 • 28.00 -81.46 -95.02 0.78 0.057 23.62 0.15 9.30 28.00 -71.67 129.12 0.69 0.057 23.62 0.20 12.40 1 28.00 -61.88 1 •322.26 0.85 0.057 23.62 11.2.2 Total Strip Steel Disposition Span ID Location. From Quantity . Size - Lehgth ft ft 1 1 TOP 0.00 3 8 13.00 1 2 TOP 50.39 3 8 12.61 2 2 TOP 0.00 3 8 _12.39 2 3 TOP 49.61 3 8 _12.39 3 3 TOP 0.00 3 8 _12.61 3 4 TOP 50.39 3 8 13.00 1 5 BOT 14.75 1 8 30.50 1 8 BOT 17.90 1 8 27.50 2 6 BOT 18.60 2 8 25.00 3 7 BOT 17.90 2 8 26.50 12- SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope SPAN SPAN 0.25 15.50 28.00 -52.09 484.53 0.97 0.057 23.62 0.30 18.60 28.00 -42.33 619.78 1.00 0.057 23.62 0.35 21.70 28.00 -32.52 727.86 0.78 0.057 23.62 0.40 24.80 29.60 -22.75 805.46 0.52 0.056 23.62 0.45 27.90 30.65 -12.96 851.23 0.28 0.000. 0.00 0.50 31.00 31.00 -3.18 866.73 0.07 0.000 0.00 0.55 34.09 30.65 11.98 851.23 0.26 0.000 0.00 0.60 37.20 29.60 21.77 803.98 0.50 0.000 0.00 0.65 40.29 28.00 31.55 726.61 0.76 0.057 23.62 0.70 43.41 28.00 41.31 618.16 0.99 0.057 23.62 0.75 46.49 28.00 51.13 483.35 0.97 0.057 23.62 0.80 49.61 28.00 60.91 322.18 0.84 0.057 23.62 0.85 52.69 28.00 70.68 130.01 0.68 0.057 23.62 0.90 55.81 28.00 80.47 -80.91 0.77 1 0.057 23.62 0.95 58.89 1 30.60 90.26 -246.44 1 0.79 . 0.055 23.62 0.98 60.99 1 31.55 1 96.90 -369.73 1 0.83 1 0.054 23.62 SPAN Vu . -Mu.' Ratio, ft . in k kft ".-.Reg. -.v- Spacing in2/ft in 0.02 1.00 31.56 -98.74 -370.84 0.84 0.054 23.62 0.05 3.15 30.60 -91.95 -234.18 0.81 0.055 23.62 0.10 6.30 . 28.00 -82.00 -30.96 0.79 0.057 23.62 0.15 9.45 28.00 -72.05 203.25 _0.74 0.057 23.62 0.20 12.60 28.00 -62.13 405.39 1.02 0.057 23.62 025 15.75 28.00 -52.18 575.71 .11 - 0.057 23.62 0.30 18.90 28.00 -42.24 714.06 1.02 . 0.057 23.62 0.35 22.05 28.00 -32.29 820.22 0.78 . 0.057 23.62 0.40 25.20 29.60 1 -22.34 894.79 0.51 0.056 23.62 0.45 28.35 30.65 -12.41 936.87 0.27 0.000 0.00 0.50 31.50 . 31.00 -4.54 947.94 0.10 0.000 0.00 0.55 34.65 30.71 10.86 926.53. 0.24 0.000. 0.00 0.60 37.80 29.85 20.80 872.64 . 0.47 0.000 0.00 0.65 40.94. 28.41 30.76 787.74 0.73 0.057 23.62 0.70 44.09 28.00 40.71 .674.78 0.98 0.057 23.62 0.75 47.24 28.00 50.63 536.50 0.99 0.057. 23.62 0.80 50.39 28.00 60.58 384.57 0.89 0.057 23.62 0.85 53.54 28.00 70.52 264.82 0.79 0.057 23.62 0.90 56.69 1 28.00 1 80.47 . 124.69 0.77 0.057 23.62 0.95 . 59.84 1 28.00 1 90.39 -35.73 0.87 0.057 23.62 0.98 62.01 1 28.00 1 56.59 1 -602.65 1.02 0.057. 23.62 Hope-Amundson 216003.00 Calculations by MDH BD -52 Project Name: 216003.00 Lego Land PS Specific Title: B303R_L3LGL1O_70 File Name: B303R_L3_GLIOJO Date of.Generation: Wednesday, July 13, 2016 Note: "Vu" is related to the load combination which produces the maximum "Ratio" Note: Sections with have exceeded the maximum allowable shear stress. 14 DEFLECTIONS . . . . . . 14.1 Maximum Span Deflections Span: SW SW+RT SW+PT+ SOL SW+PT+SDL. +Creep LL: '&'X. . !Total in in in in in in in 1 0.60 0.06 0.09 0.34(2240) 0.19(3993) 0.00(*****) 0.53(1435) 2 0.23 -0.04 -0.02 -0.08(9068) 0.10(7126) 0.00(*****) 0.02(31430) 3 0.32 0.03 0.05 0.19(3940) 0.14(5505) 0.00(*****) 0.33(2296) Note: Deflections are calculated using effective moment of inertia of cracked sections. . . , . 0 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 8 Hope-Amundson 216003.00 S Calculations by MDH •BLJ -53 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: '06- 24- 2016" Time: "09:50' File: B303R+B103_L3_GL9_70 1- PROJECT TITLE: "216003.00 Lego Land PS . . 1.1 Design Strip: B303R+B103_L3_GL9_70 . . . 1.2 Load Case: Envelope . . . . . S .63.00 . .0.0d 94.00 (g) 62.00 . 70 flcatlon 3 -TOP REBAR 3.1 ADAPT selected . . . 32 ADAPT selected 130 * 4.1. Datum , 4.2 CGS Distance Alin) 27.00 4.00 32.00 4.00 32.00 .4.00 32.00 . [294.8 kips] [294.8 klps) 4.00 27.00 4.3 Force A - 1294.8 kips) [294.8 klps[ I11 Tendons =294.8 k/26.81d1ndon I ; • 4.6 CGS Distance B[in] . . . . . . . . . . 4.7. Force B . . . '• . 4.10 CGS Distance C[in] 4.11 Force C. . . . . . . . . . . 5.1 ADAPT selected (10) 1#8X276* . . . . . . . . ()1#8MTO • 5.2 ADAPT selected . ®1#8X30'6 . ®288x25'6 6 - REQUIREb& PROVIDED BARS 6.1 . . . . Top Bars max 2.20 . . 2.20 2.20 2.20 required provided 0' • 6.2 Bottom Bars. . max 1.36 . . 1.36 1.36 1.36 7- SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs '+2 Spacing [in] 23.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 7.2 User-selected - Bar Size # Legs:.. .---------------- --------------- .. . 0 06j J]J U1HHH -11-11 flft Hyrum[1.0.:0 ftHH. • 0.11 . 0.057 0.057 0.057 1 8 -LEGEND -i Stressing End -I Dead End . . 9- DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f'c = 5000 psi fy 60 ksi (longitudinal) . f = .60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - pEsIGNER's NOTES Hope-Amundson 216003.00 Calculations by MDH BD-54 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date: "06-24-2016" Time 1016 File B304+B104_L2_GL8_70 1 PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B304+B104_L2_GL8_70 .. 1.2 Load Case: Envelope . . EMBER ELEVATION 63.00 6200 © 6300 64.00 Location: Level 2 GL 3 TOP REBAR 110 Tendons I 110 Tendons 3.1 ADAPT selected 3.2 ADAPT selected ®3#8X25 • ®3#8X25 • ®3#8X25& • ®3#8X1 3'O 4- TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance Alin] 4.3 Force A 4.6 CGS Distance B[in] 4.7 Force B 27.00 4.00 32.00 4.00 32.00 4.00 1268 kips] [268 kips] [268 kips] 110 Tendons = 268 k / 26.8 k/tendon 32.00 4.00 27.00 1268 Idps[ 4.10 CGS Distance C[in] 4.11 Force C -, BOTTOM REBAR 5:1 ADAPT selected 5.2 ADAPT selected ®1#8X306 ®2#8X25 ®2#8X266 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 2.20 2.20 2.20 [jn2J i.[i] . I required provided . . I 0+ FHWI 6.2 Bottom Bars m 1.36 1.36 . 1.35 135 7-SHEAR STIRRUPS . 7.1 ADAPT selected. Spacing [in] 'Bar Se#3 Legs 2 235 235 235 235 235 235 235 235 7.2 User-selected Bar Size # Legs:--------- 0.056 42 7.3 Required area 0 _ EL 1ftflTH HHH TI-H HHHH1 0.000 0.052 0.052 . 0.052 0.052 6 -LEGEND -1 Stressing End -i Dead End 9- DESIGN PARAMETERS . . 9.1 Code: American AC1318 (2011)/IBC (2012) f'c = 5000 psi f = 60 ksi (longitudinal) f5 = 60 ksi (shear) fpu = 270 ksi _9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . - DESIGNERS NOTES ®1#8X280" ®1#8x3o ;• 2.20 -H Hope-Amundson 216003-00 Calculations by MDH BD -55 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "06 - 24 - 2016" Time: "09:54" File: B304R+B104_L3_GL8_70 1 - PROJECT TITLE: 216003.00 Lego Land PS" . •• 1.1 Design Strip: B304R+B104_L3_GL8_70 1.2 Load Case: Envelope . MEMBER ELEVATION IN 63.DO A ()62.00 63.DD 64.00 (j5) Location:\B3I \1Bb0 I Level 3 3 TOP REBAR I11Tend0nsI I11TendonsI 3.1 ADAPT selected 3 2 ADAPT selected .130 ®3#8X250 ®3#8X25 ®34i8X25 ®3#8X13 4 TENDON PROFILE iN ff\ 4.1 Datum Line P4.2 CGS Distance A[in] 27.00 4.00 32.00 4.00 32.00 4.00 32.00 4.00 27.00 4.3 Force A 1294.8 kips) . [294.8 kips] [294.8 kips[ [294.8 kips] I lllendons=2948k/268k/tendon I 4.6 CGS Distance B[in] . . . . 4.7 Force B . . 4.10 CGS Distance G[m] 4.11 Force . . . . . BOTTOM REBAR .5 .1 ADAPT selected 1#8X276 52 ADAPT selected 1l*8X30 ®2#8X250 ®2#8X256 ®2#8X270 * . . 6-REQUIRED& PROVIDED BARS 6.1 T Bars max. 2.20 2. 2.20 2.20 . 2.20 inj provided OEI rec luired 0. 6.2 Bottom Bars max 1.36 1.36 1.36 1.36 7 - SHEAR STIRRUPS. . . . . 7.1 ADAPT selected. . . . Bar Se#3 Legs 2 Spacing [in] ------- -- -- 7.2 User-selected L - - - - - - - - - - - - - - - -- - - ------------------------------- - - - - - - - - - - - - I - - - - -----------------U - ---- -- - - - - - - -- - - - - -- ------ - - --------. -I - - - - - - - Bar Size # Legs: . . 0.060 • . - 7.3 Required area 0 33 30 URI3 HIIHHH HHH rH 0.057 0.057 0.057 0.057 8 - LEGEND • -i Stressing End -I Dead End . 9- DESIGN PARAMETERS . . - 9.1 Code: American AC1318 (2011)/IBC (2012) f'c 5000 psi fy 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: • : . . . . DESIGNERS NOTES Hope-Amundson .216003.00 . Calculatioris by MDH . BD -56 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: '07-07-2016' Time: "10:17" File: B305+B105_L2_GL6_70. 1 - PROJECT TITLE: "2.16003.00 Lego Land PS' 1.1 Design Strip: B305+B105_L2_GL6_70 . . 1.2 Load Case: Envelope. . . . MEMBER ELEVATION A' 63.00 B 62.00 63.00 64.00 GL 6 3-TOP REBAR. . . . . I10TendonsI . . . . I10Tendonsl 3.1 ADAPT selected. . . . . . . 3.2 ADAPT selected )3#8X13 ®388X25 .®3x5' 3X256" 4- TENDON PROFILE . . 4.1 Datum Line 4.2 CGS Distance A[in] . 27.00 . 4.00 32.00 4.00 32.00 4.00 . 28.75 4.00 . . 27.00 4.3 Force A . [268 kips) . [268 kips] [268 kips] [268 kips) Ib0 Tendons =268d/26.8k/tendon 4.6 CGS Distance B[in] 4.7 Force B . . 4.10 CGS Distance C[in] . . . . 4.11 Force C . . . -BOTrOMREBAR . : . .. . 5.1 ADAPT selected . @18X27'6 . . . . . . (1#8X28 . 5.2 ADAPT selected .®1#8X306 ®298X25 ®2#8X26 ®188X34 6 - REQUIRED & PROVIDED BARS . . T B max 2.20 . 2.20 2.20 2.20 inq provided 0. 6.2 Bottom Bars max 1.36 1.36 . 1.36 . 1.36 7- SHEAR STIRRUPS . . . . 7.1 ADAPT selected. . . Bar Se#3 Legs: 2 Spacing [in) 23.5 235 235 23.5 25 23.5 235 23.5 7.2 User-selected . L ---------------------------------------------------------------------- BarSize# Legs: 0.056 0042 H 7.3 Required area 0 HHP IMM MT. EN jM 0.052 0.052 0.052 0.052 1 8 -LEGEND -i Stressing End -I Dead End . . 9 DESIGN PARAMETERS . . . . . . . 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi(shear) fpu = 270 ksi _9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: -. DESIGNER'S NOTES Hope-Amundson 216003 00 Calculations by MLJH BD - 57 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM. . ADAPT-PT Version "2012" Date: "06-24-2016" Time:. "10:19" File:B305+B1O5J2_GL7_70 1 - PROJECT TITLE: "216003.00 Legó Land PS" . . . . . . . . . 1.1 Design Strip: B305+B105L2_GL7_70 . . . . . . . 1.2 Load Case: Envelope . . . . . . . MEMBER ELEVATION A (5) Ittl 63.00 '62.00 .00 64.00 () Level 2 ocanon 3-TOP REBAR 3.1 ADAPT selected . . . . . . .. . 32 ADAPT selected 13 (J34l8X25 ®3#8X25 ®3#8X256 ®3#8X123 4 TENDON PROFILE 4.2 CGS Distance A[in] 27.00 . . 4.00 32.00 4.00 .32.00 4.00 . 32.00 4.00 •. - 27.00 - 4.3 Force A . . . . [268 kips] . [268 kips[ . '[05 kips] : 1268 klps) Ib0 Tendons =268 k./26.8t1don 4.6 CGS Distance B[in] 4.7 Force B . . . . . . . . . . . . . . . . . . . 4.10 CGS Distance.C[in] . . . 4.11 Force C . . . . . . . . . . . . .. BOTOMREBAR 5.1 ADAPT selected ®1#8X278 ®l#8X28 52 ADAPT selected ®1#8X306 ®2#8X250 ®2#8X26-6-®1#8x340 6- REQUIRED & PROVIDED BARS . . . . . . . . . max 2.20 2.20 2.20 * 61 Top bars 232 quired El HH __ " re provided 6.2 Bottom Bars - max . 1.36 .135 . 136 . 1.36 . 7 - SHEAR STIRRUPS'- 7.1 ADAPT selected. Spacing [in] Bar Size #3 Legs: 2 23.5 23.5 23.5 23.5 23.5 23.5 . 235 ---------------------------------------------------------------------------------- 7.2User-selected - ----------- 1• -------------- ---. --------------------------------- Bar Size # Legs: - . . . . . . - . .. . 7.3 Required area O 0 34 HT U1HHfl HHHHH HTh HHHH - 0 356 0.052 0.052 . 0.052 8 -LEGEND -1 Stressing End . -I Dead End . . . . .. - . . . . 9- DESIGN PARAMETERS . . . . . . .. .. . . 9.1 Code: Ameriáan AC1318 (2011)/IBC (2012)- fc = 5000 psi f = 60 ksi (longitudinal) fy 60 ksi (shear) fpu 270 ksi 9.2 Rebar Cover: Top= 1.2 in Bottom = 1 in Rebar Table: Ilk - DESIGNERS NOTES HôpéAmundson 216003.00 Calculations by MDH BD -58 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012 Date: '07-07-2016" Time: "10:21' File: B305R+B105_L3_GL6_70 1 - PROJECT TITLE: 216003.00 Lego Land PS" H 1.1 Design Strip: B305R+B105_L3_GL6_70 . 1.2 Load Case: Envelope EMBER WftM, 1 62.00 63.00 CAM ELEVATION 63.00 Level 3 GL 6 3-TOP REBAR . . . 111TendonsI . . I11 Tend onsI 3.1 ADAPT selected 3.2 ADAPT selected (3#8X25 ®3#8X25 ®3#8x25'6 - ®3#8X1.T0 :.:T:n: PROFILE 4.2 CGS Distance A[in] . 27.00 4.00 - 32.00 4.00 32.00 4.00 28.00 4.00 27.00 4.3 Force A . kips] [294.8 kips[ [294.8 kips] [294.8 kips[ I Tendons =294.8 k/26.8 k/tendon - 4.6 CGS Distance Bun] 4.7 Force B . . 4.10 CGS Distance C[in] 4.11 Force -BO1TOMREBAR . -S 5.1 ADAPT selected . (1#8X27'6 . . 5.2 ADAPT selected . (16)1#8X30-6-®2#8X25 ®2#8X26 ®2#8X28 - 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max . 2.20 2.20 2.20 2.20 in2l 1. required 1. provided __0. 0. 6.2 Bottom Bars max 1.36 1.36 1.36 1.36 7- SHEAR STIRRUPS S 7.1 ADAPT selected. - S Bar Size #3 Legs: 2 Spacing [in) 235 . 23.5 23.5 23.5 23.5 . 23.5 235 23.5 7.2 User-selected . S Bar Size # Legs:-- 7.3 Required area IH.Hfl. H flHThR JfJfl flfl - 0.057 0.057 - 0.057 . 0.057 8 -LEGEND. - -i Stressing End -I Dead End 9- DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/lBC (2012) f' = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi - 9.2 RObar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . - DESIGNER'S NOTES Hope-Amundson 216003.00 Calculations by MIJH I BD.- ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: 06- 24- 2016 Time: "09:56" File: B305R+8105_L3_GL7_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B305R+B105J.3_GL7_70 1.2 Load Case: Envelope . . . . . . . EMBER ELEVATION Iftmil 63.00 62.00 63.00 64.00 3 - TOP REBAR Ii iTendons 3.1 ADAPT selected . . . . 3.2 ADAPT selected . ç3#ax13 ®3#8X250 ®348X25 ®3#8X256 . ®3#8X130 - - 4- TENDON PROFILE . : . . • 4.l Datum Line 4.2 CGS Distance A[in] 27.00 4.00 : 32.00 4.00 32.00 4.00 32.00 4.00. . 27.00 4.3 Force A 1294.8 kips) [294.8 kips] . . 1294.8 kips] [294.8 kips] . . . . I11Tendons=294.8k/26.8kjtendon I 4.6 CGS Distance B[in] 4.7 Force B 4.10 CGS Distance C[in] . . . 4.11 Force C. . . . . . . - BOTTOM REBAR . . .. .. . . . . . . . . 5.1 ADAPT selected 1#8X2T6 5.2 ADAPT selected • ®1#8X306 ®2#8X25 • ®2#8X25'6 ®2#8X2a 6- REQUIRED & PROVIDED BARS • • . . . • '• 6.1 Top Bars • max . • 2.20 • • 2.20 2.20 • 2.20 [in2l required provided. 6.2 Bottom Bars 7 - SHEAR STIRRUPS - . • • . . . .. • •• 7.1 ADAPT selected. • • . • . . . Bar Size #3 Legs: 2 • • • Spacing [i 1 101WE 235 23.5 23.5. . . 23.5 23.5 23.5 23.5 • 23.5 7.2 User-selected [-------------------J ----------.-. ------ -------- ----- --- - ------------------ BarSize# Legs: ----------------------------------------------------------------------• 7.3 Requ*ired area •_H FIT fl RIME] flfiftfl. [MI 0.000 • - 0.057 0.057 • • 0.057 H. 0.057 8 - LEGEND - - Stressing End • -I Dead End • . -- -• - • - 9- DESIGN PARAMETERS - • -• - • - - 9.1 Code: American AC1318 (2011)/IBC (2012) fc 5000 psi f = 60 ksi (longitudinal) • f = 60 ksi (shear) fpu= 270 ksi • • - HopeAmundson 21600300 Calculations by MDH BD -60 ' : ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT- PT-Version "2012' Date: 06-24 - 2016" Time: :10:01 File: B306+8106_L2_GL5_70 1 -PROJECT TITLE: "216003.00 Lego Land PS" .. . . . . . 1.1 Design Strip: B306+8106_L2_GL5_70 1.2 Load Case: Envelope MEMBER ELEVATION ft] 63.00 . 62.00 . 63.00 64.00 Location: . .183061, B10 ' , 3 -TOP REBAR • .. . ., ' . ' : 3.1 ADAPT selected 3.2 ADAPT selected 22_.-, ®3#8X25 , " (3#8X25 . ®3#8X25'6 ®348X13 :::: Line, PROFILE i f ' 4.2 CGS. Distañce A[in] - . - 27.00- . 4.00 - 32.00 . 4.00 : 32.00- - '4.00 3.00 -' ' 4.00 27.00 4.3 Force A - - : - , . [268 klps) . . , . - 1268 kips]' , : - [268 kips] ., - 1268 klps[ - , 10 Tendons=268k/268 k/tendon 46 CGS Distance B[in] 4.7 Force B 4.10 CGS Distance C[in] 4.11-ForceC BOTrOMREBAR 5.1 ADAPT selected ®1#8X27'6 (i)1#8x280 52ADAPTselected ®1#8X30 ®2#8X250 ®2#8X266 ®1#8X340 * - . - 6- REQUIRED &PROVIDEDBARS. - max 6.l Top Bars 2 • - 2.20 - ' . 2.20 - .' • - 2.20 - ' : 2:20 required C provided R - HHHI IHHHiI IWHHI hIHHWWH - 6.2 Bottom Bars , . - max.. 1.36 ' .1.36 : 1.36 .' 1.3 - - - 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Spacing [in]' - ' - . : ' - • Bar Size #3 Legs 2 72UserseIected---------------------------------------------------------------------- L - -- -- -- --- -- - - - - - - - -I BarSize# - Legs:: - - - - - - - - - -- -- - - - - - - - - - - -- -- -- - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - --- ' - -- 'T - : - 73 Required area HHTH UHF flflHHH MUM H - ' - 0.052 ' • 0.052 - - - 0.052 ' • 0.052 • ' . - 8-LEGEND : - - ' - • - ' ' - -i Stressing End - •: : - Dead End - -•F -DESIGN PARAMETERS Code: American ACI31B (2011)/IBC(2012) f' =5000psi f = 60 ksi (longitudinal) •f = 60 ksi (sliear) f = 270 ksi Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: -.. - ' -- - -, - • ' - ' - DESIGNERS NOTES 4 4 HopeAmundson 216003.00 Calculations by MIJH 61 ADAPT ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version '2012 Date: ' "06-24-2016" Time: '10:05" File: B306R+B106_L3_GL5_70 1 - PROJECT TITLE: '216003.00 Ledo Land PS" 1.1 Design Strip: B306R+B106_L3_GL5_70 . . . 1.2 Load Case: Envelope ELEVATION I MEMBER ( 63.00 63.00 64.00 lB10 l Locafton \IB3R>/ Level 3 GL 5 __ 3- TOP REBAR . I11Tend0nsI 3.1 ADAPT selected . . 3.2 ADAPT selected. ()3#8X131T ®3#8X259 ®3#8X259 ®3#8X256 - . ®3#8X13'O .4 TENDON. PROFILE 4.1 Datum Line 4.2 CGS Distance Alin] 27.00 4.00 32.00 4.00 . 32.00 4.00 32.00 4.00 . 27.00 4.3 Force A 1294.8 kips) [294.8 kips] . [294.8 kips] [294.8 kips] Ill Tendons =294.8k/26.8 k/tendon . . 4.6 CGS Distance B[in] . . . . . . . . 4.7 Force B . . . . . . 4.10 CGS Distance C[in] . . . . . . 4.11 Force C . . 0 BOTrOMREBAR . . . . .. . .. 5.1 ADAPT selected (i1#8X27'6 . . . . . . . 5.2 ADAPT selected 1#8x30'6' . ®2#8X259 0--8 2#8X25'6 ®2#8X27'O 6 - REQUIRED & PROVIDED BARS. 6.1 Top Bars max . 2.20 2.20 2.20 2.20 required 1. V I ~E I 0. provided. 0. 6.2 Bottom Bars mx 1.36 1.36 1.36 1.36 7- SHEAR STIRRUPS . 7.1 ADAPT selected. . Bar Size #3 Legs: 2 . Spacing [in] . 23.5 23.5 23.5 : 23.5 23.5 23.5 . 23.5 23.5 7.2 User-selected [ - - - - - - - - - - -- BarSize# . Legs: ------ - - - - - - -------- -- - - - - - - - - --- - - - - -. - - 0.060 - 7.3Required area : 115 p RIF ENE H flIff ffH HHH . 115 0.000 0.058 0.057. 0.057 8 - LEGEND . . -i Stressing End -I Dead End . . . . 9- DESIGN PARAMETERS . . 9.1 Code: American AC1318 (2011)/IBC (2012) f'5 = 5000 psi fy = 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi . . 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . - DESIGNER'S NOTES . 1 4 I I Hope-Amundson 216003.00. Calculations by.MDH BD.-62 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date 06 21 2016 Time 1330 File B401_S_L2_GL2_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip:B401..S_L2_GL2_70 . . 1.2 Load Case: Envelope . MEMBER ELEVATION. (t5) ( 62.00 64.00 3-TOP REBAR 3.1 ADAPT selected 0 7 3.2 ADAPT selected ®3#8X25 . ®3#8X25 3#8X256 ®388Xl30 LE : :::: n :PROFI i 4.2 CGS Distance A[in] . 27.00 4.00 32.00 4.00 32.00 4.00 32.00 4.00 27.00 4.3 Force A [214.4 kips( - [214.4 kips] - [214.4 kips[ - 1214.4 kips) .I8Tendons=214.4k126:8Ic1 ndon I 4.6 CGS Distance B[in] S S 4.7 Force B S S 4.10 CGS Distance C[in] S S S 4.11 Force S S BOTOMREBAR 5.1 ADAPT selected . ®1#8X28 t 5.2 ADAPT selected ®1X306! .. ®2#8X26'0 . ®1#8X306" •. S ®1#8X340 ., 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max . 220 220 2.20 220 &155111_ HUHFH HWHU [ITU required . S provided . 0+ .IIHiHH IHWHI •. HFWII HHW- 6.2 Bottom Bars max 1.38 1.36 1.36 1.36 7 - SHEAR STIRRUPS S S S S S 7.1 ADAPT selected. S Bar Size #3 Legs: 2 5 5 Spacing [in] S . . 23.5 23.5 23.5 23.5 . 23.5 . 23.5 23.5 23.5 7.2 User-selected' -- Bar Size # Legs: . - 7.3 Required .331 HH.HS TT[iHHH TIHHL J[HHU R 0. 5 0.042 0.042 . 0.042 . 0.042 8 -LEGEND . . -i Stressing End . -I Dead End 9 - DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) fc = 5000 psi ty= 60 ksi (longitudinal) fy 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = .1 in Rebar Table: 5 5 - DESIGNER'S NOTES 5 S 5 5 5 5 0 S p Hope-Amuncison 216003 00 Calculations by MDH BD - 63 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: 06-21-2016' Time: "11:51" File:B401_N_L2_GLI5_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B401_N_L2_GL15_70 1.2 Load Case: Envelope • MEMBER ELEVATION IN 63.00 62.00 63.00 .00 \ Location:__________ _ _ 3- TOP REBAR 18 Tendons 3.1 ADAPT selected 3.2 ADAPT selected Q13 ®34l8X25T ®3#8X25 - ®388X25 ®3#8X13f 4 - : :TT n :R0E i 42 CGS Distance A[in] 2700 400 3200 400 3200 400 3200 400 2700 4.3 Force A 1214A kips] 12144 Iups[ [214A kips[ [2144 kips[ I8Tendons=2144k/268k/tendOn I 4.6 CGS Distance B[in] . . 4.7 Force B :. . 4.10 CGS Distance C[in] .. 4.11 Force C BOTOMREBAR 5.1 ADAPT selected 0 11 1#8X27'6 u 1#8X20 52 ADAPT selected 0,6 1#8X336 ®2#8X27'O • ®1#8X306 ®1#8X34-0- 6 - REQUIRED & PROVIDED BARS 61 T B max 2.20 2. 2.20 2.20 2.20 1. 1. j ;):;; ___ __ o.. 6.2 Bottom Bars m 1 31.36 1.36 1.36 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] 23.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 IIIIIIIIIIZIZIII ii IIIIIIIIIIIIIL------------------- .Bar Size # . Legs:0044 . ----------- 0033 7.3 Required area 0 0. '[ftiTfl I fl MIT-INT J1T FffHH will 0.042 0.042 0.042 . 0.042 0 1 8 -LEGEND -i Stressing End -I Dead End S 0 9 - DESIGN PARAMETERS S S 9.1 Code: American AC1318(2011)/lBC (2012) f = 5000 psi f = 9.2 Rebar Cover: Top = 1.2 in Bottom = .1 in Rebar Table: 60 ksi (longitudinal) f = 60 ksi (shear) 'Pu = 270 ksi S S - DESIGNER'S NOTES . .. ft]. __________ _____________________ __________ 63.00 62.00 •.. .63.00 64.00 Hope-Amundson .216003.00 S . Calculations by MDH : : BD-64 . .. ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM . ADAPT-PT Version "2012 Date: '06- 27' 2016" Time: "11:09" File: B401 R_S_L3_GL2_70 1 -PROJECT TITLE: ."21 6003.00, Land PS" .. . . S. : 1.1 Design Strip: B401 R_S_L3_GL2_70 . . . . . . .' . . . . . . 1.2 Load Case: Envelope. . . . . . . . . . . . . . . 0 MEMBER ELEVATION : . . .. . •. : Location: Level3 GL 2 : 3- TOP: REBAR •: : I9Tendons I. 3.1 ADAPT selected 3.2 ADAPT selected 13 ®3$$X250 ®3#8X25'O" .' . ®3#8X25'6 . .. • ®3#8X130 : i :::: n :R0F1 \,,,,, . - 4.00 32.00 4.00 32.00 4.2 CGS Distance Aim], 27.00 4.00' 32:00 4.3 Force A . - . 1241.2 kips) [2412 kips] . . [241.2 kipsi . . . . 4.00 27.00 ...... . . ; . .5 .. [241.2 kips[ 4.6 CGS Distance B[n]. . •' . . I9Tendons 241.2k126.81c1don . . . . . . . . . . 4.7 Force B .- . . . . . . 5 . :5 . : . . . S. 4.10 CGS Distance G[m) . S. .... 4.11 Force C' BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 200X27 ®2#8X25'O ®2#8X256 ®2#8X280 6 REQUIRED & PROVIDED BARS 6.1 Top Bars max 2.20 . 2.20 . 2.20 . :- 2.20 qluired provided 6.2 Bottom Bars . max 1.36 . . 7-S HEAR STIRRUPS S • •• . : •. • 136 1.36 5 7.1 ADAPT selected. • • :. • • : : S . S S • S . S • . S • [in] • . . S • • ' Bar Size#3 Legs: 2 Spacing 23.5 • • 23.5 23.5 • 23.5 . 23.5 • • 23.5 • : • 235 23.5 7.2 User- selected L I . . S • . - . S BarSize# Legs: SS • . X8 ::.HT. - • 0 •. • 0.047 . L rHHHH . 0.047 • 0.047 • • 0.047 • . • S • -I Dead End . • : . - LEGEND •. • -i Stressing End . •• • .. S 95 -DESIGN. PARAMETERS S • . S • S • • -• . • : 9.1 Code: American AC1318(2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal). f = 60 ksi (shear) f 5 = 270 ksi - 1. • . S • - 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: --DESIGNERS NOTES. -• S S • • S • . - 5 • -• . • Hope-Amundson 216003.00: Calculations by MDH BD .- 65 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012" Date: 06-21-2016" Time: "13:12" File: B401R_N_L3_GLI5_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" . 1.1 Design Strip: B401R_N_L3_GL15_70 S 1.2 Load Case: Envelope 0 . MEMBER ELEVATION 63.00 62.00 63.00 3-TOP REBAR . . I9 Tendons ! 3.1 ADAPT selected . ... . 3.2 ADAPT selected 130 ®3#8X25 ®3#8X250 ®3#8X25 S ®3#8X130 4 ILE : :TTn:OF i 4.2 CGS Distance A[in] 27.00 4.00 32.00 4.00 32.00 4.00 32.00 4.00 27.00 4.3 Force A - . [241.2 kips[ [241.2 kips) (241.2 kis) [241.2 kips] 19 Tendons =241.2k/26.8 k/tendon 4.6 CGS Distance Bun] . . . . 4.7 Force B 4.10 CGS Distance C[in] . 4.11 Force C BOTTOM REBAR 5.1 ADAPT selected (1#8X2T6 . . 1#8X20 - 5.2 ADAPT selected .- . . ®1#8X336 ®2#8X250 - ®2#8X26& ®1#8X34 . . . . 6 - REQUIRED & PROVIDED BARS 6. 1 •Top Bars max 2.20 2.20 2.20 2.20 inj req juired provided . 0. 6.2 Bottom Bars. ma . . :i. .. 1.36 7- SHEAR STIRRUPS . . . . 7.1 ADAPT.selected. . . Bar Size #3 Legs: 2 Spacing [in] 23.5 23.5 23.5 . 23.5 . 23.5 23.5 . 23.5 23.5 7.2 User-selected . 5. . . . . . . Bar Size # Legs: 0.048 ,24 36 7.3equiredarea fl : fl 0. 0.047 0.047 0.047 0.047 1 8 -LEGEND -1 Stressing End -I Dead End S 9- DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f'c = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNER'S NOTES Hope-Amundson 216003.00 S Calculations by MDH BD-66 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012 Date: "06-27-2016 Time: "10:56" File: B402_L2_GL14_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B402_N_L2_(GL 14) 1.2 Load Case: Envelope WMEMBER ELEVATION ftj ©63.00 fl fl 64.00 Lev L GL ocation: 3-TOP REBAR Ill Tendonsi 3.1 ADAPT selected 3.2 ADAPT selected (1)318X13 3#8X25'0" ®31$8X25 - ®3#8X256 ®34S8X130 LE ::::: n :1 4.2 CGS Distance A[in] 27.00 4.00 32.00 4.00 32.00 6.00 32.00 4.00 27.00 4.3 Force A 1294.8 kips) [294.8 kips] [294.8 kips] 1294.8 klps] I ll Tendons =294.8k/26.8kJtendon . I 4.6 CGS Distance B[in] 4.7 Force B 4.10 CGS Distance C[in] 4.11 Force C BOTTOM REBAR 5.1 ADAPT selected ()1#8X276 (1)1 -M (I#8X306 • (13) 5.2 ADAPT selected ®1#8X336 • ®1#8X366 * ®1#8X40 • ®1#8X376 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 2.20 2.20 2.20 2.20 [in 21 re provided H 6.2 Bottom Bars max 1.36 1.36 1.36 1.36 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] 23.5 23.5 23.5 23.5 23.5 20.5 23.5 23.5 23.5 23.5 7.2 User-selected : [ Bar Size # Legs: 0.1 6 7.3 Required area - iii I I -11 I [1n2/ft] ml I IiT[ftflhl1i g0~04ni1Trm r[WIuurI 11111 liii rmiiiin liii 0[[Fi11 0.106 0.09 0.127 0.108 8 -LEGEND' -i Stressing End I Dead End 9- DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNERS NOTES Hope-Amundson 216003.00 Calculations by MDH BD- 67 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PTVèrsion "2012 Date: "06-23-2016" Time: "14:12" File: B402R_L3_GL14_70 V 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: a402R_L3JGL 14) V V V V V 1.2 Load Case: Envelope V V V V MEMBER ELEVATION V 63.00 () (6) 1) 62.00 63.00 64.00 GL 14 3- TOP REBAR. : V V I12TendoflsI V V 3.1 ADAPT selected 3.2 ADAPT selected (i3#8X0" I)3#8X250 V V (3â8X259 . ®388X256 V V PROFILE 4., Datum Line 4.2 CGS Distance Alin]. 2700 400 3200 400 V 3200 400 3200 4.00 . 27.00 4.3 Force A . . (321.6 kips) [321.6 kips] . 1321.6 klps] V (321.6 kips] V V V I12Tendons = 321.6k/26.8 k/tendonV ] V V . 4.6 CGS Distance Blini 4.7 Force B. 4.10 CGS Distance C[in] 4.11 Force C V V V V V V V V V BOTOMREBAR 5.1 ADAPT selected . 1X26 (79• (13) 5.2 ADAPT selected V (100X336 . V ®1#8X2o - ®1#8X33& V V V V 6 - REQUIRED & PROVIDED BARS 6 max 2.20 2.36 236 11 qluired _ 2.36 in2l .P.ftLV provided VV V V ° :HHWFV IHHLH . VkHHW.I 6.2 Bottom Bars max V 1.3 6 1.36 136 . . 1.36 7- SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size#3 Legs: 2 V Spacing [in] V 23.5 23.520.59.5 23.5 23.5 .. 23.5 22.5 23.5 23.92.09.5 23.5 23.5 23.5 19.09.523.5 23.5 7.2 User-selected VV ---------V -- - - BarSize# Legs: ---------------------------------------------------.. -V 0.16 V V 7.3 Required area o.o- I •r-IL. I . m . 0. 0. . mlm*nH hn rnThi V . 0.134 . 0.116 133 . . 0.139 1 8 -LEGEND . -i Stressing End -I Dead End 9 - DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f'c = 5000 psi f =. 60 ksi (longitudinal) f = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: DESIGNERS NOTES HopeAmundson 216003.00 Calculations by MDH BD-68 ADAPT - STRUCTURAL CONCRETE'SOFTWARE SYSTEM . ADAPT-PT Version "2012' Date: "06-17-2016 Time: 10:23" File:B403_L2_GL 13 1 - PROJECT TITLE: "216003.00 Lego Land PS" . . . 1.1 Design Strip: B403L2 13 . . . .1.2 Load Case: Envelope . . . . . . . MEMER ELEVATION : 6200 63.00 •(b) 64.00 c i7 3 TOP REBAR 10 Tendons] 3.1 ADAPT selected . . . . . . . . . . 3.2 ADAPT selected . 13'0 ()3#8X25 _ -. 34ex25 . . ®34eX256 . ®3#8X130 :i::::n:PRO FIL E 4.2 CGS Distance A[in] 27.00 4.00 32.00 -400 32.00 . 4.00 32.00 4.00 27.00 4.3 Force A . 1268 kips) . 1268 klpsj . [268 kips] 1268 kips) I10 Tendons =268k/268k1tendon .._I 4.6 CGS Distance B[in] 4.7 Force B . . . . .. . . 4.10 CGS Distance C[in] . . . . . . . . 4.11 Force C .. BOUOMREBAR 51 ADAPT selected . ®1#8X27'6" . .. . . . . i)1#8X280 5.2 ADAPT selected 1680 • (268X25 . 108 288X266-: ___________ 6 - REQUIRED & PROVIDED BARS . . . 6.1 Top Bars . max 2.20 2.20 2.20 2.20. 1 . in2l . [[[1] : req juired .. ..vided pro . . ... o. H1IIH . .. .. .HIHIHI . jjjj 6.2 Bottom Bars max 1.36 1.36 1.38 . 1.36 7-SHEAR STIRRUPS .. . .. -. .- . . . 7.1 ADAPT selected. - Bar Size #3 Legs: 2 Spacing [in] 235 - 23.5 23.5 . 23.5 23.5 . 23.5 23.5 23.5 7.2 User-selected L - - - -- -------- L. -- - - - -- - - - - - - - -- Bar Size Legs: . . .----.--. - -- - - - - - - - - - - - - - - - - - - 0 2 7.3 Required area 004 _•fiHH_HHHHHH_HHHftHHHH_H . 0.052 0.052 - 0.052 0.052 1 8 -LEGEND -i Stressing End -I Dead End . . 9 - DESIGN PARAMETERS . -. . . - .... . 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: DESIGNERS NOTES Hope-Amundson 216003.00 Calculations by MDH BD -.69 . ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM • ADAPT-PT Version . 2012 Date: "06-24-2016 Time: "10:23" File: B403_S_L2_GL4_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B403_S_L2_(GL4) 1.2 Load Case: Envelope SMEMBER ELEVATION 0 C ft] 6300 6200 6300 6400 Level 2 \ ., ~/E:4:03 GL 4 3-TOP REBAR . 10 Tendons] 3.1 ADAPT selected 3.2 ADAPT selected (,13" ®3#8X25 - ®388X25 - ®388X256 ®3#8X13' 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A[in] 27.00 4.00 32.00 6.00 32.00 6.00 . 32.00 4.00 , 27.00 4.3 Force A [268 kips[ 1268 kips[ [268 kips] 1268 kips) : Ib0.Tendons=268k/26.8k1tdon I 4.6 CGS Distance B[in] 4.7 Force B . . . . . . 4.10 CGS Distance C[in] . 4.11 Force C BOTOMREBAR 5.1 ADAPT selected ®1#8X27& (i1#8X2SO" 5.2 ADAPT selected 188X30 ®2#8X2T0 ®288X2T6 ' ®1#8X31 10 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 2.20 ' 2.20 . " , 2.20 2.20 inj requi red 6.2 Bottom Bars ' max ' 1.36 1.36 - 1.36 1.38 7- SHEAR STIRRUPS . 7.1 ADAPT selected. -' Bar Size #3 Legs: 2 Spacing [in] 23.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 7.2 User-selected ' [ BarSize # Legs: ----------------j --------------------------------- '---------------- 0 356 7.3 Required area 0 RHHHHU" TOEHII H 0.052 0.052 - - ' 0.052 8-LEGEND , -i Stressing End ' - -I Dead End - 9 DESIGN PARAMETERS 9.1 Cdde: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) fy 60 ksi (shear) fpu = 270 ksi ' 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: DESIGNERS NOTES Hope-Amundson 216003.00 Calculations by MDH . BD - 70 Project Name: 216003.00 Lego Land PS Specific Title: B403_S_L2_(GL4) File Name: B403_L2_GL 4_70 Date of Generation: Wednesday, July 13, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS ''. arameter.• . . P r.Value Value Concrete . Fy (Shear reinforcement) 60.00 ksi Pc for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP 1.25 in F'ci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS 5000.00 psi Post-tensioning Ec for BEAMS/SLABS 4031.00 ksi SYSTEM UNBONDED ForCOLUMNSIWALLS 4031.00 ksi Fpu 270.00 ksi CREEP factor 2.65 Fse 175.17 ksi CONCRETE WEIGHT NORMAL Strand area 0.153 in 2 UNIT WEIGHT 150.00pcf Min CGS from TOPr 3.00 in Tension stress limits / (f'c)1/2 Min CGS from BOT for interior spans 4.00 in At Top 7.500 Min CGS from BOT for exterior spans 4.00 in At Bottom 7.500 Min average precompression 125.00 psi Compression stress limits / ft Max spacing / slab depth 8.00 At all locations 0.450 Analysis and design options Tension stress limits (initial) / (l'c)1/2 Structural system BEAM At Top 3.000 Moment of Inertia over support is NOT INCREASED At Bottom 3.000 Moments reduced to face of support YES Compression stress limits (initial) I ft Moment Redistribution YES At all locations 0.600 Effective flange width consideration YES Reinforcement Effective flange width implementation method ACI-318 Fy (Main bars) 60.00 ksi DESIGN CODE SELECTED American-AC11318 (201 1)/IBC 2012 2- INPUT GEOMETRY 2.1 Principal Span Data of Uniform Spans 2.3 Effective Width Data of Uniform Spans .Span' EffectivèWidth' in 1 94.00 .2 94.00 3 94.00 4 94.00 2.7 Support Width and Column Data Joint Suppoit Width .Length LC B(DIA.): LC D LC. %'LC.. CBC:LC Length. UC B(DIA) TD UC UC UC CBC,UC in ft in in ft in in 1 24.0 9.3 30.0 24.0 70 (3) 8.4 30.0 24.0 70 (1) 2 24.0 9.8 30.0 24.0 70 (3) 8.4 30.0 24.0 70 (1) 3 1 24.0 9.8 30.0 1 24.0 1 70 1 (3) 8.4 1 30.0 24.0 70 (1) 4 1 24.0 9.8 30.0 24.0 70 1 (3) 7.3 1 30.0 24.0 70 (1) 5 1 24.0 9.3 36.0 24.0 70 1 (3) 8.4 1 36.0 24.0 70 (1) 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 Span Fórm Length ;Width Dèpth TFWidth flTF BFIMF' ck BFIMF..Rh, ..MuIt?.d Right .Left.Mult: ft in in in in in in in 1 2 6300 14.00 35.00 216.00 5.00 35.00 0.50 0.50 2 2 62.00 14.00 35.00 216.00 5.00 35.00 0.50 0.50 3 2 63.001 14.00 1 35.00 1 216.00 1 5.00 1 35.00 1 0.50 1 0.50 4 2 64.001 14.00 1 35.00 1 216.00 1 5.00 1 35.00 1 0.50 1 0.50 4 SDL U 0.108 4 SW U 1.562 1______ '.4-_CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers Span. -CIass •Type "P1 1:M . iA ;, .CReductin Factor k/ft k/ft k k-ft ft ft ft % LL U 0.720 0.000 _1_ SDL U 0.108 _1_ SW U 1.562 2 LL U 0.720 . 0.000 2 SOL U 0.108 2 SW .0 1.562 3. LL U 0.720 .. 0.000 3 SDL U 0.108 3 SW U 1.562 4 LL U 0.720 .. 0.000 2 1500.00 27.60 7.40. 3 1500.00 27.60 7.40 4 1500.00 27.60 7.40 5- MOMENTS, SHEARS AND REACTIONS 5.1 Snan Mnmnts and Shars 1EwItidinn Iivp Lnad 4:Span Area. Yt eff I. t_Yb in2 in in in 1n4 in in 1 1500.00 27.60 7.40 94.00 .0.1004E+06 24.24 10.76 94.00 0.1004E+06 24.24 10.76 94.00 0.1004E+06 24.24 10.76 94.00 0.1004E+06 24.24 10.76 Hope-Amundson 216003.00 Calculations by MDH (Project Name: 216003.00 Lego Land PS Specific Title: B403_S_L2_(GL4) File Name: B403_L2_GL 4_7 Date of Generation: Wednesday, July 13, 2016 '3-INPUT APPLIED LOADING 3.1 Loading As Appears in User's Input Screen BD - 71 NOTE: SELEWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W = 150.0 pcf NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.2 Compiled loads Span LoádCásè Moment Left Midspai Moment. 'Moment, Right'.: Shear :Lèft, 'Shear ".,Right' k-ft k-ft k-ft k k 1 SW -394.80 295.38 -564.83 -46.52 51.92 2 SW -515.32 245.41 -495.42 -48.76 48.12 3. SW -506.07 256.16 -532.00 -48.81 1 49.63 4 SW -576.87 . 299.07 -424.99 52.37 1 47.63 '1 SDL -27.29 20.42 -39.04 -3.22 1 3.59 2 SDL -35.62 16.96 -34.24 -3.37 3.33 3 SDL -34.98 17.71 -36.77 -3.37 3.43 4 : SDL -39.87 .20.67 -29.38 -3.62 3.29 1 XL 0.00 0.00 0.00 0.00 . 0.00 2 XL 0.00 0.00 0.00 0.00 0.00 3 XL . 0.00 0.00 0.00 0.00 . 0.00 .4 XL 0.00 0.00 0.00 0.00 0.00 I 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 2 Hope-Amundson 216003-00 Calculations by MDH BD - 72 Project Name 216003 00 Lego Land PS Specific Title B403_S_L2_(GL4) 03 File Name: B4_L2_GL 4_70 Date of Generation: Wednesday, July 13, 2016 5.2 Reactions and Column Moments (Excluding Live Load) r JOflt Load Case J/Réactidn. . Moméht - Lowe? Cokin ' Moment- .ÜpèrÔàiuMñ k k-ft k-ft 1 SW 46.52 -160.07 -234.74 2 sw 100.68 19.45 30.06 3 sw 96.92 -4.18 -6.47 4 SW 102.00 -16.06 -28.80 5 SW 47.63 172.31 252.68 I SDL • 3.22 -11.06 -16.23 2 SDL 6.96 1.34 . 2.08 3 SDL 6.70 -0.29 -0.45 4 SDL 7.05 -1.11 -1.9911. 5 SDL 3.29 11.91 17.47 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 5.3 Span Moments and Shears (Live Load) . . . Span Morrient tb Moment Moment., Moment'. I Moment Mornent, ;Shear. .Shèaç. ' Left Max Left Mm Midspan f Midspan Mm Right Max Right Mm . - Left I Right Max k-ft k-ft k-ft k-ft k-ft k-ft k k 1 -201.75 19.82 150.92 -14.81 -265.44 .-43.76 -22.54 24.04 2 -258.99 -31.36 143.41 -30.33 1 -255.59 -24.14 -23.64 23.50 3 -259.63 -23.08 .146.84 -28.80 -266.15 -29.16. -23.74 23.99 4 -270.49 -42.83 151.83 -14.02 -215.79 19.96 . . -24.24 . 23.01 5.4 Reactions and Column Moments (Live Load) Joint/ Reaction Reaction Móment Moment ,Moment . Mornen. Max Mm Lower Lower , Upp Upper..., Column Max Colun Min Coluh Max tolumFi Mifi A k k-ft k-ft k-ft k-ft I 22.54 -1.10 8.04 . -81.79 11.79 -119.95 2 47.68 22.11 . 70.50 -61.54 .108.97 -95.12 3 .47.24 20.86 66.99 -68.92 103.55 -106.53 4 48.23 22.57 60.14 -67.54 107.84 -121.12 5 23.01 .-1.06 1 87.49 -8.09 128.30 . -11.87 6- MOMENTS REDUCED TO FACE OF SUPPORT . •. . . 6.1 Reduced Moments at Face of Support (Excludin! Live Load) . I • Case %.:Lft Midspan. .'..RightL k-ft k-ft • k-ft 1 SW -349.08 295.42 -513.67 2 SW -467.33 245.42 -448.08 3 • SW -458.08 256.17 -483.17 4 • SW • . 525.25 299.08 -378.17 Span . Ldad Morneñt.....Moment ' Morr.ent' I SDL -24.13. 20.42 •. -35.51 2 SDL. -32.30 • 16.97 -30.98 3 • SDL •-31.66 . 17.71 -33.39 4 SDL • . -36.31. 20.68 -26.14 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 . j .. . ..., • email: Support@Adaptsoft.com website: http://www.Adaptsoft.com . . . . . • 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax(HO)364-2401 • 3 . . . .. • •., 1 . . I •, Hope-Amundson '216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B403_S_L2_(GL4) File Name: B403-L2-GL 4_70 Date of Generation: Wednesday, July 13, 2016 6.2 Reduced Moments at Face of Support (Live Load) BD-73 Span' MoinehtLeft Momint Left MOriient., Monerit yMOmènt, Mômeht,, Max " Mm . Midspan Mmdspa Mm Right Max Right Mm' k-ft k-ft k-ft k-ft k-ft k-ft 1 -179.58 18.73 150.92 -14.81 -241.75 -42.78 2 -235.67 -31.32 143.42 1 -30.33 -232.42 -24.29 3 -236.25 -23.21 146.83 -28.80 -242.50 -29.15 4 -246.58 -41.88 151.83 -14.03 -193.17 18.89 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 7.1 Tendon Profile TendonA .Span' yD& ':XlIL.;. X2/L. X3I1_. . AIL 1 1 0.100 . 0.500 0.100 - 2 1 0.100 0.500 0.100 - 3 - 0.100 0.500 0.100 4 - :0.100 0.500 0.100 72 Selected Post-Tensioning Forces and Tendon Drape TendonA 0 S Span ForceT CGS Left: CGS Cl" CGS C2 CGS 'Right P/A,4 :tWbal WBàl(%DL) k . in in in in psi kl- 1 268.000 27.00 - 4.00 32.00 178.67 1.148 69 2 268.000 32.00 . -- 4.00 32.00 178.67 1.301 . 78 3 268.000 32.00 4.00 32.00 178.67 .1.260 75 4 1 268.000 32.00 - 4.00 27.00 178.67 1.112 67 All Tendons . :Span.,. 2-.'. 4 Force .' TotaI.P/A .. .Total WBal: k psi 1 268 178.67 69 2 268 .178.67 78 3 268 178.67 75 4 '268 178.67 67 Approximate weight of strand: 1310.2 LB 7.4 Required Minimum Post-Tensioning Forces BasedonStressConditions Based onMinimum P/A 'Type '.Lèft:.. -Center' Right __. :.:Left.. Center'.' Right'. k k k k k k I 97.17 243.69 193.78 187.50 187.50. 187.50 2 168.32 192.00 157.29 187.50 187.50 187.50 3 164.76 204.58 181.12 187.50 . .187.50 187.50 4 204.33 250.65 124.39 187.50 187.50 187.50 7.5 Service Stresses (tension shown positive) . Envelope of Service 1 Spn 'Left'. ". Left .;'. Top ?Left . • Let Cénter Centèr- Céntem 'Center ''Right Right Right' Right. / Top Bot Bot Top lop kiBOt Top TOPç Bat Bot Ma'k-T Màx-C 'Mà'x-T Max-C '.M-T. Max-C Max-C :Max-T. 'Máx-C Max-I Ma x' ______ psi psi psi psi psi psi psi psi psi psi psi psi 1 -. -262.87. 11.06 -i 33.08 655.82 2 • -18.54 - -195.53 - -140.66 -39.15 -493.06 3 . --17.85 -26.06 -541.05 -539.50 -209.76 - -108.61 4.72 591.91 4 54.73 -522.55 704.60 -272.39 32.53 - 7.28 -597.68 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 8.3 Secondary Moments '-Span : Left.'-;' Midspan .'Rightt k-ft k-ft k-ft 1 .264.17 276.75 289.42 2 280.08 277.83 275.50 3 275.92 277.33 278.75 4 1 284.75 280.17 275.58 Hope-Amundson 216003.00 Calculations by MDH BD - 74 Project Name: 216003.00 Lego Land PS Specific Title: B403_S_L2_(GL4) File Name: B403-L2-GL 470 Date of Generation: Wednesday, July 13, 2016 Envelope of Service 2 7.6 Post-Tensioning Balance Moments, Shears and Reactions - Span Moments and Shears __________ Reactions and Column. Moments ,,,Joint LReaction L;.Monent, . Moment 'Lower Upper 'Column, 'Column" k k-ft . k-ft 1 0.414 106.917 156.833 2 -0.490 -3.783 -5.847 3. 0.123 .0.169. 0.262 4 -0.196 2.188 3.923 5 ' 0.149 -111.667 -163.750 Note: Moments are reported at face of support .8- FACTOREDMOMENTS ANDREACTIONSENVELOPE . 8.1. Factored Design Moments(NotRedistributed) 8.2 Reactions and Column Moments &Span Left ''Lèft' 'Left ": Left '. "Center Center: Center ,Cehter .,Right, Right. .'Right.' -Riht Top Top BoR Bot Top Top BoL Bot Top Top' Bot Bot ."MaxT Max-C Max-T Max-C Ma T' Max-C Max-T., Max-C Max-T Max-C': Màx-T Max-C psi -psi psi psi psi psi I psi psi psi psi psi psi I 213.06 ---- -456.92 448.35 -31.84 343.93 1356.27 2 284.49 ---- -379.93 274.86 -228.54 259.70 3 277.72 -41.93 --1061.38 -1222.32 --- -398.57 316.85 -192.07 316.53 -7.91---1166.47 -1294.54 4 371.79 -1207.07 - --1419.06 --- -467.62 472.45 -8.10 255.66 '-17.01 -1157.36 -Span, . Moment Left. Moment Center Moment Right. Shear Left.. .Shear.-Right' k-ft k-ft k-ft k k 1 248.17 -250.33 384.50 -0.41 -0.41 2 . _375.08 -249.25 370.58 0.08 0.08 3 . 371.08 -249.67 373.92 -0.05 -0.05 4 380.08 -246.83 259.67 0.15 0.15 '.Span Min''. .-Middle' .rMax- _'. Middle _ .. -.Max -' Right,,,,'"Right k-ft k-ft k-ft . k-ft k-ft . k-ft 1 -471.02 13.20 897.22 511.48 -756.39 -118.73 2 -696.54 . -91.24 822.16 472.84 -671.24 3 -689.77 -88.06' 840.92 480.88 -729.12 -105.16 4 -783.65 1 -132.60 906.81 517.81 -518.65 'Joiht ',Reaction ' Reaction Moment '. - MómenL ' Moment,", Momènt Mm __ Lower Lower, Upper Upper ColumnMax Column _Mm Coli.imn_Max Colum'riMin. k k k-ft k-ft k-ft k-ft 1 96.16. 37.38 -20.28 -229.33 -29.69. -336.20 2 204.99 79.52 133.97 -77.30 .207.12 . -119.42 3 .200.05' 77.13 101.99 -115.46 . 157.70 -178.43 4 207.83 .80.85 77.80 -126.49 139.50 -226.77 5. 98.07 .37.99 249.42 25.26 365.74 37.01 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 5 . Hpe-Amundson 216003.00 Calculations by MDH . BD - 75 Project Name: 216003.00 Lego Land PS Specific Title: B403_S_L2_(GL4) .File Name: B403_L2_GL 4_70 Date of Generation: Wednesday, July 13, 2016 Span Left Max . 7 Left' . Min.... MiddIe Max. .. o 8.4 Factored Design Moments (Redistributed .,.' k% MiddIe. . . .Min :.. '.;Right . . - Max. . 7Right . . . Min '..Rëdist. ; Coef..Left ..Redist. 1. Coef Right k-ft k-ft k-ft k-ft k-ft k-ft 1 474.31 -13.06 936.00 524.71 -677.79 -104.04 0.00 13.47 2 -675.62 -103.53 843.85 473.87 -603.56 -77.20 3.85 5.41 3 -603.78 -77.28 869.53 486.84 1 -704.07 -115.52 13.47 -9.10 4 -706.42 -116.14 1 946.91 532.05 1 -522.53 -24.90 10.92 0.00 Location :From'. Quantity .Size'.:' '.Length . '' Area ,-' ft ft in2 I I TOP 0.00 3 8 13.00 2.37 1. 2 TOP 50.39 3 8 25.00 2.37 2 3 TOP 49.61 3 8 25.00 2.37 3 4 TOP 50.39 3 8 25.50 2.37 4 5 TOP 51.21 3 8 13.00 2.37 1 6 BOT 17.90 2 8 26.50 1.58 2 7 BOT 18.60 2 8 25.00 1.58 3 8 BOT 18.90 2 8 25.50 1.58 4 9 • BOT 18.20 1 2 8 .28.00 1.58 10.2 Provided Rebar 10.2.1 Total Strip Provided Rebar Span .',ID Note: Moments are reported at face of support 10- MILD STEEL -NO REDISTRIBUTION 10.1 Required Rebar 10.1.1 Total Strip Required Rebar Span Location': . From " .To As Required ,Ultimate -Minimum; .,Initial -' UBC"' ft ft in2 in2 1n2 in2 in2 i TOP 0.00 9.45 2.20 0.00 2.20 0.00 0.00 1 TOP 53.54 62.99 2.20 0.80 2.20 0.00 0.00 2 IT_... 0.00 9.30 2.20 0.23 2.20 0.00 0.00 2 TOP 52.69 62.01 1 2.20 0.00 . 2.20, . 0.00 0.00 3 TOP 0.00 9.45 2.20 0.23 2.20 0.00 0.00 3 TOP 53.54 62.99 '2.20 0.50 2.20 no . 0.00 4 TOP 0.00 9.60 2.20 1.02 2.20 0.00 , 0.00 4 TOP 54.40 64.01 2.20 0.00 2.20 . 0.00 0.00 I BOT 22.05 40.94 1.36 ' 0.65 1.36 0.00 0.00 2 BOT 21.70 40.29 1.36 0.04 1.36 0.00 0.00 3 BOT 22.05 40.94 1.36 0.26 . 1.36 0.00 0.00 4 BOT 22.40 41.60 1.36 0.65 . 1.36 0.00 0.00 10.2.2 Total Strip Steel Disposition . '..Span ID 'Lôcatiori ,. From'--- Quantity: Size:. Length __ - • ft ft 1 1 TOP 0.00 3 8 13.00 1 2 TOP 50.39 3 8 12.61 2' 2 TOP 0.00 3 8 12.39 2 3 TOP 49.61 3 8 12.39 3 3 TOP 0.00 3 8 . 12.61 3 4 TOP 50.39 3 8 12.61 4 4 TOP' 0.00 . 3 8 12.89 4 . 5 TOP. _51.21 3 8 13.00 1 6 BOT 17.90 2 . 8 26.50 2 7 • BOT _18.60 2 8 25.00' 3 8 BOT _18.90 2 8 25.50 4 .9 BOT _18.20 2 8 28.00 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 '6 ,Span 40 Lbcation: From'c: :,Quantity, :Size LengthY ._________ ft ' . .. ft ' in2 I I 'TOP _' 000 3 '8 '13.00 2.37 _- 1 2 'TOP 50.39 3 8 25.00 '2.37. 2 _' 3 TOP '49.61 .3 ..8 25.00 2.37 3 4 TOP , '50.39 ,3 8 25.50 2.37 4 5 ' _TOP . 51.21 3 8 . 13.00 2.37 1 6 BOT .14.75 1 8. 30.50 0.79 2 7 BOT ' 18.60 2 8 ' 25.00 1.58 3 8 BOT :17.90 2 8 ' 26.50 1.58 4 9 BOT 18.20 1 ''8 ' _31.00 0.79 1 10 BOT _. 17.90 1 8 27.50, 0.79 4 11 BOT , 18.20 .1 8 1 28.00 ' 0.79 11.2 Provided Rebar 11.2.1 Total Strip Provided Rebar' Hope-Amundson 2.16003'.00 Calculations by MDH BD -:76 Project Name 216003 00 Lego Land PS Specific Title B403_S_L2_(GL4) File Name: B403_L2_GL 4_70 Date of Generation: Wednesday, July 132016 11 - MILD STEEL - REDISTRIBUTED liii Required Rebar 11.1.1 Total Strip Required Rebar Sp,an', LLbôatioñ: :Froni To°" :AsRegujred . Ultimate' .Minin,umr l$. lnitia' ft ft 1n2 in2 . in2 in2 : . 1n2 1 TOP 0.00 9.45 220 0.00 2.20 . 0.00 0.00 1 TOP 53.54' 62.99 2.20 0.00 2.20 '. 0.00 0.00 2 . TOP.. 0.00 '9.30 . 2.20 ' 0.00 2.20 0.00 . 0.00 2 'OP 52.69 . 62.01 2.20 0.00 2.20 0.00 0.00 3 TOP' 0.00 .9.45 2.20 0.00 2.20 0.00 .0.00 3. - _TOP 53.54 62.99 2.20 .0.35 _'. 2.20 0.00 0.00 4 TOP 0.00 9.60 ' . 2.20 0.42 ' '2.20 0.00' 0.00 4 54.40 64.01 ,2.20 000 _. '2.20 0.00 0.00 I BOT 18.90 40.94 1.36 0.90 1.36 _' ' 0.00 0.00 2 BOT 21.70 40.29 , . 1.36 0.26 .' 1.36. ' 0.00. 0.00 3 ' BOT 22.05 40.94 ' 1.36 '0.39 . 1.36 ' 0.00 , 0.00 4 BOT 22.40 44.82. 1.36 0.90 1.36 ' '0.00 ' 0.00 11.2.2 Total Strip Steel Disposition. ..Span ill)_' :Location .From__ Quantity 'Size 'Léiigth'. ft ' ft.' .1 I TOP 0.00 _: 3 .8' 13.00 - I _' 2' . TOP ' ' '50.39 3 . 8 12.61 2 2 TOP 0.00 . 3 ' . 8 12.39 2 . 3 'TOP 49.61. 3 .. 8 12.39:. 3 3 TOP 0.00 . 3 ' 8 12.61.: 3 . 4. TOP 50.39 3 8 12.61 4 ' 4 TOP .0.00 3 8 12.89,., '4 5 TOP 51.21 . 3 .8 '13.00 1 6 BOT 14.75 ' : I 8 30.50 '1 1.10 .' BOT 17.90 1' . 8 '27.50 2 7 .BOT 18.60 2 8 25.00 3' 8 BOT' . ' .17.90 ' 2 8. 26.50 4 9 BOT , 1820 . 1 8 31.00, 4 11' 'BOT.. 18.20 1 8' 28.00 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 ' Hope-Amundson 2.16003-00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title B403_S_L2_(GL4) File Name: B403-L2-GL 4_70 Date of Generation: Wednesday, July 13, 2016 12-SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope SPAN .X/L., :?X z . Vu.I.7 ..Ratio. LReg:. ' Spácing ft in k kft in2/ft in 0.02 1.00 28.00 -93.00 . -155.85 0.89 0.052 23.62 0.05 3.15 28.00 -86.21 -35.00 0.83 0.052 23.62 0.10 6.30 28.00 -76.28 125.14 0.73 0.052 23.62 0.15 9.45 28.00 -66.32 264.82 0.78 0.052 23.62 0.20 12.60. 28.00 -56.37. 426.21 0.95 0.052 23.62 0.25 _15.75 28.00 -46.42 588.18 . 1.04 0.052 23.62 0.30 _18.90 28.00 . -36.50 719.97 0.88 0.052 23.62 0.35 22.05 28.41 -26.55 823.91 0.63 0.052 23.62 0.40 25.20 29.85 -16.59 896.27 0.37 0.000 0.00 0.45 28.35 30.71 -6.65 936.87 0.15 0.000 0.00 0.50 31.50 31.00 5.23 945.73 0.11 0.000 0.00 0.55 34.65 30.65 15.18 922.10 0.33 0.000 0.00 0.60 37.80 29.60 25.11 866.73 0.57. 0.051 23.62 0.65 40.94 28.00 35.06 : 778.88 0.84 0.052 23.62 0.70 . 44.09 • 28.00 45.01 659.57 1.07 • '0.052 23.62 0.75 • 47.24 28.00 54.95 508.30 .1.02 • 0.052 23.62 0:80 50.39 28.00 64.90 325.06 0.86 0.052 23.62 0.85 53.54 28.00 74.82 109.78 • 0.72 0.052 23.62 0.90 .56.69 28.00 84.77 -66.05. • 0.82 0.052 23.62 0.95 59.84 1 30.60 1 94.71 . -250.20 0.83 0.050 23.62 0.98 62.01 1 31.56 1 64.20 -684.60 0.90 :0.049 23.62 M . .''.Mu. ,Ratio UReg...': ?:Spacing,,. ft in k kft in2/ft in 0.02 1.00 31.55 -60.46 -682.39 0.89 0.049 23.62 0.05 3.10 30.60 -90.53 -259.21 0.80 0.050 23.62 0.10. 6.20 28.00 -80.74 -88.74 0.78 0.052 23.62 0.15 9.30 - 28.00 -70.95 • 85.42 0.68 0.052 23.62 0.20 2.40 - 1 28.00 -61.16 283.94 0.76 • 0.052 23.62 0.25 5.50 - 28.00 -51.37 451.53 •• 0.92 0.052 23.62 0.30 • 8.60 - 28.00 -41.58 588.92 • 0:96 0.052 23.62 0.35 21.70 28.00 -31.82 701.14 0.77 0.052 23.62 0.40 24.80 29.60 -22.02 782.57 0.50 0.051 • 23.62 0.45 27.90 30.65 -12.24 832.77 0.27 0.000 0.00 0.50 31.00 31.00 -2.44 851.97 0.05 0.000 0.00 0.55 34.09 30.65 11.33 840.89 0.25 0.000 0.00 0.60 • 37.20 . 29.60 21.13 798.07 0.48 0.000 0.00 0.65 40.29 28.00 30.92 724.91 0.74 0.052 23.62 0.70 43.41 28.00 40.71 620.74 0.98 .0.052 23.62 0.75 • 46.49 • 28.00 50.47 490.95 0.98 0.052 23.62 0.80 49.61 28.00 60.26 330.89 0.86 0.052 • 23.62 0.85 52.69 28.00 70.05 139.76 0.67 0.052 23.62 0.90 55.81 28.00 79.86 -24.30 • 0.77 0.052 . 23.62 0.95 58.89 30.60 89.63' -187.23 0.79 • 0050 • 23.62 0.98 60.99 31.55 96.24 -308.67 0.82 0.049 23.62 BD-77. .: . S email: Support@Adaptsoft.com website: http:llwww.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tél: (650) 306-2400 Fax(650)364-2401- 8 Hope-Amundson 216003.00 Calculations by MpH Project Name: 216003.00 Lego Land PS Specific Title: B403_S_L2_(GL4) File Name: B403-L2-GL 4_70 Date of Generation: Wednesday, July 13, 2016 SPAN 3 _______ _______ _______ X/L3..X. • /'dL ;--. Vu '.Mu • ft in k kft ' Ratioi Reg - ' 'Spacing in2/ft in 0.02 1.00 31.56 -97.48 -308.82 0.83 0.049 23.62 0.05 3.15 30.60 -90.69 -182.87 0.80 . 0.050 23.62 0.10 6.30 28.00 -80.76 -15.41 0.78 0.052 23.62 0.15 9.45 28.00 -70.82 148.91 0.68 0.052 23.62 0.20 12.60 28.00 -60.87 345.66 ' 0.89 . 0.052 23.62 0.25 15.75 28.00 -50.92 510.30 1.01 0.052 23.62 0.30 18.90 28.00 -41.00 643.55 0.99 0.052 23.62 0.35 22.05 28.00 -31.05 750.09 0.75 0.052 23.62 0.40 25.20 29.60 -21.11 824.65. 0.48 0.000 0.00' 0.45 1 28.35 30.65 -11.16 867.47 0.25 0.000 0.00 0.50 31.50 31.00 '2.57 878.55 0.06 0.000 0.00 0.55 34.65 30.65 12.52 857.14 0.28 0.000 0.00 0.60 37.80 29.60 22.46 803.98 0.51 0.051 23.62 0.65 40.94 28.00 32.40 718.86 0.78 0.052 23.62 0.70 44.09 28.00 42.35 601.77 0.98 0.052 23.62 0.75 1 47.24 28.00 52.30 458.99 '0.93 0.052 23.62 0.80 50.39 28.00 62.24 284.31 0.76 0.052 23.62 0.85 53.54 28.00 72.17 77.81 0.69 ' ,0.052 23.62 0.90 56.69 28.00 82.11 -92.51 0.79 0.052 23.62 0.95 59.84 30.60 92.06 -269.32 0.81 0.050 23.62 0.98 62.01 31.56 1 '61.61 '-711.11 0.92 0.049 23.62 :-.Vu _' MU:. '''Ratio.'. 'YReg.__.:' Spa'cing' ft in k kft 1n2/ft. in 0.02 1.00 31.56 -65.03 -713.47 0.93 0.049 23.62 0.05 3.20 30.60 -95.70 -261.35 0.84 0.050 23.62 0.10 6.40 28.00 -85.62 -72.09 0.82 0.052 23.62 0.15 9.60 28.00 -75.52 103.14 0.73 0.052 23.62 0.20 12.80 , 28.00 -65.42 323.88 0.86 0.052 23.62 0.25 16.00 28.00 -55.31 511.85 1.03 0.052 23.62 0.30 19.20 28.00 -45.21 666.66 .08 0.052 23.62 0.35 22.40 28.00 -35.10 788.48 0.84 0.052 23.62 0.40 25.60 29.60 -25.00 . 877.81 0.57 .0.051 23.62 0.45 28.80 30.65 -14.91 933.18 0.33 0.000 0.00 0.50 32.00 31.00 -4.81 956.07 0.10 0.000 ' 0.00 0.55 35.20 30.71 7.15 946.47 0.16. 0.000. 0.00 0.60 .38.39 29.85 17.27 903.65 "0.39 0.000 0.00 0.65 41.60 .28.41 27.36 827.61 '0.65 0.052 , 23.62 0.70 44.82 28.00 37.47 718.49 0.90 0.052 23.62 0.75 48.00 28.00 47.57 581.91 . 1.04 0.052 23.62 0.80 51.21 28.00 57.65 413.14. 0.93 0.052 23.62 0.85 54.40 28.00 67.78 255.74 '0.76 0.052 23.62 0.90 57.61 28.00 1 77.86 110.52 ' 0.75 0.052 23.62 0.95 60:79 • 28.00 • 87.96 -55.61 0.85 0.052 23.62 0.98 .62.99 28.00 57.54 -527.72 1 0.92 0.052 23.62 BD-78, SPAN 4 Note :Wu" is related to the load combination which produces the maximum"Ratio" Note:Sections with ****have exceeded the maximum _allowable shear stress. . 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 9' Hope-Amundson 21600300 Calculations by MDH BD 779 Project Name 216003 00 Lego Land PS Specific Title B403_S_L2_(GL4) File Name B403_L2_GL 4_70 Date of Generation Wednesday July 13 2016 S 14- DEFLECTIONS j4• Maximum Span Deflections _________ _________ _________ -,• .Span.c *.SW: SW,+PT4i SW+IT+ SDL SW+PT+SDL +Crep -: ' in- in in - in in in -1. 0.45 -0.07 0.10 0.35(2155) 016(4697) .. 0.00(*****) .0.51(1477) 2 .0.24 0.00 0.02 0.06(11799) 0.11(6612) 0.00(*****) 0.17(4263) 3. - 0.28 0.01 0.03 - 0.12(6470) -0.12(6163) 0.00(*****) - 0.24(3173) -4 0.47 0.08 :0.11 0.38(1997) 0.17(4637) 0:00(*****) 0:55(1397) Hope-Amundson 21,6003.00 ' Calculations by' MDH BD-80 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: "06-24-2016' Time: '' l009" File:B403R_L3_GL4JO 1 - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B403R_L3_(GL4) 1.2 Load Case: Envelope ' _' ft1 (j) 6200 63.00 6400 :cIn 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3#8X13'0 . , (3#8x25 ' ®3#8X20" ®3#8X25 .nX 4 TENDON PROFILE 41 Datum Line 4.2 CGS Distance A[in] 27.00 4.00 32.00 4.00 . 32.00 ' 6.00 32.00 4.00 ' 27.00 '4.3 Force A . ' (294.8 Sips)' [2948 5Jp5( ' 1294.8 klps) 1294.8 SIps) Ill Tendons =_294.8 k/26.8 4:6 CGS Distance B[in] 4.7 Force B 4.10 CGS Distance G[m] 4.11 Force C BOTTOM REBAR 5.1 ADAPT selected , ' 8'6 • ' 5.2 ADAPT selected C1#8X30 (2#8X20" .,, ®2#8X26'& ' , ®2#8X27'0' ' 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max ' 2.20 ' 2.20 2.20 2.20 [~ required 0 kil provided 01~~ 6.2 Bottom Bars , max ' 1.36 1.36 ' 1.36 1.36 7-SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [in] ' 23.5 23.5 23.5 23.5 , 23.5 ' 23.5 23.5 23.5 7.2User-selected [-------------------------------------'-----------------1 Size# Legs: -' Bar ' ' . -'-------------- -- 7.3, Required area HIHHH flHHfiTh' EHHHi T HTftH1L" 0.057 1.8 -LEGEND , -i Stressing End ' ' -I Dead End 9- DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) ' f= 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNER'S NOTES ' , S Joint Suppórt Wid LC. Length' .B(DlA) .D LC' % LC. 11%' J. CBCLC Lent' B(DIA.);'.D'U,C UC %UC CBCLC in ft . in in ' ' ' ft in' . in 1 24.0 . 8.4 .30.0 24.0 70 (1) .2 '24.0 . 8.4 30.0 24.0 70 ' ,IJC .....' (1) 3. 24.0 8.4 30.0 24.0 70 ' (1) 4 240 . 8.4 30.0 24.0 70 ' (1) 7.3 30.0 . 24.0 100 ' (1) 5 24.0 8.4 36.0 24.0 70 (1) 7.3 36.0 , 24.0 100 (1) 2.7 Support Width-and Column Data 1.• Hope-Amundson 216003 00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B403R_L3_(GL4) File Name: B403R_L3_GL 4_70. Date of Generation: Wednesday, July 13, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS Pei ámeter.. . •.. Value 'Parameter, Concrete Fy (Shear reinforcement) 60.00 ksi Pc for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP 1.25 in Pci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS ' 5000.00 psi . Post-tensioning Ec forBEAMS/SLABS" 4031.00 ksi " SYSTEM UNBONDED ForCOLUMNS/WALLS 4031.00 ksi Fpu 270.00 ksi CREEP factor 2.65 Fse . 175.17 ksi CONCRETE WEIGHT NORMAL Strand area 0.153 in 2 UNITWEIGHT' 150.00pcf ' Min CGS from TOP . 3.00 in Tension stress limits / (f'c)1/2 Min CGS from BOT for interior spans 4.00 in At Top' 7.500. Min CGS from BOT for exterior spans '4.00 in At BOttom. 7.500 Min average precompression 125.00 psi Compression stress limits / ft Max spacing / slab depth. 8.00 At all locations ' 0.450 Analysis and design options Tension stress limits (initial) / (fc)1/2 . Structural system BEAM At Top 3.000 Moment of Inertia over support is NOT INCREASED At Bottom 3.000 Moments reduced to face of support .. YES Compression stress limits (initial) / ft .Moment Redistribution YES At all locations 0.600 Effective flange width consideration ' _YES Reinforcement .. Effective flange width implementation method ACI-31 8 Fy (Main bars) ' , . 60.00 ksi DESIGN CODE SELECTED American-AC1318 (2011)/lBC 2012 '2- INPUT 'GEOMETRY 2.1 Principal Span..Data of Uniform Spans Span Form Length.'Width. .Depth TF,Wdth. IF: Thick BF/MF Width BF/MF', Rh. Thick\ Right Left Mult. ft in in in ' in in in ' in 1 2 63.00 14.00 35.00' 216.00 5.00 . 35.00 0.50 0.50 2 2 62.00 14.00 35.00 216.00 '5.00 35.00 0.50 0.50 3 2 63.00 14.00 35.00 '216.00 .5.00 35.00 0.50 0.50 4 2 64.00 14.00 35.00 216.00 5.00 35.00 ' 0.50 0.50 2.3 Effective Width Data of Uniform Spans 'Spàn. .Effective Width:. in I ' 94.00 2 . _' 94.00 3' . . 94.00' 4 ' 94.00 '-- 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 BD- 82. Hope-Amundson 216003 00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B403R_L3_(GL4) File Name: B403R_L3_GL.4_70 Date of Generation: Wednesday, July 13, 2016 3-INPUT APPLIED LOADING 3.1 Loading As Appears in Users input Screen NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W = 150.0 pcf NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.2. Compiled _loads Span-- Class 'Typef . !P2.' 1 .. . A .: Reduction Facto( k/ft k/ft k k-ft . ft ft ft LL U 0.720 . 0.000. _1_ SDL U 0.108 _1_ SW U 1.562 . . 2 LL U 0.720 . . 0.000 2 SDL U 0.108 2 SW U 1.562 3 LL U 0.720 . •0.000 3 SDL U 0.108 :3 SW U 1.562 4 LL U 0.720 0.000 4 SDL U 0.108 4 SW U 1.562 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers Span Area Yb..: . Yt I' .R 4Yb 'Yt in2 in in in 1n4 in in 1. . 1500.00 27:60. 7.40 94.00 0.1004E+06 24.24 10.76: 2 1500.00 27.60 7.40. 94.00 0.1004E+06 24.24 10.76 3• 1500.00 27.60 7.40 94.00 0.1004E+06 . 24.24 10.76 4 1500.00 . 27.60 7.40 1 94.00 0.1004E+06 24.24 . 10.76 'I 5- MOMENTS, SHEARS AND REACTIONS. . . 5.1 Span Moments and Shears Excluding Live Load) . . Momént Moment Midspan Moment 1 Right Shear Left Shear Left k-ft Right. k-ft k-ft k k Z-,Span',,.Case W -342.03 313.58 -581.20 -45.42 53.01 W -527.03 241.08 -492.36 -49.00 4788 W -505.44 258.59 1 -527.77 -48.86 49.57 w. . . . email: Support@Adaptsoft.com website: http://www.Ada'ptsoft.com . . . . . . . 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 . 2 . Hope-Amundson 21600.3-00 Calculations by MDH -BD- 83 Project Name: 216003.00 Lego Land PS Specific Title: B403R_L3_(GL4) File Name B403R_L3_GL 4_70 Date of Generation Wednesday July 13 2016 4 SW -564.63 288.47 -458.43 -51.66 48.34 1 SDL -23.64 21.67 -40.17 . -3:14 .. 3.66 2 . 'SDL -36.43 16.66 -34.03 . -3.39 3.31 3 SDL -34.94 17.87 -36.48 -3.38 3.43 4 SDL -39.03 19.94 -31.69. -3.57 3.34 1 XL 0.00 0.00 0.00 1 0.00 0.00 2 XL 0.00 0.00 0.00 0.00 0.00 3 XL 0.00 0.00 0.00 0.00 0.00 4 XL 0.00 0.00 0.00 0.00 0.00 5.2 Reactions and Column Moments (Excluding Live Load) '-Joint: Load Case :.Reaction' , - .,Moment Lower Column .UpperColumn k k-ft k-ft I SW 45.42 -342.04 0.00 2 '5W 102.01 54.16 0.00 3 . SW .. 96.74 -13.08 0.00 4 SW 101.23 -13.87 . -22.99 '5 SW 48.34 . 172.53 285.91 1 SDL 3.14 -2364 . 0.00 2 SDL 7.05 3.74 0.00 - 3 . SDL . . 6.69 -0.90 0.00 .4 SDL 7.00 . -0.96 5 SDL . 3.34 .11.92 19.76 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 5.3 Span Moments and Shears (Live Load) 5.4 Reactions and Column Moments (Live Load) . . 'Span ' 'Moment" I Moment Moment IwMombnt..I.4MonientJ Môment . Shear ' Shear .?1 Left Max CLeft Mun. Midspan Midspá Mm Right Mix, Right Mmn. Left' .. Rig Max' k-ft k-ft k-ft k-ft k-ft k-ft k k 1 -180.80 23.19 165.73 -21.23 -276.35 -56.47 -22.34 24.61 2 -268.30' -47.10 153.01 -41.92 -260.30 -31.75 -24.04 23.80 3 -257.28 -43.52 149.27 1 -30.11 273.22 -6.81 -23.56 24.40 4. 1 -265.14 -33.35 143.79 1 -10.87 1 -228.54 17.30 -23.92 23.16 :Joint' Reaction. Reaction Momeht. , -Moment -..' Moment ' :Moment,'.. ; Max - ,,Mmn Lower' ' ',;,Lower Upper Upper Column Max Column Min Column Max Column Mm k k k-ft k-ft k-ft k-ft 1 22.34 -1.41. 23.19 -180.80 0.00 0.00 2 48.65 22.05 ' 155.06 .-130.10 0.00 0.00 3. 47.36 20.68 136.74 142.77 0.00 . 0.00 4 48.31 22.18 74.27 -80.67 123.08 -133.68 5 23.16 -0.88 86.01 -6.51 142.54 '-10.79 '6 --MOMENTS REDUCED TO FACE OF SUPPORT 6.1 Reduced Moments at Face of Support (Excluding Live Load), Spän Load Moment email: SupportAdaptsoft.com websitë: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City,' California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 3 :"Mornent Mome'nt. - f' .dás'.Léft Midsañ k-ft k-ft k-ft 'tRight" _____ 1 SW -297.42 313.58 -529.00 2 SW -478.83 241.08 -445.25 3 SW -457.33 258.58 -479.00 4 SW -513.75 288.50 410.83 .1 SDL -20.56 21.68 -36.56 2 SDL . -33.09. 16:67 -30.77 3 SDL -31.62 17.88 -33.11 4 SDL -35.51 19.94 -28.40 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 .0 XL 0.00 000 Hope-Amundso 216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B403R_L3_(GL4) File Name: B403R_L3_GL 4_70 Date of Generation: Wednesday, July 13, 2016 .Spap. MornentLeft Moment Left Mornen Momnt' Ornen . oftent. Max - Min Mid span Midspan Mm 3Right Max Right Mm k-ft k-ft k-ft 0 0 k-ft k-ft . k-ft• 1 -158.83 21.78 165.75 -21.23 -252.08 -55.26 2 -244.58 -46.93 153.00 -41.92 . -236.83 -32.02 3 -234.08 -43.00 149.25 -30.12 -249.17 0 -755 4 0 -241.58 -32.60 143.83 00 -10.87 . -205.75 1642 6.2_ Reduced Moments at Face of Support (Live Load) 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES . 0 7.1 Tendon Profile ITendonA -:Span. 'Type.. X1/Lr- TX2/L' X3/L--"1 A/L.T. 1 1 0.100 0.500 0.100 O 2 1 0.100 0.500 0.100 3 1 0.100 0.500 0.100 .... -- 4 1 0.100 0.500 0.100 0 7.2 Selected Post-Tensioning Forces and Tendân Drape Tendon A .Span Force C.GSLeft' Z, CGS C1 CGS CZ?, CGSRight P/A' ..Wbàl .WBal(%DL) k in in in in psi 0 k/- 1 294.800 27.00 -- 4.00. 32.00 196.53 1.263 76 2 294.800 32.00 0 -- 4.00 32.00 1196.530 1.432 . 86 30 294.800 32.00 . 6.00 32.00 196.53 1.287 77 294.800 32.00 --- 4.00. 1 27.00 196.53 1.224 73 0 All Tendons ..Span' 'Fôtcë 'TotãlP/Am 'TätalWBal. 0 0 k psi 1 294.8 196.53 76 . O 2 294.8 0 196.53 86 3 294.8 196.53 77 0 4 2940.8 196.53' 1 73 0 0 0 Approximate weight ofstrand: :1441.3 LB. 7.4 Required Minimum-'Post-Tensioning Forces Based on Stress Conditions . Based on Minimum P/A . Type Left. ...Center Right Left' "Center Right" . k k k.0 k k 'k 0,S . 0 . email: Support@Adaptsoft.com 0 website: http://www.Adaptsoft.com 0 0 0 1733 Woodside Road, Suite 220, Redwood Cit', California, 94961, USA, Tel: (650) 306-2400 Fax (650) 364-2401 0 4 7.5 Service Stresses (tension shown positive) Envelope of Service I ."Span- Left. 4ft• cLeft Left. Top ' Top Bot Bot :Max-T :MaxC M3x-T Max-C. Certer-, Center Center: :Center, 'Right .Right. Right. Right Top Top Bot Bot Top Top Bot Bot., : Max-T. Max-C: .Max-T TMax-C. .Màx-T Max-C .MaxT. Max-C psi psi psi psi psi psi psi psi psi psi psi psi 1 -88.24 -440.55 - -257.91 - -58.23 - 2 -80.66. -457.65 ----- -174.91 -245.25 - -95.76 -423.61 3 -62.59 -498.36 -227.27 - -127.28 . -28.12 -32.24--566.74 4 -9.07 --618.96 -251.33 - -73.05 - -32.59 -576.04 -565.95 Hbpe-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: B403R_L3_(GL4) File Name: B403R_L3_GL 4_70 Date of Generation: Wednesday, July 13, 2016 1. 49.08 263.77 202.24 187.50 187.50 187.50 2 176.51 196.07 160.87 187.50 187.50 187.50 3 170.31 223.31 192.58 187.50 187.50 187.50 4 200.52 237.84 147.56 187.50 187.50 .187.50 BD-85. Envelope of Service 2 "Span' 'Lèft' - --. Top MaT, Lèftt .1 Top , 'Max-C. Left'. Bot . Max-T. .Leftr - ., Bot :Mx-C Center: - Top , Max-T .Cèñtér Top :MaxC Center . Bot .Max-T. Center Bot :Max.0 '.Right ' . Top Max-T RighL' . Top Max-C's Right. , - Bot Max-i. ;Right Bot Max-C.. psi psi psi psi psi psi psi psi psi psi psi . psi 1 . 115.99 -116.25 _ -471.01 421.96 -119.75 291.89 1297.14 2 233.83 -20.31 -371.66 198.08 -366.70 208.76 -54.58 3 238.40 -7.30 -900.76 -1166.31 - -419.20 305.22 -214.53 292.27 -18.40 -1109.82 4 301.56 -1176.60 1318.93 - -436.22 343.57 -104.53 231.96 -53.70 -1297.99 -1162.10 . 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments and Shears Reactions and Column Moments Span- Moment _Left MomentCenter Moment_Right -' _Shear Left -.:Shear Right k-ft k-ft k-ft k k 1 233.75 -287.50 437.75 -1.34 -1.34 2 421.83 . -274.58 397.67 0.40 0.40 3 384.75 -252.58 381.17 0.06 0.06 4 .403.50 -265.75 311.75 -0.49 -0.49 Jóint - .Reaction , - T.Mornènt Lower Column Moment,' Upper Column k k-ft k-ft 1 1.341 250.000 0.000 2 -1.744 1 -16.808 0.000 3 0.343 -12.767 0.000 4 0.552 • 8.297 13.750 5 -0.492 -124.083 1 -205.667 'Note: Moments are reported at face of support . . . . . 8- FACTORED MOMENTS AND REACTIONS ENVELOPE 8.1_ Factored Design Moments(NotRedistributed) . - . email: SupportiAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road; Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 5. ,Span 'Left;.. '-Max____.. , Left '' Mm . 'Middle. Max '.,Middle Min _______. '..',Right.' Max___.: : Right Mm k-ft k-ft k-ft k-ft k-ft k-ft 1 -384.37 15.01 959.76 541.41 -748.84 -87.16 2 -688.39 -63.21 859.35 .496.81 -657.00 -60.62 3 1 -681.36 -83.47 1 848.63 483.55 -736.95 -104.35 4 1 -746.89 -109.46 1 914.26 543.23 -527.03 1 2.81 Jóint Reation ': 'Rèàctiôn 'Moment Moent,'rMoment .;Mdment Max in r4pri ower Lower ' Upper 4Uppèr Coki'mn Max Column:MinCölUthn:Ma* Côkirnñ.Min k k ' . k-ft k-ft k-ft k-ft 1 95.36 37.43 -21.74 . -478.10 0.00 0.00 2 206.96 ..79.30, 300.82 -155.45 : 0.00 0.00. 3 200.23 , 77.21 .189.25 -257.95' 0.00 0.00 4 207.68 80.96 109.34 -138.57 181.19 -229.61 5 98.58 '37.92 234.83 '12.98 389.14 . 21.51 1 8.4 Factored Design Moments (Redistributed Span Léft. 'Lefti 1 Middie; 'NMiddie .Right .Redist. édst. Mm Max Z w "Mmr' Coef Left Cof Right k-ft 'k-ft 'k-ft ' k-ft ,' ' k-ft ' k-ft 1 . -386.81 15:33 . 995.67 ' , 552.09 -669.62 ' -77.58 . 0.00:1 1 12.06 2. :-667.72 ' -71.50. , 862.61 494.20 '-605.65 ' -68.59 3.89 . -12.06 3 -605.23 . -74.15 873.84 ' 497.58 ' -666.39 -97.17 . 12.06 ' 7.76 4 . -667.85' -97.41 ' 948.47 555.33 ' -530.87 . 3.10 . 11.65. 0.00. Span , Location,: Forn'4 r To' As Required Ultiriate Minimum ft , ft ' in2 '. in2 , in2 , ' in2 . '' in2 1' . TOP 0.00 . , 9.45 "' 2.20 . 0.00 ' 2.20 '' " 0.00 ' 0.00 I ' TOP 53.54 ' 62.99 ' . ' 2.20 ' 0.31 ' , 2.20 ' 0.00'' ' ' '0.00 .2 ' TOP 0.00 _, .9.30 2:20 0.00 , 2.20 '0.00 ,0.00 2. TOP 52.69_. '62.01 , 2.20 0.00 2.20 . 0.00 .0.00 3 ' TOP ' ' ' 0.00. ' ' 9.45 ' : 2.20' ' :0.00 . 2.20 : .',' 0.00 0.00' 3 ' 'TOP' 53.54 '. . 62.99 2.20, . 0.17 '2.20 . 1nitiàIi,.... 0.00 '.' .0.00 .4- TOP . ' 0.00 9.60 ' 2.20 ' .0.24 ' 2.20 ' '0.00 , 0.00 4 'TOP 54.40' :64.01 . 2.20 '.0.00 2.20 . '0.00 '' 0.00, _1_ BOT . .:18.90 . 40.94" 1.36: 0.47 :' 1.36 ' 0.00 0:00 2' BOT ,21.70 40.29 ' 1.36 ' 0.00' . 1.36' ' 0.00 0.00 '3 BOT 22:05 40.94 ,,'1.36: ' 0.15 ' 1.36' 0.00 . , 0.00 4 BOT ' 22.40 41.60 . 1.36 0.18 ' 136 0.00 . ' 0.00 Hope-Amundson 216003 00 Calculations by MDH BD - 86 Project Name 216003 00 Lego Land PS Specific Title B403R_L3_(GL4) FileName: B403R_L3_GL470 Date of Generation: Wednesday, July 13, 2016 8.2 ReactiOns and Column Moments 8.3 Secondary Moments :SPan Left. .Midspah.,,, _,Right.Y k-ft ' k-ft k-ft 1 251.33 : 292.25 333.17 .2 ' .317.25 305.25 293.17 '3 279.92'. 278.08 " 276.25 '4 298.75 . 314.00 329.25 .10 .2 Provided Rebar 10.2.1 Total* trip. Provided Rebar } Span lD Location From's Quantity Smze' 9Length1... . Area, ft ... ' ' ' ft in2 email Support@Adaptsoft corn website hftp-/Iww%y.Adapt§oft.com 1733 Woodside Road, Suite 220, Redwood 'City, California, 94061, USA,' Tel: (650) 306-2400 .Fax'(650) 364-2401 ' 6 .:SpaniD:. bcatioh Qüahti''Size tILeñgthr 'Area ft . ..- 'ft. in2 1 1 TOP - 0.00 3 - 8 13.00 2.37 I 2 TOP 50.39 3 . 8 25.00 2.37 11.2 Provided Rebar 11.2.1 Total Strip Provided Rebar. 'Hope-Amundson 21600300 Calculations by MDH BD -87 I Project Name 216003 00 Lego Land PS Specific Title B403R_L3_(GL4) 'File Name: B403R7L3_GL 4_70 Date of Generation: Wednesday, July 13, 2016 1 .1 TOP 0.00 . 3 8 13.00 2.37 1 .2 TOP 50.39 3 8 25.00 2.37 2 3 TOP 49.61 3 8 25.00. 2.37 3 4 . TOP' 50.39 3 8 25.50: 2.37 4 . 5 TOP 51.21 3 8 13.00 237: 1 . 6 BOT : 14.75 1 8 . 29.50 0.79 2. .7 BOT 18.60_. . 2 8 25.00 1.58 3 , BOT 18.90 2 8 25.50 . 1.58 4 . 9 BOT 19.20 :. 2 8 . .26.00 1.58 1 . 10 BOT :17.90 1 8 26.50 0.79 1O.2.2Totai Strip Steel Disposition 'Spän :ID t Location 'From Quäntit" Sizé Lèiigth. ft . ., ft I 1..- I TOP 0.00 3 8 13.00: 1 2 TOP 50.39 . 3 . 8 12.61 2. 2 . TOP 0.00 . 3 .8 12.39 2 3 TOP 49.61 : 3 . 8 _12.39 3 3 TOP 0.00 3 8 . _12.61 3 . 4 TOP . . 50.39 . 3: . 8 12.61 4 4 TOP 0.00 3 8 12.89. 4 .5 TOP . 51.21 3 .. .8 1300.' 1_ 6 BOT; 14.75 _1_ 8 . 29.50 _1 W BOT .17.90 1 ..' 8 26.50 2 7 BOT . 18.60' 2 8 . 25.00 3 8 BOT . 18.90 . 2 8 25.50- 4 . 9 1 BOT 19.20 2 . : 8 26.00 I. -Span-,-Location From' :!To 7 4' As Required Ultimàte't .Minimum. nitiaL'.J :UBC - . . ft . : ft . in2 - in2 1n2 in2 . 1n2 I TOP . .000 9.45 2.20 0.00 ' 2.20.' 0.00 0.00 1 .TOP ' 53.54 .62.99 2.20 0.00 . 2.20 .0.00 : . 0.00 2 . TOP.. ..- .000 . 9.30 . . 2.20 .. 0.00 . 2.20 . 0.00 . . 0.00 2 . . TOP 52.69 . 62.01 2.20 : 0.00 . 2.20 H . 0.00 - 0.00 3 TOP .0.00 9.45. 2.20 0.00 . 2.20 .. 0:00 . 0.00. 3 TOP 53.54 62.99 '2.20 . 0.00 2.20 0.00 . :0.00 4 .TOP '0.00 9.60 2.20 0.00 2.20: r . 0.00 . 0.00 4 . TOP . 54.40 64.01 2.20 . . 0.00 2.20 . 0.00 . 0.00 1. BOT 18.90 40.94 . p1.36 0.72 .36 . . : 0.00 . 0.00 2 BOT .21:70 : 40.29 1.36__- 0.00 . .36. . 0.00 . 0.00 3 . . _BOT 22.05 .40.94 1.36 0.31. .36 0.00 0100 BOT .. 22.40. 41.60.: 1.36 . . 0.47 1.36. 0.00 0.00 email: Support@Adaptsoft.com website: http:I/www.Adaptsoft.com :. 1733 Woodside Road, Suite 220, Redwood City California, 94061, USA, Tel: (650) 306-2400 Fax(650)364-2401 Hope-Amundson 216003 00 Calculations by MDH BD - 88 Project Name: 216003.00 Lego Land PS Specific Title: B403R_L3_(GL4) File Name: B403R_L3_GL 4_70 Date of Generation: Wednesday, July 13, 2016 2 3 TOP 49.61 3 8 25.00 2.37 3 4 TOP 50.39 3 .8 25.50 2.37 4 5 TOP 51.21 3 8 13.00 2.37 1 6 BOT 14.75 1 8 30.50 0.79 2 7 BOT 18.60 2 8 25.00 1.58 3 8 BOT ' 17.90 2 8 26.50 _1.58 4 9 BOT 19.20 2 . 8 27.00 1.58 1 10 1 BOT 17.90 .1 8 27.50 0.79 11.2.2 Total Strip Steel Disposition ,.Span :...ID' Location From Quàntit Size' Length ft ft . 1 1 TOP 0.00. 3 8 .13.00 1 2 TOP 50.39 3 8 12.61 2 .2 TOP 0.00 3 . 8 12.39 2 3 TOP .49.61 3 8 . 12.39 3 3 . TOP 0.00 3 . 8 12.61 3 4 TOP 50.39 3 8 . 12.61 4 4 TOP 0.00 3 8 12.89 4 . 5 TOP 51.21 3 8 13.00 1 6 BOT 14.75 1 8 30.50 1 10 BOT 17.90 1 . 8 27.50 2 7 BOT 18.60 2 . 8 25.00 3 8 BOT 17.90 2 8. 26.50 4 9 BOT 19.20 2 . 8 27.00 12- SHEAR REINFORCEMENT . , 12.1 Shear Calculation Envelope '. SPAN c)ULOZ X Y d.::' . -Vu 7tMu. . Ratió..- Reg. " Spacing: ft in k . kft in2/ft in 0.02 1.00 28.00 -92.19 -96.49 0.89 0.057 .23.62 0.05 3.15 28.00 -85.42 22.06 0.82 0.057 23.62 0.10 ' 6.30 28.00 -75.47 178.66 0.73 0.057 23.62 0.15 9.45 28.00 -65.55. 314.95 '0.90 . 0.057 23.62 0.20 12.60 28.00 -55.60 503.13 . .1.08 0.057 23.62 0.25 . 15.75 28.00 -45.64 660.16 1.10 0.057 23.62 0.30 18.90 28.00 -35.69. 791.43 0.86 0.057 23.62 0.35 22.05 28.41 . . -25.74 893.31 0.61. 0.057 . 23.62 0.40 25.20 29.85 . -15.82 962.71 0.36 : 0.000 0.00 0.45 28.35 30.71 -5.88 ' 1000.36 0.13 0.000 0.00 0.50 ' 31.50 31.00 6.62 1005.53 0.14 0.000 0.00 0.55 34.65 30.65 16.56 . 979.69 0.36 ' 0.000 0.00 0.60 37.80 29.60 26.51 921.37 0.60 0.056 23.62 0.65 40.94 28.00 36.45. 830.56 . 0.88 0.057 23.62 0.70 44.09 28.00 46.40 708.37 1.12 0.057 - 23.62 0.75 ' 47.24 28.00, 56.35 .. 554.30 1.10 0.057 23.62 0.80 1 50.39 28.00 66.27 368.10 . 0.96 0.057 . 23.62 0.85 53.54 28.00 76.22 149.94 0.73 0.057 . 23.62 0.90 56.69 1 28.00 . 86.16 -63.19 0.83 0.057 23.62 0.95 59.84 1 30.60 96.09 -250.57 0.85. 0.055 23.62 0.98 62.01 1. 31.56 64.67 -676.33 0.89 0.054 23.62 'SPAN2 . . . XIL "4 X d Vu - .. Mu - Ratio . Reg' . Spacing ft - in k I kft I . in2/ft I in 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 8 Hôpe-Amundson 216003.00 Calculations by MDH BD - 89 Project Name: 216003.00 Lego Land PS Specific Title: B403R_L3_(GL4) File Name: B403R_L3_GL 4_70 Date of Generation: Wednesday, July 13, 2016 0.02 1.00 31.55 -60.44 -674.41 0.88 0.054 23.62 0.05 3,10 30.60 -91.14 -263.27 0.80 0.055 23.62 0.10 6.20 28.00 -81.37 -93.98 0.78 0.057 23.62 0.15 9.30 28.00 -71.56 120.71 0.69 ,0.057 23.62 0.20 12.40 28.00 -61.77 315.83 0.83 0.057 23.62 0.25 15.50 28.00 -52.00 479.88 0.97 0.057 23.62 0.30 18.60 28.00 -42.21 616.09 . 1.00 .0.057 23.62 0.35 1 21.70 28.00 -32.43 726.31 0.78 0.057 23.62 0.40 24.80 29.60 -22.64 805.46 0.52 0.056 23.62 0.45 27.90 30.65 -12.84 854.18. 0.28 0.000 0.00 0.50 31.00 31.00 -3.07 871.16 0.07 0.000 0.00 0.55 34.09 30.65 11.83 857.87 .0.26 0.000 0.00 0.60 .37.20 29.60 21.63 812.84 0.49 0.000 0.00 0.65 40.29 28.00 31.41 737.61 0.76 0.057 23.62 0.70 43.41 28.00 41.20 631.22 0.99 0.057 23.62 0.75 1 46.49 28.00 50.99 499.07 0.99 0.057 23.62 0.80 • 49.61 28.00 60.78 338.94 0.88 0.057 23.62 0.85 52.69 28.00 70.55 147.95 0.68 0.057 23.62 0.90 .55.81 28.00 80.33 -50.56 0.77 0.057 23.62 0.95 58.89 30.60 90.12 -214.76 0.79 0.055 23.62 0.98 60.99 31.55 1 96.76 1 -337.10 0.83 0.054 23.62 SPAN X1. :.c 1 ..Vu;. Mu ' .' '..'Ratio Reg. 7, Spacing.' ft in • k kft in2/ft in 0.02 1.00 31.59 -97.17 -337.91 0.83 0.054 23.62 0.05 3.15 30.70 -90.37 -209.89 0.79 0.055 23.62 0.10 6.30 28.00 • -80.45 -39.37 0.77 0.057 23.62 015 9.45 28.00 -70.50 175.49 0.69 0.057 23.62 0.20 12.60 28.00 -60.55 369.65 0.99 0.057 23.62 0.25 15.75 28.00 -50.61 532.00 1.09 0.057 23.62 0.30 18.90 28.00 -40.66 663.93 0.98 0.057 23.62 0.35 22.05 28.00 -30.72 . 766.33 0.74 0.057 23.62 0.40 25.20 28.00 -20.78 837.20 0.50 0.000 0.00 0.45 28.35 28.67 -10.85 875.59 0.25 0.000 0.00 0.50 31.50 29.00 3.26 . 882.24 0.08 0.000 0.00 0.55 34.65 28.67 13.21 857.14 0.31 0.000 0.00 0.60 37.80 28.00 23.13 800.29 0.56 0.057 23.62 0.65 40.94 28.00 33.10 711.03 0.80 0.057 23.62 0.70 44.09 28.00 43.05 591.28 1.02 0.057 23.62 0.75 47.24 28.00 52.99 447.39 0.96 0.057 23.62 0.80 50.39 28.00 62.92 271.54 0.77 0.057 23.62 0.85 . 53.54 28.00 72.86 87.04 0.70 0.057 . 23.62 0.90 • 56.69 28.00 82.81 -65.93 0.80 0.057 23.62 0.95 59.84 30.70 1 92.76 1 -239.20 0.81 1 0.055 23.62 0.98 62.01 31.59 1 60.46 1 -673.08 0.88 1 0.054 23.62 SPAN . ' x. :.:.d. ..'VU .:Ratio . TReg.. Spacing. ft in k kft 1n2/ft in 0.02 1.00 31.56 -64.76 -674.49 0.89 0.054 23.62 0.05 3.20 • 30.60 -94.94 -229.53 0.84 . 0.055 23.62 0.10 6.40 28.00 -84.83 -41.58 . 0.82 0.057 23.62 0.15 9.60 28.00 -74.71 125.43 0.72 . 0.057 23.62 0.20 12.80 28.00 -64.63 331.93 0.87 0.057 23.62 16.00 28.00 -54.52 518.64 1.04 0.057 23.62 0.25E 0.30 19.20 28.00 -44.42 672.42 1.07 0.057 23.62 0.35 22.40 • 28.00 -34.32 792.91 0.83 0.057 23.62 • 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 9 0.40 .. 25.60 . 29.60. -2421 881.50.. 0.55 0.056 23.62: 045 2880 3065 -1412 93613 031 0.000 000 0 50 32 00 31 00 -4 02 958 28 0 09 0 000 0.00 055 3520 3071 767 94647 017 0.000 000 060 38.39.29.85. 1777 90291 040 0000 000 0.65 41.60 28.41 27.88 82539, 0.66 0.'057 23'.62 070 4482 2800 3796 71650 091 0.057 2362 0.75 4&00 28.00 48.07 .'.'578.73: 1.03 0.057 23.62 0.80. 51.21 28 00 58 17 408.04 A.057 23.62. 085 5440 2800 6827 266.74:'.079 0057 2362 090 5761 2800 7838 12026 075 0057 2362 0.95 60 79 28.00 88.48' -46 97 .0 .85 0.057 23 62 098 6299 2800 5812 53621 094 0057 23.62 . .Span ';w SW SW+PT+ SW+PT.+SDL . .xJ, '.Total.•:t in in in in in in in 1 0.54 0.06 0.08 0.31(2456) 0.18(4210) 0.00(*****) 0.49(1551) 2 0.24 -0.03 -0.02 -0.06(11480) 0.11(6861) . 0.00() 0.04(16567) 3 0.28 0.02 0.04 0.14(5530) 0.13(6046) ..A.00( 0.26(2907) 4 1. .40 0.04 0.07 1 0.24(3224) 0.15(4956) 1 _p.00(*****).1 0.39(1959) 4 4 4 Hope-Amundson 216003.00 . . Calculations by MDH . . BD - 91 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version. '2012 Date: "07 - 07 - 2016" Time: .10:29" File: B403R_L3_GL 13_70 1 - PROJECTTITLE: "216003.00 Légo Land PS" . .. . 1.1. Design Strip: B403R_L3_13 1.2 Load Case: Envelope . . kiftm, ELEVATION () C : 6200 63.00 6400 3R 3-TOP REBAR 3.1 ADAPT selected . . . . . 3.2 ADAPT selected 1X13'0 ®3#8X25 , . . . ®3#8X25 ®3#8X25'6" ®3#8X13 : :::Tn: PROFILE \f+f\L 4.2 CGS Distance A[in] 27.00 4.00 32.00 4.00 3200 4.00 32.00 4.00 27.00 4.3 Force A [294.8 kips] 1294.8 kips) [294.8 kips] . . [294.8 kips[ 111 Tendons =294.8k/26.8k/tendon I .. . 4.6 CGS Distance B[in] 4.7 Force B . . 4.10 CGS Distance C[in] 4.11 Force C . . . BOTOMREBAR 5.1 ADAPT selected . . @105X27'6 . . 011#8X280 5.2 ADAPT selected . ®1#8X30'& • (7) 2#8X25'0' . 08 2#8X25'6- ®1#8X34" • 6 - REQUIRED & PROVIDED BARS . . . 6.1 Top Bars max 2.20 . 2.20 2.20 . . 2.20 required provided 6.2 Bottom Bars . : m 1.36 1.36 136 . 136 7 SHEAR STIRRUPS . . 7.1 ADAPT selected. . . . Bar Size #3 Legs: 2 Spacing [in] . 23.5 . 23.5 23.5 23.5 23.5 23.5 23.5 23.5 72Userselected L Bar Size # Legs: - - ---------------------------------- .J ______..._L ------------ ---------- --. 1.3 Required area 0PHFHTMY" HHHL n.FffnEnTr UM 0• 0.057 . 0.057 0.057 0.061 8'-LEGEND - Stressing End -I Dead End 9- DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f0 = 60 ksi (longitudinal) . =60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNER'S NOTES . . . . . . Hope-Amundson 216003.00 Calculations by MDH BU- 92 ADAPT - STRUCTURAL CONCRETE.SOFTWARE SYSTEM ADAPT-PT Version "2012" Date: '06-27-2016" Time: "09:48" File: B404_L2_GL3_70 1 - PROJECT TITLE: "216003.00 Lego Land PS" . . 11 Design Strip B404_L2_(GL 3)_70 1.2 Load Case Envelope oIVIEMBER ELEVATION ft-MI, 63.00 62.00 63.00 64.00 t2 3 TOP REBAR 112 Tendons 3.1 ADAPT selected 32 ADAPT selected 130 ®348X25D ®3#8X250 ®3418X256 4 -TENDON PROFILE :1 Datum Line 4.2 CGS Distance A[in] 27.00 5.00 32.00 9.00 32.00 9.00 32.00 5.00 27.00 - 4.3 Force A 1402 kips] [321.6 kips[ [321.6 kips) [321.6 kips] I 12 Tendons =3216k/268k/tendon I 4.6 CGS Distance Blin) 4.7 Force B . . . 4.10 CGS Distance C[in] 4.11 Force . BOTTOM REBAR 5.1 ADAPT selected ()108X39 - . 52 ADAPT selected ®1#8X42 07 1#8X366 ®1#8X37'0 ®1#8X31'O 6 REQUIRED & PROVIDED BARS 6.1 Top Bars max r 2.20 2.20 2.20 . 2.20 required 0, provided 0. o.I.IIIHiHI j : 6.2 Bottom Bars m ax 136 1.36. 136 136 7-SHEAR STIRRUPS . -. . . . 7.1 ADAPT selected. -Bar Size #3 Legs: 2 Spacing [in) 2.05.3.5 23.1.04.04.3.5 23.5 23.5 22.82.523.5 23.5 17.82.523.5 23.5 22.5 23.5 23.522.023.5 23.5 -7.2 User-selected L - - - - - - - - - - - - - - - - - - ------------------------------------------------------------------- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - BarSize# Legs: 0.28 73 Required area g ¶ rrrfhmLr[Hm 0.265 - 0.119 0.148 0.12 1 8 -LEGEND - -i Stressing End -I Dead End 9 - DESIGN, PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f -= 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear). fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: DESIGNERS NOTES 11 Hope-Amundson 216003-00 . . Calculations by MDH .. : BD - 93 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT,PTVersion 2012" Date: "07-11 -2016" Time: : "09:23" File: B404R_L3_GL3_70 1' - PROJECT TITLE: "216003.00 Lego Land PS" 1.1 Design Strip: B404R_L3_GL 3_70 . . . . . 1.2 Load Case: Envelope . . . . . .0- MEMBER ELEVATION A' o 6200 300 64.00 3- TOP REBAR . , Il6TendonsI . 3.1 ADAPT selected . . .. . . . . 32 ADAPT selected @!130 ®3#8X25 ®3#8X20 ®3#8X256 ®3#8X13'O TENDON 4.1 Datu~m Line .4 fl C....... A - IAR a ki,,.,1 - ma a ki,,1 4.2 CGS Distance A[in] • 27.00 6.75 - . 32.00. 11.00 32.00 10.00 32.00 . 6.00 27.00 a ki,,1 ma,a a I,j,1 ..J ruwe '.- .--..J . --_ 116 Tendoris=428.8k/26:8 k/tendon . . . . 4.6 CGS Distanôe B[in] .. . . . . . 4.7 Force B . . . . . . 4.10 CGS Distance C[in] . . . . .. . . + 4.11 Force -BOTFOMREBAR . : • .. . 5.1 ADAPT selected @1#8X40" 5.2 ADAPT selected . . ®2#8X25 * ®2#8X2" • ®2#8X26 6- REQUIRED & PROVIDED BARS . . . . • . 61 6.2 Bottom Bars . max 1.36. 1.36 1.36 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 . . • 2.55.23.5 23.1.512.5 23.5 23.521.58.5 23.5 23.513.0681.S3.513.56.m41.513.5 3.519.57.5 23.5 23.5 16.08.523.5 • 23.5 22.3.5 7.2 User-selected L - ------------------ - - - - - - - - - - -- - -I -- -- - - - - - -- --- - - - - - - --- - --- - -- - ---- -- Bar Size # Legs: 7.3 Required area . . rn • .. f_fl . : . • [i2/ft]- • . Iflm 0.00 0.267 0.162 . 0.187 0.164 LEGEND Stressing End -I Dead End -. DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f =- 60 ksi (longitudinal) t = 60 ksi (shear) = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . • . . - - • - - DESIGNER'S NOTES - . - • PROFILE Hope-Amundson 216003.00. : Calculations by MDH : •. : 13D :94 • ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM . • ADAPT-PT Version "2012" Date: 07- 07- 2016" Time: "16:39" File: Lit l0R_L3_GLl670 1 - PROJECT TITLE: "21600300 Lego Land PS" . • 1.1 Design Strip: Lit 10R_L3_GL16_70 •• •0 1.2 Load Case: Envelope : 0 EMBER 411 ELEVATION (j3 [(8 4900 Location: S .. IUh10Ri S S:.. S. ..• . I8TendOns I ..,> 3- TOP REBAR .. 3.1 ADAPT selected . . . 3 2 ADAPT selected ()2#8X10 ®2#8X10 .0- 4, TENDON PROFILE 4.1 Datum Line I • 4.2 CGS Distance A[in] 30.00 900 . . 30.00 • 4:3 Force A: . . .: 1214.4 kipsl I8Tendons=214.4k/26.8 k/tendon . • 4.6 CGS Distance B[in) 4.7 Force B 4.10 CGS Distance C[in) . 4.11 Force C . . - BOTrOMREBAR 5.1 ADAPT selected . 5.2 ADAPT selected ®2#8X20 . •0 : . 6 - REQUIRED & PROVIDED BARS . . . . . . • 6.1 Top Bars . max 1. 1.57 o. • • __ required '. j . 0• provided 0.1 . . . 6.2 Bottom Bars max . 1.57 • 7-SHEARSTIRRUPS . • 0: • 7.1 ADAPT selected: • . : • Bar Size #3 Legs: 2 : • . • • : . • • • • : • : Spacing [in] • ------------------ : • • 7.2 User-selected • [ - -------------------------------------------------- • - • . BarSiz# Legs:. ----------------------------- e . - • . Is • . 7.3 Required area .0 6- . : : . • . • Iifl2/ft] . • • O. 0.0 . • . • : • • : • • : • • . • 0. • • 8 -LEGEND -.4 , Stressing End -I Dead End . . • • • : • 9- DESIGN PARAMETERS : • .5 . : • ...• S. 9.1 Code: American AC1318(2011)/lBC (2012) f'5 = 5000 psi fy 60 ksi (longitudinal) ty 60 ksi (shear) fpu = 270 ksi • . S . 9.2 Rebar. Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . • . J7 DESIGNERS NOTES He-Amundson 216003 00 Calculations by MDH BD - 95 op ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 'Date 07 07 2016 Time:'1624 File IJ201R_L3_GLI6_70 1 - PROJECT TITLE: "2160.03.00 .Lego Land PS" 11 Design Strip U201_L3_GL16JO 1.2 Load Case: Envelope . . . . . . . . . . . ,'. : . •' . . : - MEMBER ELEVATION 250 B 00 3 TOP REBAR Tendons 3.1 ADAPT selected 3.2 ADAPT selected 2#8X8 ®2il8X2V0 ®2li8X12 4 TENDON PROFILE 41 Datum Line H i 4.2 CGS Distance A[in]. . 30.00 20.00 . . 32.00 . 9.00 . 30.00. 4.3 Force A . . . . [214.4 kips] V . . [214.4 klps V I8Tendons /26.8 =214.4k tendon I : : .•• . . . ,. ..... . V 4.6 CGS Distance B[in] 47 Force B ,10 CGS Distance din] .4 4.11 Force C BOTrOMREBAR .1 ADAPT selected .5 5 2 ADAPT selected ®2#8X17'O ®298X25 6 REQUIRED & PROVIDED BARS 6.1 Top Bars. . : . max 1.37 . . : . . 1.37 requi red provided 01 H H 1.6 6.2 Bottom Bars . .max . 1.37 . : 1.37 . . . : . •. .; 7 SHEAR STIRRUPS . • . . • 7.1 ADAPT selethed. . • V • : . . ': •: . . . . Bar Size #3: Legs 2 . . . . . V • . . V V . V . V •. V Spacing [in]. 7.2 User-selected .. . . . . . V .• • . . . • -- ---------------------- . . .• . . • : . : Bar Size # Legs:'12 73 Required area [in2/ft] 03- . 0.0 , .• •0 .. . . .. . . 0.. . -: 8 LEGEND -1 Stressing End I Dead End 9 DESIGN PARAMETERS 9 1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: DESIGNER S NOTES Hope-Amundson 21600300 Calculations by MDH 13D -96 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM - . ADAPT-PT Version '2012" Date: '07-07-2016 Time: 16:30" File:U301_L2_GL1_70 :1 PROJECT TITLE: "216003.00 Lego Land PS" : . .. . • 1.1 Design Strip: U301_L2_GL1_70 . . . . . . • 1.2 Load Case: Envelope : . . EMBER ELEVATION : © C.6 51.00 62.00 Location I'-'°' I • I8TendonsI • 3-TOP REBAR . 3.1 ADAPT selected . . . . . . 3.2 ADAPT selected (2#8X10 ®2#8X2Y0" . . 4 - TENDON PROFILE :. . . . 4.1 Datum Line 4.2 CGS DistanceA[in] . 30.00 11.00 32.00 . ,. 9.00 . 32.00 - 20.00 30.00 4.3 ForceA . . 1214.4 kipsl 1214.4 kips] ; 1214.4 kips) : I8.Tend9ns=214.4k/268Vtendon 1 4.6 CGS Distance B[in] 4.7 Force B . . . . •• , :. 4.10 CGS Distance C[in]. • . . . . . 4.11 Force C BOTOMREBAR 5.1 ADAPT selected . . . . . .. . . . 5.2 ADAPT selected ®2#8X2ff6 * : . ®2#8X25 . ®2#8X15'0 - • 6- REQUIRED .& PROVIDED BARS . . . . -•. . 6.1 To Bars - max 1.57 1.57 . 1.57 621 WWH HHW Hi1 red 0. _ provided _ 6.2 Bottom Bars max 1.57 1.57 1.57 7-- SHEAR STIRRUPS . • • ••, • .. • -• • 7.1 ADAPT selected. • • • • • . • . . Bar Size #3 Legs: 2 • • •.... • • • Spacing[in] . : • : 7.2Usr-selected . - ---------------------- •:.__•_______f_•__.-------- ---------------------i. BarSize# Legs -1.2, 7.3 Required area • • • .. . •. . • . • • • • . . . • . [in2/ft] • . 0*- •- . • . • • • • . .• . • . . . . • o. • . • 0. • • • 0. 8 LEGEND - Stressing End I Dead End 9- DESIGN PARAMETERS .• • • . • • •• -: -: •.. •.- •. • 9.1 Code: American AC1318 (2011)/IBC (2012) - f' = 5000 psi f = 60 ksi (longitudinal) •f 60 ksi (shear) f = 270 ksi • 9.2 Rebar Cover: Top 1.2 in Bottom = I in - Rebar Table: • • • • • • • •• • - DESIGNER'S NOTES • . . ... • • •• • --•• • - Hope-Amundson 216003.00 Calculations by MDH; . BD.- 97 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date 07 11 2016 Time "10:57",File U301R_1-3_G1-120 1 PROJECT TITLE 216003 00 Lego Land PS 11 Design Strip U301 R_L3_GL1_70 1:2 Load Case: Envelope . . . . . . . MEMBER ELEVATION A2 fl U] 6 Fcatiom Lv e 1,1 3-TOP REBAR . • : I8TendonsI: ,. . . 3.1 ADAPT selected 3.2 ADAPT selected €2lex10 ®2#8X2z0 ®2#8X200 ®2#8X7'6 TENDON PROFILE 4.1 f,,,, . f ..•#.• Datum • 4.2 CGS Distance A[in] 30.00 .. 11.00 32.00 . 9.00 . . 32.00 . 20.00 30.00 4.3 Force A . . . . [214.4 kips) . . [214.4 kips] . [214.4 kips] ......... . . . Tendons = 214.4k / 26.8 Wtendó . .4.6 CGS Distance B[in] : . . . . : . ••. . : 4.7 Force B 4.10 CGS Distance C[in] .: . . . . . . . . . . . . 4.11 Force C . . . - . . . . . . . . . . •. . . S MW RESAR 5.1 ADAPT selected 5.2 ADAPT selected 200X20 ®2#8X250 ®2#8X15 REQUIRED &PROVIDEDBARS : . • . .. . . . • .: 6.1 T • max . 1.57 . 1.57 . . . . •• 1.57 WWW HHW Hi 1 required _ provided . . ._. . .0. . . . . . . . . . . - 0 1.6 6.2 Bottom Bars ma K 1.57 . . 1.57 1.57 . SHEAR STIRRUPS . . . . . .. .. . . . . . . . . . . . 7.1 ADAPT selected. . . . . . . . ••. . . . . . Bar Size #3 Legs: 2 . . . . . . . . . . . . . . . . Spacing [in] . . . . . . . . . . . . . . . . . .. . . . . ,• 7.2 User-selected . . . . . . . . . . . . . . . . Bar Size # Legs: . . . -. --. 1.2 7.3 Required area 0 0.d- . . . . . . . • . . o.- • [in2/ft] . . S • . . . . . . . . . . . . . . . . . . 0. • . 0. . •. . . 8-LEGEND . • .....i Stressing End -I Dead End . •., . . . . ..... . . . I 9 DESIGN PARAMETERS 9.1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top 1.2 in Bottom 1 in Rebar Table: • . . .. . . . . . •. . . DESIGNERS NOTES Hópe-Amundson 216003.00 Calculations by MPH Project Name: 216003.00 Lego Land PS Specific Title: U301R_L3_GL1_70 File Name: U3OIR_L3_GLI_70 Date of Generation: Wednesday, July 13, 2016 USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS Párathetei' . 'Value.. . Value-_ Concrete Fy (Shear reinforcement) 60.00 ksi F'c for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP 1.25 in F'ci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS 5000.00 psi Post-tensioning Ec for BEAMS/SLABS 4031.00 ksi SYSTEM UNBONDED For COLUMNS/WALLS 4031.00 ksi Fpu 270.00 ksi CREEP factor 2.65 Fse 175.17 ksi CONCRETE WEIGHT NORMAL Strand area 0.153 in 2 UNIT WEIGHT 150.00 pcf Min CGS from TOP 3.00 in Tension stress limits / (f'c)1/2 Min CGS from BOT for interior spans 4.00 in At Top 7.500 Min CGS from BOT for exterior spans 4.00 in At Bottom 7.500 Min average precompression 125.00 psi Compression stress limits I f Max spacing / slab depth 8.00 At all locations 0.450 Analysis and design options Tension stress limits (initial) / (f'c)1/2 Structural system BEAM At Top 3.000 Moment of Inertia over support is NOT INCREASED At Bottom 3.000 Moments reduced to face of support YES Compression stress limits (initial) / ft Moment Redistribution YES At all locations 0.600 Effective flange width consideration YES Reinforcement . Effective flange width implementation method ACI-318 Fy (Main bars) 60.00 ksi DESIGN CODE SELECTED American-AC1318 (2011)IlBC 2012 Span Form Length Width Depth, TE Width TF Z Thick.Width BF/MF BF/MF: Thick ; Rh Right .Mult' Left Mb it. ft in in in in in in in 1 51.00 16.00 49.00 49.00 0.90 0.10 2 ElE 62.00 16.00 49.00 49.00 0.90 0.10 3 1 37.53 16.00 49.00 49.00 0.90 0.10 2.7 Support Width and Column Data Joint Support Width Length LC B(DIA;) LC UC CBCLC Leñgth B(DlA) UC DUC '%UC CBCUC in ft in in DLC q ft in 24.0 8.4 24.0 (1) 2 24.0 in 1 24.0 8.4 24.0 24.0 (1) 3 24.0 8.4 24.0 24.0 70 (1) 11 4 36.0 8.4 24.0 36.0 70 (1) 1 3- INPUT ALIU LOADING 3.1 Loadina As AbnPars in Users lnnut Screen Span Class _',Type W. ."P1Tt ,P2.7 A 'B kift2 k/ft k/ft ft :ft ft k k-ft 1 LL L 0.240 0.000 51.000 1 XL L 0.375 0.000 51.000 1 SDL L 0.036 0.000 51.000 2 LL L 0.240 0.000 .62.000 2 XL L 0.375 0.000 62.000 2 SDL L 0.036 0.000 62.000 3 LL L 0.240 0.000 37.530 3 XL L 0.375 0.000 37.530 3 SDL L 0.036 0.000 37.530 NOTE: SELFWEIGHT INCLUSION.REQUIRED (SW= SELF WEIGHT Computed from geometry input and treated as dead loading. Unit selfweight W = 150.0 pcf NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 H . 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 2- INPUT GEOMETRY 2.1 Principal Span Data of Uniform Spans Span Load Case Moment- :.Left: ,Moment .Midspn Moment', i? Right': .-*Shear. ,Left -Shear; Right k-ft k-ft k-ft k k 1 SW -70.66 106.35 -247.68 -17.35 24.30 2 SW -265.29 147.42 -224.69 -25.97 24.66 3 SW -182.49 33.86 -37.36 -19.19 11.46 1 SDL --3.11 4.69 -10.92 -0.77 1.07 2 SDL -11.69 6.50 -9.90 -1.14 1.09 3 SDL -8.04 1.49 -1.65 -0.85 0.51 I XL -32.45 48.83 -113.73 -7.97 11.16 2 XL -121.82 67.69 • -103.17 . -11.93 11.32 3 XL -83.80 15.55 -17.16 -8.81 1 5.26 Joint ______ Load Case Reaction-; -. -Moment Lor Coluinn. ' Moment- UpeColumn k k-ft k-ft 1 SW 17.35 -70.67 0.00 2 SW 50.27 -17.62 0.00 3 SW 43.85 42.20 0.00 4 SW 11.46 37.36 0.00 I SDL 0.77 -3.12 0.00 2 SDL. 2.22 -0.78 0.00 3 SDL 1.93 1.86-. 0.00 4 SDL 0.51 1.65 0.00 XL 7.97 -32.45 0.00 2 XL 23.08 -8.09 0.00 3 XL 20.14 19.38 0.00 4 XL 5.26 17.16 0.00 Hbpe-Amundson 216003.00 Calculations by MDH BD-99 Project Name: 216003.00 Lego Land PS Specific Title: U301R_L3_GL1_70 File Name: U3OIR_L3_GLI_70 Date of Generation: Wednesday, July 13, 2016 3.2 Compiled loads Span, Class, Type ,P1- , •. P2 ,.- .-,t_' - B- -(- . . . ,C-,Redubtion k/ft k/ft k k-ft ft ft ft % _1_ LL P 0.240 0.000 51.000 0.000 XL P 0.375 . 0.000 51.000 1 SDL P 0.036 0.000 51.000 _1_ SW U 0.817 2 LL P 0.240 0.000 62.000 0.000 2 XL P 0.375 0.000 62.000. 2 SDL P 0.036 0.000 62.000 2 SW U 0.817 3 LL P 0.240 0.000 37.530 0.000 3 XL P 0.375 0.000 37.530 3 SDL P 0.036 0.000 37.530 3 SW U 0.817 4-CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers -Span Area'' .:' Yt-- b_eff -'-Yb in2 in in in in4 in in 1 784.00 24.50 24.50 0.00 0.1569E+06 '24.50 24.50 2 784.00 - 24.50 24.50. 0.00 0.1569E+06 24.50 24.50 3 784.00 24.50 24.50 0.00 0.1569E+06 24.50 24.50 5-MOMENTS, SHEARS AND REACTIONS l 5.1 Span Moments and Shears (Excluding Live Load) 5.2 Reactions and Column Moments (Excludinq Live Load) - -•.. - . - • email:Support@Adaptsoft.com websité: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 - - 2 - Hope-Amundson 216003.00. Calculations by MDH . BD -.100, Project Name: 216003.00 Legó Land PS Specific Title U3O1R_L3_GLI_70 . 1 File Name: U3OIR_L3_GLI_70 Date of Generation: Wednesday, July 13, 2016 5.3Span Moments and Shears (Live Load) . . 5.4Reactions-and Column Moments (Live Load) . . . . 6- MOMENTS REDUCED TO FACE OFSUPPORT ' . .. 6.1_ Reduced Moments at Face of Support (ExcludinE Live Load) Span 'Load; Moment,' Moment'; "Móment , Cse r Left Midpan Right k-ft ' k-ft k-ft 1 SW -53.72 106.33 -223.75 2 . SW -239.75 147.42 -200.42 3 SW -163.67' 33.86 -21.10 1 SDL -2.37 4.69 -9.87 2 SDL -10.57 6.50 -8.83 3 SDL -7.22 ' 1.49 , -0.93 ' I •. XL . -24.67 48.83 -102.75 ' . 2 XL -110.08 67.69 -92.00 . 3 XL -75.17 15.55 '-9.68 . , .. 6.2 Reduced Moments at Face of Support (Live Load) 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES. 7.1 Tendon Profile TendonA Span yoe. X1 /L '-'X2/LY .' X3IL. :. AIL24 I 1 0.100 0.500 0.100 2 ' 1 0.100 0.500 0.100 3 _1_ 0.100 0.500 0.100 7.2 Selected Post-Tensioning Forces and Tendon Drape • . . Tendon • ' • ' 1. 'S , •,.. . i ,' 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 3 • • • 5 • Span'iForcéY CGSLèft. .CGS Cl ' CGS k in in in 1 • 214.400 30.00 • 11.00 2 214.400 32.00 -- 9.00 3 214.400 32.00 -- 20.00 .Spän- Morn'ent . Moment. Mdrnènt'. MoñiénV Móñiéñt. Momènt ,Shear.. jSheàr. Left Max Left Mini ¼Midspan Midspan MnmRight Max Right Mm . Left . -'Right w. r "'Max ' k--ft k-ft k-ft k-ft k-ft k-ft k k I . -28.73 7.96 43.21 -11.96 -74.54 -30.13 -5.88 7.18 2 -81.24 -18.25 52.88 -9.56 -74.25 -0.87 -7.83 7.73 3 -58.75 -12.99 23.03 -13.08 -25.46.. 14.48 -5.83 4.84 Jôint; Reaction-,";Reaction: Moment*, Moment7 'Mornènt Mothënt 4,Max Min Lower Lower I Upper Upper Column Max Column iri Column Max Column Mm k k k-ft k-ft . k-ft k-ft 1 5.88 -0.78 7.96 ' -28.73 0.00.. 0.00 2 15.01 6.64 22.66 -27.83 0.00 0.00 3 13.55 3.89 24.52 -12.12 ' 0.00 0.00 4 4.84 -1.47 25.46 -14.48 0.00 0.00 Spain Moment Left Moment Left Moment Moment 'M6ment. '.Mômènt Max Min Mmdspan Midspan Mm Right Max Right Mm q, 'C Max ,p .'"r't ' '• 5- ' .-•. k-ft . k-ft k-ft . k-ft k-ft k-ft 1 -22.97 7.18 43.22 -11.96 -67.47 -29.39 2 -73.53 -17.97 52.88 -9.56 -66.64 '-1.15 3 -53.05 -8.94 , 23.03 -13:08 -18.48 ' 12.28 C2 CGS Right -WbaV WBal,(%DL). ' in psi • k/- 32.00 273.47 . 1.099 129 32.00 273.47 0.855 100 30.00 273.47 1.116 131 Hope-Amundson 21600300 Calculations by MDH BD -.1101. Project Name: 216003.00 Lego Land PS, Specific Title: U3OIR_L3_GLI 0.. File Name: U3O1R_L3_GLI_70 Date of Generation: Wednesday, July 13, 2016 ,- Approximate weight of strand: 626.1 LB E 7.4 Required Minimum Post-Tensioning Forces : Based on Stress Conditions Based on Minimum P/A Typ'e. 'Left" .Center; 'Right - . Left-:: Center, . ..-Right k k k k- k k 1 0.00 0.00 65.40 98.00 98.00 98.00 2 80.39 ' 0.00 . 51.02 98.00 98.00 98.00 3 . 10.80 0.00' 0.00 98.00 98.00 98.00 Span Left; .Left.' ' Left Left, Center ,.Certer. Center . Cénler . Right Right Right' Right-L Top -,Top . Bot Bot'- iop Bot Top Bo t Top Bot Bot -Max-T Max'C. - Max-T- Max-C, 'Max-i. Max-C. -Max-T- ; Max-Cc Max-I ..' Max-C - Max-TL . Max-C psi psi psi psi..Psi psi psi psi psi psi ' psi. psi 1. ' , 153.94 ----- -278.59 --- . -268.35' ---- -112.28 -434.65 2 -393.00 -79.16 -467.78 - ' -360.86 ---- 186.07 ---- -104.16 -442.78 3 -138.86 -408.08 --- -252.22 ' -294.72 - -375.83 ' -171.11 Span .'- Left 'LefV; 'Left - .teft . Center, -Cerfter Centér.. Center .'Right.. 'Right ,'Right ';RighL T c-Top' Bot ,. Bot ._____________ lop 16p Bot 4 Bot Jop.. Top Bot Bot '. Max-T. ."Max-C. . Max-T , .MaxC .Max-T. Max-b., ?Max-i.. Max-C. Max-i Wax Max-T 'Max-C ______ psi ' psi psi psi 'psi psi psi' psi psi psi psi psi 1 - -359.58 - -290.77 14.17 2 -406.46 58.65 -45.49 -196.98 - -459.97 --- -203.99 20.73. -102.01 -57.20 --561.11' 3 . -122.10 ---- . ------605.59 -507.51 '- -295.39 - 1-319.231. _- -398.83 -567.67 -205.74 1 7.6 Post-Tensioning Balance Moments, Shears and Reactions, Span Moments and Shears Span :Móment Left.-.''Moment Center 'Moment Right: Shear Left .4 -ShearRight k-ft k-ft - k-ft ' k - k 1 144.50 -157.17 250.33 ' -1.44 -1.44 2 256.75 -175.00 - 210.92 - 0.76 ' 0.76 3 '174.25 -62.23 86.33 . 1.41 1.41 Reactions and Column Moments J,oiñt ,Rèäction .-Moment' Lower -Column',.Coliimn'.' ,,.Moment Upper k' k-ft. k-ft 1 1.436 47.442 0.000 2' .'-2.200 4.939 0.000 - 3. -0.650 -33.608 0.000 4 -1.413 8.350 0.000 Note Moments are reported at face of support email: SupportcAdaptsoft.co'm website: http://www.Adaptsoft.com : 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 3644401 .4'. Span. ,Force'" ' Total P/A- .''• . All Tendons 'Total WBàl.' OYoDL I __________ k psi 1 .214.4 273.47 129 2 214.4 273.47 100 3 214.4 273.47 131 7.5 Service Stresses (tension shown positive) Envelope of Service 1 Envelopeof Service 2 Hope-Amundson 21600300 Calculations by MDH BD - 102 Project Name 216003 00 Lego Land PS Specific Title U30IR_L3_GLI_70 File Name U30IR_L3_GL1_70 Date of Generation Wednesday July 13; 2016 S 8- FACTORED MOMENTS AND REACTIONS ENVELOPE 8.1 Factored Design Moments (Not Redistributed) .' . ._'. Spafl'. L'eft. :. Leff: ' '. Middle' ?'rMiddle .. ,Right. 7Right',fl M& ' . Mini. Max Mi Ma ± Min .:k'-ft .k-ft 'k-ft ,k-ft .:k-ft k-ft I ' '-84.77 -11.14 ' 345.06 •202.89 . -404.61 -130.74 2 437.69 --143.02 455.48 266.61 ' '-396.33, -144.84 3 ' :' -343.62 : -139.60 '116.10 .56.00 -73.85 : -24.65 8.2 Reactions and Column Moments Joint,.., R'eàOtibn; ,Reãätión' MI .1 Môm'ent Max Mink.;. Lower q Lower\ Upperr. Upper ' .;, .........' _' 'Column' Max ColumnMin ColumnMax Column Mm ' ' ' k . k-ft ' k-ft k-ft ' ' k7-ft 1 42.71 ' ' .20.82. ; -31.51 -126.00 0.00 0.00 2' 115.34 53.96 . 9.41 . -71.37 0.00 ' ' 0.00 3 '' :102.34'' .48.34 81.74 -.13.54 ' ''0.00 ' .0.00 4: 29.82 . . 14.22 ' 116.49 ' 50:10 ' 0.00 0.00' 8.3Secondary Momenta 8.4 Factored Design Moments (Redistributed) . . ' . • , ' ' " : ., ' ':. , .., : , • -' :S'pa,i' Left .' Midspan". :'Right__' k-ft _'' 'k-ft k-ft 1 '' 48.88 , 84.08 .':.'119.25 2 _. '.124.83" 101:92 79.05. '3'' ':43.27. 18.17 : ' -6.23. Sah.Left: t'éft MiddIe :.Middle" 'Right ' ',:Right: .::.Reaist: 'Redist " ' 'Miri - .Max". ": Mm Max" . . .. Mih ' ..Coèf"L'ft 'CbefRight k-ft • k-ft. : k-ft , k-ft. . . kA • ' k-ft 1' ' '-84.59 • . '-1093 ' .379.92 :213.12 . :-354.71 ' -115.86 ' • 0.00 12.50 '2 . :-353.77 • '-115.53 .531.99' '298.32• -320.10. . .-117.04 • 20.00 .20.00' 3 -320.95' -117.67 :. 136.89 68.54 . '-73.55 ' • -23.32 '7.73' '0.00 'Spañ' Ldcti6n. AsRequire'd Ultimate.: :Minimüñ'fr lnitiál?' 'UBC.A ft ' ' . ft • in2' in2 ..in2. 1n2_' .in2 .1 TOP' . _0.00 , 7.65 '1.57 : ' ' .0.00 1.57 : .0.00 ' 0.00' 1' TOP ' 43;34' 50.98 ' 157 . 0.00 ' ' ' 1.57 ' ' 0.00 0.00 2 ' TOP '0.00 ' 9.30 1.57' ' 0.00 . 157' 0.00 0.00. 2 TOP : .52.69 62.01 ' 1.57 0.00 1:57 . 0.00 . 0.00 3 TOP • 0.00.'.. 5.63 1.57 .0.00 . 1.57 .'0.00 . 0.00 .3 ' TOP' 31.90 37.53 1.57 '0.00 " 1.57' 0.00. 0:00 I .: BOT. . 17.85. . . 33.14 ' 1.57. 0.00 1.57 _' .0.00 0.00 2.' BOT_. 21.70 '. .''40.29_. . _1.57 '0.00 ., 1.57' 0.00. _. 0.00 3 . . BOT 13.14 24.39 . ' 1.57 . 0.00.' 1.57 ' 0.00' ' :0.00 Hope-Amundson 216003.00 Calculations byMDH . . . . . . Bb 103 Project Name 21600300 Lego Land PS Specific Title U30IR_L3_GLI_70 4 File Name U30IR_L3_GLI_70 Date of Generation Wednesday July 13 2016 • 102 Provided Rebar 10.2.1 Total Strip Provided Rebär . . Span 'Location t From ;Quantity Size Lèngth. '.Area' ft ft 1n2 1 '1 TOP 0.00 2 8 10.50 1.58 .1 2 TOP 40.81 2 . 8 23.00 . 1.58' 2' 3 TOP 49.61 2 8 20.00 '. 1.58 3 ' 4 TOP ' 30.02 ' 2 .8 7.50 1.58 1' 5 BOT 15.30 ' 2 8 ' ' _20.50 2 ' 6 BOT 18.60 2 8 '. 25.00 1.58W .3 7 BOT 11.26 ' '2 8 .15.00 •' '1.58 10.2.2 Total Strip Steel Dispósitiàn lD :Locatio'n Frotht' Quántity Size Lerigth • ft . . . ft• 1 . 1:' ' TOP . . 0.00 ' 2 8 1 2 ' TOP 40.81 . 2 8 10.19' 2 2 TOP 0.00 ' 2 8 . 12.81 2. .3 TOP 49.61 2 8 . '12.39 3 3 'TOP 0.00 ' . 2 : 8 ' 7.61 3 . 4 ' TOP . 30.02 . ' 2; . 8 7.50 '1 5 . BOT ' ' 15.30 . 2 . '8 '20.50 '2 6 ' BOT . '18.60 ' 2 '8 . .25.00 3' ' 7 SOT 11.26 2 8 15.00 ,Span: Loóation. From.: As.Reqüiréd lJltimàte:. UBC.X ft ; ft ' in2 , . 1n2 ;in2 I in2 , '1n2 1. TOP 0.00 ' 7.65 '1.57 ' 0.00 '1.57. ' 0.00 ' 0.00 1. TOP 43.34 ' 50.98 ' 1.57 ' ' 0.00 - .1.57 1 " 0.00 ' 0.00 2 TOP. ' 0.00 ' . 9.30 1.57 ' 0.00 ' 1.57 ' 0.00, . 0.00 2 TOP' 52.69 62.01 . .1.57 . '0.00 1.57 ,Minimurn ..iIhitiaI'' .0.00 . 0.00 3 TOP 0.00' , . 5.63 1.57 . 0.00 ' _1.57 . 0.00 ' ' 0.00 3 TOP' . 31.90' ' 37.53 .1.57 0.00.;. 1.57:. .0.00 .0.00 I BOT 17.85 _. .33;14 1.57, ' 0.00,' '1.57' ' ' _0.00. '0.00 :2'_• BOT 21.70. _' 40.29 1.57 0.00 " 1.57 0.00 0.00 .3 3 BOT 13.14' 24.39 .1.57'' 0.00 .1.57" " 0.00 , 0.00 1.2 Provided Rebar 11.2.1 Total Strip.ProvidedRebar' ' • . ' .,. . • ' : • Span dD'. Location, . _From___ ,Quantity "Sie ft_. ' ' . 'ft iri2 1. 1 TOP . 0.00_• 2 ' 8 , 10.50 1.58 1 2 'TOP _'' 40.81 2 .8 23.00 _1.58 2.. 3 TOP' ' 49.61 2 _.'8 ' 20.00 .1.58 3 4 'TOP - 30.02 2 ;8 - 7.50' _1.58 '1-- 5 BOT - 15.30 '.2 _• .8 20.50 '1.58 '2 6 ,BOT 18.60 _. 2 -8. '.25.00 1.58 3 7 BOT '.11.26 2 8 15.00 email: Support@Adaptsoft.com website: http://www.Ada'ptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 : Fax (650) 364-2401 ' 6' . ' ' •' • '' . ' ' , . • ' - , • , ,, - ' ' • • Hope-Amundson 21600300 Calculations by MDH Project Name: 216003.00 Lego Land PS Specific Title: U301R_L3_GLI_70 File Name: U30IR_L3_GL1J0 Date of Generation: Wednesday, July 13, 2016 11.2.2 Total Strip Steel Disposition .spanJD. ':Ldcation.. 'From Quantity. Size( .. Length; ft ft 1 1 TOP 0.00 2 8. 10.50 1 2 TOP 40.81 2 8 . . 10.19 2 2 TOP 0.00 2 8 12.81 - 2 3 TOP 49.61 - 2 8 12.39 3 3 TOP 0.00 2 8 7.61 3 4 TOP 30.02 2 8 7.50 1 5 : BOT 15.30 2 8 20.50 2 6 BOT . 18.60 2 8 25.00 3 7 BOT 11.26 2 8 15.00 . . 12-SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope SPAN - ' .d ..Vu' '-. Mu . Ratio.1. 'Req. Spacing ft in k kft in2/ft in 0.02 . 1.00 39.20 -40.82 -53.37 0.25 0.000 . 0.00 0.05 2.55 39.20 -37.85 0.83 0.23 . 0.000 0.00 0.10 5.10 39.20 .-33.01 81.14 .0.20 .0.000 0.00 0.15 7.65 - 39.20 -28.15 159.98 0.19 0.000 0.00 0.20 10.20. 39.20 -23.27 227.83 0.23 0.000 0.00. 0.25 12.75 39.20 -18.43 285.12 0.24 0.000 . 0.00 0.30 . 15.30. 39.20 -13.74 326.69 0.21 0.000 0.00 0.35 17.85 39.20 -9.00 359.39 0.14 0.000 0.00 0.40 20.40 39.20 -4.27 379.84 0.06 0.000 0.00 0.45 22.95 39.20 2.32 38789 0.03 0.000 0.00 0.50 25.50 39.20 6.69 382.06 0.10 0.000 0.00 0.55 28.05 39.20 11.55 363.60 0.17 0.000 0.00 0.60 30.60 39.20 16.01 338.43 0.24 0.000 0.00 0.65. 33.14 39.20 20.73. 297.23 0.23 - 0.000 0.00 0.70 35.70 .. 39.20 25.47 .243.78 0.22 . 0.000 0.00 0.75 38.25 39.20 30.99 .163.16 0.19 . 0.000 0.00 0.80 40.81 39.20 35.85 81.43 0.22 0.000 0.00 0.85 43.34 39.20 40.73 -12.93 0.24 0.000 0.00 0.90 45.90 39.20 45.57 -120.04 0.27 0.000 0.00 0.95 48.46 39.20 1 50.43 1 -239.64 - 0.30 . 0.000 0.00 0.98 . 50.00 39.20 1 46.45 1 -358.28 0.35 0.000 0.00 SPAN Vui. z Mu.- - -Ratio. -1 Req. ...Spacing..- ft in k kft in2/ft in 0.02 1.00 39.20 -50.54 -357.32 0.35 - 0.000 0.00 0.05 3.10. 39.20 54.14 -207.16 0.33 0.000 0.00 0.10 6:20 39.20 . -48.22 . -66.26 .0.29 . 0.000 0.00 .0.15 9.30 39.20 -42.33 74.05 0.25 0.000 0.00 0.20 12.40 39.20 -36.43 195.94 . 0.22 0.000 0.00 0.25 . 15.50 39.20 -30.49 299.00 0.27 0.000 0.00 0.30. 18.60 39.20 -24.60 383.90 0.30 . 0.000 0.00 0.35 21.70 39.20 -18.68 450.35 0.28 - 0.000 0.00 0.40 -. 24.80 39.20 -12.79 - 498.11 0.19 .0.000 0.00 0.45- . 27.90. 39.72 -6.88 . 527.05 0.10 0.000 0.00 0.50 31.00 40.00 -1.04 524.84 0.02 0.000 0.00 0.55 34.09 39.72 5.79 516.13 0.09 0.000 0.00 email: Support@Adaptsoft.com website: http://www.Adaptsoftcom . 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 7 Hope-Amundson 21600300 Calculations by MDH 8D.'- 105 Project Name: 216003.00 Lego Land PS Specific Title: y301R_L3_GLI_70 IFile Name: U3OIR_L3_GL1_70 Date of Generation: Wednesday, July 13, 2016 0.60 37.20 39.20 11.55 489.18 0.17 '0.000 0.00. 0.65 . 40.29 39.20 17.44 456.33 0.26 0.000. 0.00 0.70 43.41 . 39.20 23.34 391.95 0.30 . 0.000 0.00 0.75 46.49 39.20 29.25 309.71 0.28 0.000 0.00 0.80 49.61 39.20 35.15 209.45 0.22 0.000 0.00 0.85 52.69 39.20 41.07 90.59 0.25 0.000 0.00 0.90 55.81 39.20 46.96 -31.44 0.28 0.000 0.00 0.95 58.89 39.20 52.88 -168.11 0.32 0.000 0.00 0.98 . 60.99 .' 39.20 56.89 -269.84 0.34 0.000 0.00 SPAN . . . Mu' .; &"Ratio i0.Recj!.. Spcing.. ft in k kft 'in2lft in 0.03 1.00 39.20 -36.07 . -324.18 0.31 , 0.000 0.00 0.05 1.88 39.20 -34.61 -288.30. 0.28 0.000 0.00 0.10 3.75 39.20 -31.50 -216.54 0.23 0.000 0.00 0.15 5.63 39.20 -32.81 -107.35 0.20 0.000 0.00 - 0:20 . 7.51 39.20 -29.25 -52.85 0.18 0.000 0.00 0.25 9.38 39.20 -25.68 -5.23 0.15 0.000 0.00 0.30 11.26 '39.20 -22.10 35.56 013 .0.000 0.00 0.35 '13.14 39.20 -18.52 .69.51 0.11 .0.000 0.00 0.40 ' .15.01 . 39.20 -14.65 109.63 0.12 0.000 ' . 0.00 0.45 . 16.89 39.20 -11.17 127.28 . 0.12 0.000. 0.00 0.50 . 18.77' 39.20 ' -7.93 138.28 . 0.12 . 0.000 ' .0.00 0.55 2064 39.20 -5.14 142.56 ' 0.08 . 0.000 . 0.00 0.60 22.52 ' 39.20 -2.39 140.20 0.04 '0.000 0.00 0.65 24.39 . 39.20 . 5.42 . 131.19 ' 0.08 1 0.000 . 0.00 0.70 26.27 39.20 . 8.90 ' 115.47 ' 0.12 _' 0.000 0.00 0.75 28.15 39.20. 12.39 ' 94.35 _. .0.11 0.000 0.00 0.80 30.02 _' .3920 15.87 70.40' 0.10_. 0.000 0.00 0.85 31.90 . 39.20 19.35 41.81 _' 0.12 ;0.000 0.00 0.90 33.79 39.20' 22.84 :1528 :_0.14 . 0.000 0.00 0.95 35.66 39.20 _. 26.35 -16.54 0.16 0.000 0.00 0.96 36.02 ' 39.20 27.03 -23.56 0.16 0.000 Note:"Vu"_isrelatedtotheloadcombinationwhichproducesthe_maximum"Ratio" Note:_Sectionswith ****haveexceededthe_maximumaHowabie_shearstress.. 14 -DEFLECTIONS 14.1 Maximum Span_Deflections . . . Note: Deflections are calculated using effective moment of inertia of cracked sections. 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 8 , :Span __:$_' S)N' :SWP.T. SW+PT+- SDL; SW+PT+SDL :'Cre in in in In in in in 1 0.06 -0.02 -0.02 _' -0.06(9742) 0.02(36899) 0.03(23617) -0.03(20387) 2 0.11 -0.01 -0.01 -0.02(35121) 0.03(23697) 0.05(15175) '0.06(12559) 3 . 0.01 1 -0.01 ;-0.01 -0.02(20357) , 0.00() 0.00(*****) -0.02(20849) [1 Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Rr • -V j AjUJ j Project 1 cJ1OtM1) cc:) Project No. .2io3.oc Engineer MMA Date (øfZi fi. Hope-Amundson 216003.00 Calculations by MDH BD - 106 Sheet _____ of LJ_t 4.LL L LIJ rr-l" Ail ____ 1. 1 •. . . I .J I j_ Li 1• tE, E ITIiI rT IILLit - J_c .tb.LL Li..LL _____ .1 1 . •;.ii . .$ __ IIP IIIIIL 112_L1 ft 11 i±Z -t JiTJ12 11 —1 J. ob ot_ Lj -1_t_t tj_ i ±j_j* - __ I. I • __ L_LJ_1 :41p;JTJI FAI .45 —.--- - I. J 54 —t 1 4 k ............ :. Hr:it t1111111 :::iL: tI III IIi I' Hope-Amundson 216003.00 Calculations by MDH BD - 107 Project Project No. Engineer Sheet _____ of _____ Date Structural Engineers S 1301 Third Ave. Suite 300 San Diego CA 92101 JJI JL4J L L .L1 m L 4 L,es~ LoA I . L zed 1, 1 o.V __I_ I I • .,'1_•-------•- - -.--------,------.----,-.•---.-".-.-- I I 40 lot L i J J 1 JJIJ1 III4iJi I!Ii 4°iH TJ '41 PTT r-r fTC. Lj , Pfl 1 llLII1rInII, HLLLC: I__1I1 LT IJj LL_4__ '1 $ JJ• U_H I 11. LA j i j I IIJD 11 Ii: E111IJ1!IrL : J._LJ_I L L LJ1L LJ.,LL.LL IlIll I!..jiJI •t l'j It i fl EH 1 1111 r L iTh T - I 1J L1 L I 1H11± t LIIL .11 II I - I I i_I •- I -I Hope-Amundson 21600300 Calculations by MDH BD.- 108 10'21.6003.00, Legoland P S HOPE "AMUNDSON Shear. Strength Summary Shear Strength , Beams #3 @16" 0 C Lf(Two Legs) 4V = S -0.65. •• A(2 Leg s)(0.11in2)=0.22in2 • •• : f =60ks1 d ='3511 - 2" CLR -.1 "DiaJ2 = 32.5" s = 16" 4V = 0 65(0 22in2)60ksi(32 5") = 17.43-k . 16" Upturned Beams 4 1 #3 @ 16" 0 C L.f(Two Legs) = 4 8Afd S .• 0 Os = 0.65 A5 =(2Legs)(O.ilin2)=O.221n2 •. . • • : f =60ksi d = 49".-m 2" CLR - 1 "Dia/2 = 46.51" s=16" = 0 65(0 22in2)60ksi(46 5") =..24.94k 16" • Project Project Namé:.216003.00 Lego Land PS Specific Title: B303R_LGLt_Lg878 > 360 OK : 12968 > 240, .0K File Name $303R L3 GL1O 70 Date of Generation Tuesday June 21 201 14.1 Maximum Span Deflections . ' • ' ' ; . . . : • " Spafl SW+FT - SW+PT+, sDL SW,+PT+SDL .'+Crêe. LL. p.' , in 2x in in ' ' in, in ' in ' in 1 0.60 , 0.23 . '0.06 0.09 0.34(2240) 019(3993)- 0.00(*****)1 0.53(145) 2 -0.04 -0.02 -0.08(9068) 0.10(71* ) ** 0.00(***). 0.02(314O) '3 ' 0.32 0.03' 0.05 0.19(3940)' . 0.14(550w) 0.00(*****). 0:33(229 Span.. :SW SW+.PT, 'SW+PT+ SDL SW+PT+SDL . +Cre&py ,J LL ' ; : :x.i 'Total. ;" in in in in .in . _in in 1 0.54 0.06 0.08 0.31(2456). 0.18(421Q) 0.00(*****). r0:49(1551) 2 0.24 -0.03 -0.02 -0.06(11528) 0.11(68) . 0.00() '0.05(164I) .3 0.27 10.02 0.04 - 0.13(5613) 0.12(60&) 0.00(*****) 0.26(293 4 0.42 0.05 -.0.07 . 0.25(3054) 0.16(4819 0.00(****.*) 0.41(1873)\ Project Name: _216003.00 Lego Land PS, Specific Title: U301R_L3_GL1ö14210_>360,OK '-11551.>_240,0K File Name: IU301 R_L3_GL177l Date of Generation: Monday, July11, 2016' 14.1 _Maximum Span _Deflections __• Spa'n".'SW" SW.i-PT SW+PT+ SWtFT+SDL ..Crèép: LL -. in in. - .in _. in _ in _in in 0.06 -0.02_. -0.02 -0.06(9742) 0.02(36899) 0.03(23617) -0.03(20387) F7.2.. 0.11 . -0.01 70.01 -0.02(35121) 0.03(236W)l 0.05(15175) 0.06(12559) 3 r 0.01 -0.01 -0.01 -0.02(20357) 0.00(***' 0.00(*****) ';0.02 20 Hope-Amundson 21600300 Calculations by MDH BD - 109 Project Name: 216003.00 Lego Land PS Specific Title: B201_1-2_GL16_70 Deflections herein represent File Name: 2U1_LZ_(iL1b_1Ol Date of Generation: Thursday; July 07, 2016 . . worst possible cases •, . .14- DEFLECTIONS : : " . . .• •• 14.1 Maximum SpanDeflections Note: Deflections are calculated using effective moment of inerti of cracked sections. . . . 1.1985>360,0K •' 10137>240,0K Project Name: 216003.00 Lego Land PS.' Specific Title: BIOBR_L4_GL3 . . . File Name: 108RjJ4_GL3_70l Date of Generation: Friday, June 24, 2016 14.1- Maximum Span Deflections ' ' • :" Span' SW .') "- SW+PT- . . SW+T+ WP1SDL . >. x,:-. ' 'To1al"I' in. in in 'SDL......'*Creep' . in in in in 1.89 . 0.03 0.07. 0.27(2852) 10.36(2106) I 0.00(*****) . 0.62(12291 I Project Name: 216003.00 Lego Land PS Specific Title: t2106 > 360File Name:l Bi 10_L2 GL1 6 7 Date of Generation:, Thursday, July 07, 2016'_' '' 14.1 Maximum Span Detlèctions . . . . . , •. : !Span 5w,.. , SW+PT, -SW+PT+ SWfPT+SDL.. 4 I SDL +C rep in in ' in . ' in' . in ' in ' in 1' 0.14 -0.01 -0.01 -0.02(28992) I0.06(9878) 0.00(*****) 0.05(12968) 10.05(12968 SPá!i, .,i.SW ,SW+FT .. SDL 'SW*P1.+5'SW+T+SDL +Crep;. . ". X, Y'TotaI. in .in in : in in ' ' . . in in 1 - . 0.04 0.01 0.01 0.04(13550) 0.02(32216) 0.00(*****) 005(1013)I 0.20 '-0.03 -0.02 -0.07(10759)1,0-.061-119851- 0.00(*****) 0.03(220) PrcjectName: 216003.00 Lego Land PS ~pecific Title: B403R L3 3993 > 360. OK File Name: 13403R, L3--GL4-7Q Date of Generation: , June 24, 2016 - 14.1 Maximum Span _Deflections . . . -: ' . , . S , • S - 23697 3607OK 12559240,0K email: Support@Adaptsoft.com website: nup:://www.Aaapison.com . . . S • - S 1733 Woodsidé Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 30672400 Fax (650) 364-2401 Hope-Amundson 216003.00 Calculations by MDH GD-2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012 Date: 07-06-2016 Time: 15:44 File:G101_L2_GLB@3_70 1 - PROJECT TITLE: "216003.00 Legoland" . 1.1 Design Strip: G101_L2_GLB@3j0 . 1.2 Load Case: Envelope MEMBER ELEVATION 36.00 Location: Level 2 3 TOP REBAR 17 Tendons 3.1 ADAPT selected 32 ADAPT selected 044$8XT6 ®448X76 4 TENDON PROFILE 4.i Datum Line 4.2 CGS Distance A[in] 5° S 4.50 . ,. 2.50 43 Force A 14556 kips] I17Tendons=455 6k/268 k/tendon 4.6 CGS Distance B[in] . . 4.7 Force B . . 4.10 CGS Distance C[inl . 4.11 Force C BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ®34i8X146 6 - REQUIRED & PROVIDED BARS . 6.1 Top Bars max [in21 required . . . . . . . 2.81 . . provided •0. 2. 62 Bottom Bars max . . 215 7.- SHEAR STIRRUPS . 7.1 ADAPT selected. Bar Size #3 Legs:2 S Spacing [in] 23.5 . 7.2 User selected 1 - - Bar Size # Legs . . 22.0 . 15.5 22.0 23.5 73 Required area 0. I I I I I I I I I = 0.171 5 8-LEGEND -i Stressing End I Dead End 9 DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi fy 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: 60 ksi (longitudinal) Jy 60 ksi (shear) fpu = 270 ksi S DESIGNERS NOTES Hope-Amundson 216003.00. . Calculations by MDH Project Name: 216003.00 Legoland Specific Title: G101_L2_GLB@3_70 File Name: G101_L2_GLB@3_70 Date of Generation: Wednesday, July 13, 2016 i - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS 4. . .Tparameter .. Valuè Parafnetèr 1 ,t :Value. . Concrete Fy (Shear reinforcement) . 60.00 ksi Fc for BEAMS/SLABS . 5000.00 psi Minimum Cover at TOP 1.25 in F'ci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM . .1.00 in For COLUMNS/WALLS 5000.00 psi . Post-tensioning Ec for BEAMS/SLABS 4031.00 ksi SYSTEM UNBONDED For COLUMNS/WALLS 4031.00 ksi Fpu 270.00 ksi CREEP factor 2.65 Fse 175.17 ksi CONCRETE WEIGHT . NORMAL Strand area 0.153 in 2 UNIT WEIGHT 150.00 pcf Min CGS from TOP . 12.50 in Tension stress limits / (f'c)112 . Min CGS from BOT for interior spans 450 in At Top . . . 7.500. Min CGS from BOT for exterior spans 4.50 in At Bottom . 7.500 . Min average precompression .12500 psi Compression stress limits / ft Maxspacing/slabdepth 8.00 Atalllocations 0.450 . Analysis _and design options Tension stress limits (initial)/(f'c)1/2 Structuralsystem BEAM AtTop 3.000 Moment of Inertia over supportis NOTINCREASED AtBottom .3.000 Momentsreducedtofaceof support YES Compression stress limits (initial)/ft Moment Redistribution YES At_ all locations 0.600 . Effective _flange widthconsideration YES Reinforcement . . Effective flange width implementation method . ACI-318 Fy(Main bars) . 60.00 ksi DESIGN CODE SELECTED . American7ACI3I8 .(2011)/IBC 2012 GD-4 2- INPUT GEOMETRY . . . .. . 2.1 Principal Span Data of Uniform Spans . . . Span Fdri Length Width DepthrTE Width TF BF/MF BF/MF 'RT .Right Left Mult. ft in _ in in Thick..___Width in in . in in .Thick. __Mult-__ 1 2 36.00 24.00 35.00 104.00 5.00 35.00 0.50 0.50 2.3EffectiveWidthDataofUniform Spans . . 2.7 Support WidthandColumnData ..Span ff ective_Width in 1 . 104.00 Joint Support Width. Lehgth:, .'LC• B(D!A.), .: D LC . ?.LCJ UC ...% LC CBC LC Length B(D.IA;): D UC . t%U.C-: CBC-UC in ft .in _. UC%___'.-Y___:J -; .1 30.0 9.8 24.0 30.070 in __ft __in _in 2. 30.0 8.3 24.0 30.0 _70 _(3)8.4 _(3)_8.424.030.0 _24.0 _30.0 __70 _70 _(1) _(1) 3- INPUT APPLIED LOADING . . ... . . . . .. 3.1 LoadingAs Appears inUsers Input Screen - NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry . - , input and treated as dead loading. Unit selfweight W 150.0 pcf . . NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00. . . -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 .Span Class Type -W _ B______- . 'F.'- M k/ft2 k/ft k/ft ft ft ft k k-ft I LL C 18.000 54.800 I XL C 18.000 -11.020 1 SDL U -0.062 1 . SDL C 18.000 118.750 Joint* Load Case Reaction . -Moment., Momént.. LoerColürn' UpperCokimi' k k-ft k-ft I SW 23.16 42.54 -65.76 2 SW 23.34 48.39 63.29 1 SDL 49.38 -145.34 -224.66 2 SDL 50.02 165.31 216.21 I XL . -5.48 15.13 23.39 2 XL -5.54 -17.21. -22.51 Gb-5 Hope-Amundson .216003-0.0 Calculations by MDH Project Name: 216003.00 Legoland Specific Title: GIOI_L2_GLB@3_70 File Name: GI0I_1-2_GL13@3_70 Date of Generation: Wednesday, July 13, 2016. ,Span. Class. TypE' (3.2_ Compiled _loads P1 P2.- .• . ,' M ., A' B' ' :Rèduction !Factor k/ft k/ft k k-ft ft ft ft % 1_ _ LL C 54.800. 18.000 * 0.000 _1_ XL C -11.020 18.000 U -0.537 tSDL . SDL C 118.750 1 18.000 SW U 1.292 CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers b, eff Span . Area . Yb. .. \tYt''. in2 in in in in4 in in 1 1240.00 22.34 12.66 104.00 0.1476E+06 - 22.34 12.66 5- MOMENTS, SHEARS AND REACTIONS 5.1 Span Moments and Shears Excluding Live Load) Span LoadCase Moment ' Moment 'Momènt ,. ...Shear2. .Shea r' Left 1* Midsan:; PRight". ' Left: Right k-ft k-ft k-ft k k 1 SW -108.31 99.26 -111.68 -23.16 23.34 1 SDL -369.99 605.95 -381.51 -49.38 50.02 1 XL 38.52 -60.06 39.72 5.48 -5.54 5.3Span Moments and Shears (Live Load) 5.4Reactions and Column Moments (Live Load) 6-MOMENTS REDUCED TO FACE OF SUPPORT 6.1_ Reduced Moments at Face of Support (ExcludinL Live Load). Span Làad. Moment' .Moment -Moment , t 'Case 'Left'. . Midsan Right •i' . k-ft k-ft k-ft _1 - SW -80.37 99.25 -83.50 . _1_ SDL- -307.83 605.92 -318.58 .1 XL 31.67 -60.07 32.78 •. email: Support@Adaptsoft.com website: http://www.Adiptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 . . 2 . Span. ,Moment:.Moment ..Moment" Moment Moment. Moment :Shear .Y .Shear' Left Max Left Min 4i Midspan- Midspan Mm Right Max Right Mir c Left Right .. k-ft . k-ft k-ft k-ft k-ft k-ft k k 1 -191.53 0.00 298.68 0.00 -197.50 0.00 -27.23 27.57. Joint . Reaction ' Reaction Moment Moments, Moment.... Moment c Max ' Mm Lower Lower Upper Uppr, ______ __________ .• Y. Column Max Cotumri Mm Column Max Clumn Mih k k k-ft k-ft . k-ft k-ft 1 27.23 0.00 0.00 -75.24 0.00 -116.30 2 27.57 0.00 1 85.58 1 0.00 111.93 0.00 Hope-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Legoland Specific Title: GIOI_L2_GLB@3_70 File Name: G101_L2_GLB@3_70 Date of Generation: Wednesday, July 13, 2016 6.2 Reduced Moments at Face of Support (Live Load) .Spáfl' Môment.Left Moment Left Moment Mornént Moriiert. Momrit Ma . Mm Midspan Midspan Min. Right Mat '-Right Mm Max. k-ft k-ft k-ft k-ft k-ft k-ft 1 -157.50 0.00 . 298.67 . 0.00 -163.00 0.00 Approximate weight of strand:. 318.2 LB - . . •. 7.4 Required Minimum Post-Tensioning Forces . Based on Stress Conditions Based on Minimum P/A Envelope of Service I 7.5 Service Stresses (tension shown positive) rType' .Left' Center Right. Left 'Center. 'Right.. k k k. k. k 1 -0.00 445.87 13.66 155.00 155.00 155.00 Span.' :Left.Left : 'Left .-. Lefty Center..Cénter: Center Center .,Right.:._ .Right Right- Right Tops i Tops Bot Bot', jTop Top ,, Bot Bot . Top Jop Bot Bot -.'- Max-T' -Max -C . Max-T: Max-C. '-Max-T, Max- '. .'CMax-T. Max-C- MaxC ,Max-Ti x-C. psi psi psi psi psi psi . psi psi psi psi psi psi I --- -219.43 ----- - -554.02 -38.17 ---- -212.45 ----- Span "Left- Lèft Left' :Left; Center, -Center, Cénter:' Center Right '.:.Right ..Right: jRight; Envelope of Service 2 47, Top, tTop Bot ,. .Bot Top Top Bot Bot Top ,Top Bot .. Y.! 'Max-T. .M-C Ma-C Max-J,-'. M'*-C -Mãx-T .Mak-C.Max-T-.Max-C-Max-T; psi psi psi- psi psi psi psi psi. psi psi psi . psi 1 -219.43 -914.68 --- -861.57 504.47 -38.17 -- -212.45 -936.99 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 7.1. Tendon Profile . . . . . . 'Tendon A . . . • :Span .:-Type X1ILJ :'.X2IL ...X3IL'.. .. . - . 1 1 3 1 0.100 1 0.500 1 0.100 7.2 Selected Post-Tensioning Forces and Tendon Drape . . . Tendon A . . . S All Tendons . . Span. HForce • .CGS Left . CGS Cl,;-. CGSC2.: CGSRight P/A'. .WbaN. WBal (%DL) k in in in in psi k/ - ~_65 I 455.600 22.50 4.50 22.50 367.42 2.622 Span .Force. -Total P/A Total WBal (%DL) psi 1 455.6 367.42 65 - • 7.6 Post-Tensioning Balance Moments, Shears and Reactions Span Moments and Shears . S • • S S. S email: Support@Adaptsoft.com website: http:/Iwww.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 . 3. Spafl.Màrnent Left .. MomëntCénter Moment Right, Shear Left..'Shear Right ', k-ft k-ft k 1 . 212.83 -463.92 218.83 -0.18 -0.18 .' 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 4 - Span lD Location _ Frbm. Quantity'.' 'Size Lehgth ft ft in2 1 I TOP 0.00 4 ' 8 _' 7.50 1 2 TOP 28.80 4 8 7.50 _3.16 1 3 BOT _3.16' 10.2 Provided Rebar ' 10.2.1 Total Strip Provided Rebar • •. . ' Hope-Amundson 216003.00 'Calculations' by MDH Project Name: 216003.00 Legoland Specific Title:-G101 L2_GLB@3_70 File Name: G101_1_2_GLB@3_70 Date of Generation: Wednesday, July 13, 2016 Reactions and Column Moments Joint, ,•Reàctio'n' Momeht'.Momeñt: jI L ower. Upper, Col iiñ Coluh* k k-ft k-ft 1 0.179 81.108 125.333 2. -0.179 , -92.250 -120.667 :Span Left -'- :'L'eft • Middle'I..:Middle Right Right' Max '•.,Max". -. .. ,.-;"-' . - Min", k-ft k-ft k-ft 'k-ft k-ft k-ft 1 -479.51 ' -50.18 1473.67 , ' 673.68 -497.85 - -53.38 Note: Moments are reported at face of support 8- FACTORED MOMENTS AND REACTIONS ENVELOPE 8.1 Factored Design Moments (Not Redistributed) 8.2 Reactions and Column Moments Joint -. Reactián : Reaction Moment , , Moment ' Moment' ', Mohient" Max Mm ' Loweri. Lbwer, Upper '•. . ,d . ?' ', ' ' Column Max Colun'Mii Colimr'.Max Colum'nMin k k-ft k-ft k-ft. k-if' 1 125.32 48.61 -43.39 -249.58 -67.13 -385.94 2 126.42 48.80 283.95 1 49.38 371.34 . 64.58 I- Spai ;'Left' 'Midspan' Ri ght -ft k-ft , ' k-ft 1 206.67' 209.67 212.67' Span ';. Left ' . Maxi ,Left- . .' .' Middle ,Max.e' Middle ' Min'.. Right' Max' Right.' Min.k'' Redist.; Cóef. Left .I Redist. Coef Right k-ft k-ft k-ft' ' k-ft k-ft 'k-ft 1 -484.29 , -50.66 1488.61 1 680.53 -502.80 1 -53.88 0.00 0.00 .Span Location ',From 'A AsRéguredUltimate: TMihimum 'lñitial1 . ft ft in2 in2 in2 in2 in2 1 TOP 0.00 5.40 2.81 0.00 2.81 • 0.00 0.00 I TOP 30.60 35.99. 2.81 0.00 2.81 . 0.00 ' 0.00 I BOT 12.60 23.40 2.15 0.89 2.15 0.00 0.00 8.3 Secondary Moments 8.4 Factored Design Moments (Redistributed) Note: Moments are reported at face of support 10- MILD STEEL -NO REDISTRIBUTION 101 Required Rebar .10.1.1 Total Strip Required Rebar Span, LoOation' From •. To ... As Required Ultimatè Minimum , lnitiéF' .UBC : - ft . ft in2 in2 in2 in2 in2 I TOP 0.00 5.40 2.81 0.00 2.81 0.00 0.00 1 TOP 30.60 35.99 . 2.81 0.00 2.81 0.00 0.00 I BOT 12.60 23.40 2.15 1.04 2.15 0.00 0.00 11 - MILD STEEL -REDISTRIBUTED 11.1 Required Rebar 11.1.1 Total Strip Required Rebar :Span' ID.. Location.- ",.From Quantityt 'Size Length... .Area ft - ft in2 1 1 TOP .0.00 4 8 7.50 3.16 1 2 TOP 28.80 4 8 7.50 3.16 1 3 BOT 10.80 3 8 14.50 . 2.37 11.2 Provided Rebar . 11.2.1 Total. Strip Provided Rebar Hope-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Legoland Specific Title: G101_L2_GLB@3_70 File Name: G101_L2_GLB@3_70 Date of Generation: Wednesday, July 13, 2016 10.2.2 Total Strip Steel Disposition . S W . Span ,lD Lódation . From ,: Quantity t:Size' ".,Length"', ft . ft 1 1 TOP 0.00 4 8 . 7.50 1 2. TOP 28.80 4 8 7.50 1 3 BOT 10.80 3 8 14.50 11.2.2 Total Strip Steel Disposition Span ID Lbcation - From...' Quantity Size, . Length ft . ft 1. 1 TOP . 0.00 4 8 7.50 1 2 TOP 28.80 4 8 7.50 1 3 BOT 10.80 3 8 14.50 -:.-x - ,t ..-.d I Vu-"- . .Mu Ratio Req. iSpacing- _______ ft in k kft ' 1n2/ft in 0.03 1.25 28.00 -124.17 -232.04. 0.70 0.068 23.62 0.05 1.80 28.00 -123.67 -186.93 0.69 0.068 23.62 0.10 3.60 28.00 -122.05 -41.33 . 0.69 0.068 23.62 0.15 . 5.40 28.00 -120.41. 101.22 0.68 0.068 .23.62 0.20 7.20 28.00 -118.79 248.28 0.67 0.068 23.62 0.25 . 9.00 28.00 -117.17 465.04 0.71 0.068 23.62 0.30 10.80 28.00 -115.55 678.70 0.90 0.068 23.62 0.35 12.60 28.00 -113.91 889.62 _1.03 . 0.068 23.62 0.40 14.40 . 28.00 . -112.29 _1097.08 1.13 0.120 22.13 0.45 16.20. 28.25 -110.65 _1301.58 1.19 0.168 15.79 0.50 18.00 30.50 110.13 1503.87 1.16 0.133 19.91 0.55 19.80 28.25 111.77 . _1300.10 1.19 0.171 15.54 0.60 21.60 28.00 113.39 _1092.65 .1.13 0.120 22.05 0.65 23.40 28.00 115.03 . 882.98 1.02 0.068 23.62 0.70 25.20 28.00 116.65 670.65 0.89 0.068 23.62 0.75 27.00 28.00 118.30 454.92 0.70 0.068 . 23.62 0.80 28.80 28.00 119.92 . 236.17 . 0.67 0.068 23.62 0.85 30.60 28.00 121.54 93.83 0.68 0.068 23.62 0.90 32.40 28.00 123.18 . -49.61 0.69 0.068 23.62 0.95 34.19 28.00 124.60 -196.38 0.70 0.068 23.62 0.97 34.74 28.00 125.29 -241.78 0.70 0.068 23.62 Note: "Vu" is related to the load combination which produces the maximum "Ratio" Note: Sections with have exceeded the maximum allowable shear stress. 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 5 1. .12- SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope SPAN I Span SW •. SW+PT SW+PT+ SW+PT+SDL ,: LL.,. . •. "X, '.-, Total : :.• SDL +Creep 1 0.03 -0.06 0.07 0.25(1729) 0.07(6371) -0.02(24962) 0.30(1438) Hope-Amundson 216003 00 Calculations by MDH GD - 10 ADAPT STRUCTURAL CONCRETE soFrwARE: SYSTEM V ADAPT PT Version 2012 Date 07 06 2016",Time 1548 File G101R_L37GLB@3_70 1 PROJECT TITLE "2160,03.00 Legoland 1.1 Design Strip: G101 R_L3_GLB@3J0 .2LoádGase:Envelope () MEMBER ELEVATION 36.00 4 V •. V : V V VV IG101RI V V V V VVVV V V :V V Uvel E 3 TOP REBAR 19 en 3 1 ADAPT selected 3.2 ADAPT (4#8XT6 ®44i8XT6 4 TENDON PROFILE I 4 1 Datum Line 4.2CGS Distance A[inl . 22.50 V V 450 V V V V V V 22.50 V V 4.3, Force A V V V = V V [509.2 kips] V V V VVV VVV V V V V V V V V I9TedOns=5092k/2tend0n 46 CGS Distance B[in] V V 4.7 Force B V 410 CGS Distance Con] 4.11 Force C V V V V V V V : V V V V V V• : V V V V : V V V V V V BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ®34i8X146 6 REQUIRED .& PROVIDED BARS 6.1 Too Bars V max V V V V V • V V V VV V V V V V V 291 (1fl2) 1 I V V required. provided 0 I 1VV V I V 6.2 Bottom Bars V : V V max V V V V V : V 2.15V V V V V V VV V V V VVVV V V V V - SHEAR STIRRUPS V V : V • VV V V V V V V: V • V V : • V V V : V 7.1 ADAPT selected. V V V• V VV V V V V V V V V tF Size #3 Legs: 2 V V V V V V V V V V V • V V • V V V .35J . V Bar V V V V V V V ~ .]V T-171 V V V V Spacing [in]' V V V V V V V V V V - 21.5 14.0 V V 11.5 V4 V 21.5 V V 225 V • V - 72Userselected - - - ----- - -- - - -- - - - - - - - V V VBar Size # V Legs: VV V = - - - - - - -- - - V VV V V V V V V V V V V 73 Required area I I I I 1 I I I I I I V V V V V V V V V V V 0.222 V V V V V V V V V V V V V V I.-8-LEGEND. - Stressing End I Dead End 9-DESIGN PARAMETERS 9.1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) = 270 ksi j - V)ss NOTES VVV V V V V V V 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in RebarTable: V V V V V V V V V V V V V V V V V V ,V V V V V V.: V: V V . :VVV V VVV V V• Hope-Amundson 216003 00 Calculations by MDH GD - 11 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT-PT Version "2012'. Date: 007062016 Time: "15:50" File:G101R_L3_GLB@14_70 1 - PROJECT TITLE: "216003.00 Legoland" . . . . 1.1 Design Strip: G101 R_L3_GLB@14_70 . . . . . . . 1.2 Load Case: Envelope ELEVATION MEMBER W] 13 36.00 Locafton GLB@ 14 .3-TOP REBAR .. . 119 Tendons I 3.1 ADAPT selected . . . . . . . . 3.2 ADAPT selected . . 0 . ®4W'6 . . 4 - TENDON PROFILE . . . . . . . ., 4A Datum Line 4.2 CGS Distance A[in] . . 22.50 . . . •.• 22.50 4.3 Force A . . . . 1509.2 kiPs). . . . . S. I19 Tendons =509.2k/26.8kftend0n I 4.6 CGS Distance B[in] .. S . 4.7 Force B 4.10 CGS Distance C[in] 4.11 Force C . . . . . . . -BÔTroMREBAR . . . . . . . 5.1 ADAPT selected . . . . . . . . . . . 5.2 ADAPT selected . . . . . . 6-REQUIRED & PROVIDED BARS max . . . . .6.1 Top Bars . . . 2.81 : [in9 . . . . . . . S. . . . . . . required provided . . . .5 . 12- 6.2 Bottom Bars . 2.4 .max . . 2.15 . 7 -SHEAR STIRRUPS . . . . . . . . 7.1 ADAPT selected. . . .. . . . . . . . . . Bar Size #3 Legs: Spacing [in] 23.5 . 16.5 13.5 16.5 7.2 User-selected . . . Bar Size # Legs: 5 . . 5 __5 . -. 7.3Requiredarea ID- F7 .I .. I S.0 8 - LEGEND . Stressing End . -I Dead End . . 9- DESIGN PARAMETERS . . S. . . . . 9.1 Code: American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu= 270 ksi . . 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNERS NOTES . . . . .. , . .. .. S 3-INPUT APPLIEDLOADING . . . . .. 3.1 LoadingAs Appears inUsers Input Screen . . .•. . .. . ; Span CIassI: )Type ,.-P1 .__...P2' 5'A.. .;.C-' '.F:' __-'M kJft2 .k/ft -k/ft ft ft . ft k k-ft. :LL _. C 18.000 54.770 I. XL C 18.000 -10.540 I SDL U -0.062. _______ _______ _______ . _______ _______ • 1 SDL C 18.000 118.700 Hope-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Legoland Specific Title: G101R_L3_GLB@3_70 File Name: GIOI W R_L3_GLB@3_70 Date of Generation: ednesdayJuIy 13, 2016 I - USER SPECIFIED GENERAL ANALYSIS AND DESIGN PARAMETERS .13. Parameter, :vàlue. .:' ' S '. Parameter..' - , ' . Value. Concrete . Fy (Shear reinforcement) 60.00 ksi Pc for BEAMS/SLABS 5000.00 psi Minimum Cover at TOP 1.25 in F'ci for BEAMS/SLABS 3000.00 psi Minimum Cover at BOTTOM 1.00 in For COLUMNS/WALLS 5000.00 psi Post-tensioning Ec for BEAMS/SLABS 4031.00 ksi SYSTEM UNBONDED For COLUMNS/WALLS 4031.00 ksi Fpu ' 270.00 ksi CREEP factor 2.65 . . Fse 175.17 ksi CONCRETE WEIGHT NORMAL Strand area 0.153in2 UNITWEIGHT . 150.00pcf Min CGS from TOP 12.501n Tension stress limits I (fc)1/2 . Min CGS from BOT for interior spans 4.50 in At Top 7.500 Min CGS from BOT for exterior spans 4.50 in At Bottom 7.500 Min average precompression 125.00 psi Compression stress limits / ft . Max spacing / slab depth 8.00 . At all locations 0.450 Analysis and design options Tension stress limits (initial)/ (fc)1/2 . Structural system BEAM At Top 3.000 Moment of Inertia over support is NOT INCREASED At Bottom 3.000 Moments reduced to face of support YES Compression stress limits (initial) / ft Moment Redistribution. YES At all locations 0.600 . Effective flange width consideration YES Reinforcement Effective flange width implementation method ACI-318 . ' Fy (Main bars) 60.00 ksi DESIGN CODE SELECTED American-AC1318 (201 1)/IBC 2012. Span. !on: 2.1 Principal Span Data of Uniform Spans Lenth .Width: . TFWidth .'' TF15 , BF/MF BF/MF Rh . 1.Right Left Mult. ft in in in Thick..._Width in in in __..Thick.Ak . in 1 1.2 136.00 1 24.00 1 35.00 1 104.00 5.00 35.00 0.50 0.50 2.3 Effective Width Data ofUniform Spans Span Effective Width _ 2.7 Support Width and _Column Data in I 104.00 'Joint Support Width Liéngth, .?LC- .B(DIA.). LC' D Lq): ' '%-LC CBCEC . Length' UC __UC B(DIA ..D UC . . %UC CBCUc' in ft in 1 30.0 8.4 .'• _in 30.0 _ _ft _inin _ 30.0 8.424.0 _24.0 30.0 _70(1) _70 _(1) 2- INPUT GEOMETRY. NOTE: SELFWEIGHT INCLUSION REQUIRED (SW= SELF WEIGHT Computed from geometry . input and treated as dead loading. Unit selfweight W = 150.0 pcf . . . NOTE: LIVE. LOADING is SKIPPED with a skip factor of 1.00 . . . . . . 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 Jôint, LoadCasè Reaction ..Moment,. .LowèrColumh . Moment Upr.CàIum k k-ft k-ft 1 . SW 23.25 -95.76 0.00 2 SW 23.25 95.75 . . .0.00 1 SDL 49.68 -326.96 0.00 2 SDL . 49.68 326.95 . 0.00 1 . XL . -5.27 32.57 0.00 2 XL -5.27 -32.57 0.00 5.2 Reactions and Column Moments (Excluding Live Load) SPan. Moment. -Moment :.Moment Moment Moment.: -Moment,:'Shear .. .Shear,' zi Left Max Left Mm Mids'an Midspan Mm Right Max Right Mm Left 'Right . Max k-ft . k-ft k-ft k-ft k-ft k-ft k k 1 -169.25 0.00 323.68 0.00 169.24 0.00 -27.39 27.38 5.3 Span Moments and Shears (Live Load) . 6-_MOMENTS REDUCED TO FACE OF SUPPORT 6.1_ Reduced Moments at Face of Support (Excluding L .Span 14 Load Case Mómeñt. .' Moment '.Mmdspan. .:Moment .'Right k-ft k-ft k-ft 1 SW 1 ......... -67.70 113.50 -67.70 I SDL -264.42 654.25 -264.42 1 XL 1 25.98 -62.29 25.98 Hope-Amundson 216003.00 Calculations by MDH GD - 13 Project Name: 216003.00 Legoland Specific Title: G101R_L3_GLB@3j0 . File Name: G101R_L3_GLB@3_70 Date of Generation: Wednesday, July 13, 2016 3.2_ Compiled _loads r.Span1CIass Type ........ -•P1:.. P2 . . :F.' ,) , . -..'. .'-•.B ........ Reduction Factor IcJft kfft .k k-ft ft ft ft % I LL C 54.770 18.000 0.000 I XL C -10.540 18.000 I SDL U -0.537 1 SDL 118.700 18000 1 SW U 1.292 Span. Area Yb: Yt . 'beff' ' .. . Yt in2 in . in . in . 1n4 in . in 1 1240.00 22.34 12.66 104.00 0.1476E+06 22.34 12.66 Span. ;- Load Case .. Moment, .:. ;Left., "Moment. 'MidspànP ,Mornent Right Shear . Left Shear, Right. k-ft k-ft k-ft . k . k _1_ SW -95.76 113.49 -95.75 -23.25 23.25 I - SDL . -326.97 654.29 -326.96 -49.68 49.68 - 1 XL 32.57 -62.29 . 32.57 5.27 . -5.27 4- CALCULATED SECTION PROPERTIES 4.1 Section Properties of Uniform Spans and Cantilevers 5-MOMENTS, SHEARS AND REACTIONS . . . 5.1Span Moments and Shears (Excluding Live Load) 5.4 Reactions and Column Moments (Live Load) Joint -,Reaction Reaction Moment tMoment - Momént Moment , Max .. ...Min 1Lower tf Lower SUpper Uper ColumhMak Càluiiñ Min CàlumnMax Column iMin k k k-ft, k-ft k-ft . k-ft I . 27.39 0.00 0.00 -169.25 0.00 0.00 2 1 27.38 0.00 1 169.24 .0.00 0.00 0.00 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 2 Span' ;-Left,L,.: Left -Left Left :Center. :Center -Center Centér Right 'Right. 'Right Right Top *Top Bot Bot; I T Top BoV Bot' .Top I T Top Bot )Bot ,Max-T Mak-C TMá-T., Max-C Ma-T MaxC. Max-T;':'Max-C Max-T.. 'Max-C vM.T' Mx=C psi psi psi psi psi psi psi psi psi psi psi psi 1 ----- -829.01 ---- -905.24 462.03 -126.03 ---- 312.54 ----- Envelopeof Service 2- ______ Hope-Amundson 216003.00 Calculations by MbH ' GD - 14 Project Name: 216003.00 Legoland Specific Title: G1O1R_L3_GLB@3_70 ' File Name: GI0IR_L3_GLB@3_70 Date of Generation: Wednesday, July 13, 2016 - 6.2 Reduced Moments at Face of Support (Live Load) 7- SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 71 Tendon Profile Tendon ::Spàn'r Type .X1/L X2/L X3/12,t,4 AIL-: 1 1 3 1 0.100 1 0.500 1 0.100 0.000 7.2 Selected Post-Tensioning Forces and Tendon Drape TendonA ______ •• AllTendons Spañ Frc oe .CGS Left. CGS C1: CS'C2. CGS Right --,Wal ,WBaI(%DL) in in in in psi k/- 1 509.200 22.50 - 4.50 22.50 410.65 2.931 72 rSpañ' '-Fdrce' TotáIP/A .TotãI:WBal' %DLY-4 ic psi I 509.2 410.65 72 Approximate' weight of strand: 355.6 LB 7.4 Required Minimum Post-Tensioning Forces Based on Stress Conditions Based on Minimum P/A 7.5 Service Stresses (tension shown positive) Envelope of Service 1 ,Typé -Left, • Cente";. Right'. '.;Left'.- Cënier.- Right k k k k k 1' ' 0.00 484.49 0.00 155.00 155.00 155.00 'Spari' Moment Left Momeht'Left Moment KMoment : Moment Moment\ Max' Mm MidspanMidspanMmn RmghtMa RightMiri 44 k-ft k-ft k-ft k-ft k-ft k-ft 1 -135.00 0.00 323.67 0.00 -135.00 0.00 Spà,n,. Lefty Leftc Left Left ,Center; .Right. Right Right Right Top Top Bot Bot cTop. Topr Bot : Bot Top Top Bot rBot MàxT' Ma-C ,Màx-T Max-C ',Mai-T,..` Max-C' .Max-T '.Mix-'C .Mai-!T Max-C. Ma -T -'Max-C psi psi psi psi psi psi psi psi 'psi psi psi psi I , 312.54 ' 1 583.74 --- -571.95 --- -126.03 ---- -312.54. -583.75 7.6 Post -Tensioning Balance Moments Shears and Reactions SpanMomentsandShears _.'-• ' ' ' ts Reactions and Column Momen Jàint Reâctiàh Momènt.'* m •-"Moént Lower f_Upper '•- 11- '- _ Column'' 'Colunmtm k k-ft k-ft 1 0.000 204.000 0.000 2 0.000 -204.000 0.000 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)364-240 1 3 ' - iSpan-. MomentLeft' --Shear Right k-ft • k-ft _Moment_Center__MomentRighf k-ft k k 1 210.83 -548.83 210.83 0.00 0.00 Hôpe-Amuhdson 216003.00 Calculations by MDH Project Name: 216003.00 Legoland Specific Title: G1O1R_L3_GLB@3_70 File Name: G101R_1-3_GLB@3_70 Date of Generation: Wednesday, July 13, 2016 8- FACTORED MOMENTS AND REACTIONS ENVELOPE 8.1Factored Design Moments (Not Redistributed) VVG15 Span Left Middle ' Middle Right Right 'Max''' ' Max Min, Max ; r,.Min.k. Left,..... -ft k-ft k-ft k-ft kft k-ft 1 1 -384.56 -16.85 1580.88 712.30 -384.56 -16.85 8.2 Reactions and Column Moments Joint; Reaction Reaction; ';Moment, Mornent. 7 Moment. Moment , I Max Win,' Lower L6wer Upper " ' Upper " . . -,V . , Column Max Column Miri Column Max Column Mm k k k-ft k-ft k-ft k-ft 1 126.07 48.93 -77.62 -541.53 0.00 0.00 2 126.05 48.93 541.43 77.56 0.00 . 0.00' '8.3 Secondary Moments n 8.4 Factored Desig Moments (Redistributed Span .Left..Midspan' Right': k-ft - k-ft k-ft 1 - - 204.00 . 204.00 204.00 Span " .,Middle.' ;Midd!é .- 'Right. Right Redist... .,.Redist. Max'" '-.Min--, -Min Max- ' Min'$ Côèf.Left Coéf Right k-ft k-ft k-ft k-ft - k-ft k-ft 1 -388.41 -17.02 1596.80 719.46 -388.41 . -17.02 0.00 0.00 Note: Moments are reported at face of support 10- MILD STEEL -NO REDISTRIBUTION 10.1 Required Rebar. 10.1.1 Total Strip Required Rebar V V 10.2 Provided Rebar V • . V 10.2.1 Total Strip Provided Rebar V V V 10.2.2 Total Strip Stee Disposition V V V V :pan. ,lD- Location '1-From .V QuntitySizey Length.!"). ft ft. .1 I TOP . 0.00 4 8 . .7.50 1 2 TOP 28.80 4 8 : 7.50 i 1 3 BOT 10.80 . 3 - 8 14.50 11- MILD STEEL - REDISTRIBUTED 11.1 Required Rebar . . . •• . V 11.1.1 Total Strip Required Rebar . . . . . •. V V email: Support@Adaptsoft.com website: http://www.Adaptsoft.com V 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 'SpEn. 'Location '- From' .Y1To As-?Required .',-UltimatëY 'Minimum I.,. Initial.,". .UBC -,- - ft ft . 1n2 in2 - in2 in2 in2 _1 TOP 0.00 5.40 2.81 0.00 2.81 0.00 0.00 1 TOP 30.60, 35.99 2.81 . 0.00 2.81 0.00 0.00 .1 - BOT 12.60 V 23.40 2.15 . 0.68 2.15 0.00 0.00 ID ..Location, -i -From. pan - Quantity . '. Siie.,; '.-Length èa ft : V ft ' in2 I - I TOP . 0.00 4 -8 . . 7.50 . V 3.16 I - .2 TOP 28.80 4 8 7.50 ' 3.16 _1 - 3 BOT 10.80. 3 . 8 14.50 2.37 .SpanV. Location. " From As Required Ultima'te: Minimum lnitial,-. 40113C,, ' ft ft in2 in2 1n2 in2 in2 1 TOP 0.00 5.40 2.81 0.00 2.81 • . 0.00 0.00 1 TOP. 30.60 35.99 2.81 . -0.00 V 2.81 0.00 0.00 -1 BOT 12.60 23.40 2.15 068 2;15 0.00 0.00 Hope-Amundson 216003.00 Calculations by MDH Project Name: 216003.00 Legoland Specific Title: G101R_L3_GLB@3_70 File Name: GI6IR_L3_GLB@3_70 Date of Generation: Wednesday, July, 13, 2016 11.2 Provided Rebar, 11.2.1 Total Strip Provided Rebar Span,, -ID*, .1ocation' ..1Fr6 m u .Quantity. SizEP .c Length...' Area ft ft in2 11 1 TOP 0.00 4 8 7.50 3.16 _l - 2 TOP 28.80 4 8 7.50 3.16 1 3 BOT 10.80 3 8 14.50 2.37 Span' -0,11 Location From le Quàntit Size . Length ft . ft _1 - I TOP 0.00 4 8 7.50 I 2 TOP 28.80 4 8 . 7.50 1 3 BOT 10.80 3 8 14.50 12 -SHEAR REINFORCEMENT 12.1 Shear Calculation Envelope I SPANI Span 'l.;SWy, SW+F,T SW+PT+ SW+PT+SDL LL-:, X' ; 5,.Tptai- '- in . in • in in ' in in in 1 0.04 -0.07 0.07 0.27(1609) 0.08(5576) -0.02(25574) 0.33(1312) Note Deflections are calculated using effective moment of inertia of cracked sections 11.2.2 Total Strip Steel Disposition WiX Vu' 'a-Mu.. 'Ratio " .Reg.± Spacing'. ft in k kft in2/ft in 0.03 1.25 28.00 -124.93 -171.94 0.70 0.076 23.62 0.05 1.80 28.00 -124.44 -126.69 0.70 0.076 23.62 0.10. . 3.60 .28.00 -122.80' 19.96 '0.69 0.076 23.62 0.15 5.40 28.00 -121.18 163.45 0.68 '0.076 23.62 0.20 7.20 28.00 -119.56 349.57 .0.67 0.076 23.62 0.25 9.00 28.00 -117.91 567.59 0.85 0.076 . 23.62 0.30 10.80 28.00 -116.29 782.57 1.01 0.076 23.62 0.35 12.60 28.00 -114.67. 994.46 1.13 0.121 21.90 0.40 14.40 28.00 -113.03 1203.39 1.21 0.189 14.06 045 . 16.20 28.25 -111.41. 1409.37 1.27 0.222 11.93 0.50 18.00 30.50 _109.77 1613.13 1.22 0.174 15.20 0.55 19.80 28.25 11.39 - 1409.37 .27 - .0.222 11.93 0.60 .21.60 . 28.00 13.03 - 1203.39 1.21 0.189 14.06 .0.65 23.40 28.00 14.65 - 994.46. .13 - 0.121 21.91 0.70- 25.20 28.00 • 16.29 - 782.57 1.01 0.076 . 23.62 0.75 27.00 28.00 17.91 - 567.59 0.85 0.076 23.62 0.80 28.80 28.00 19.56 - 349.57 0.67 0.076 23.62 0.85 30.60 28.00 121.18 . 163.45 '0.68 0.076 23.62 0.90 32.40 1 28.00 122.80' 19.97 0.69 . 0.076 23.62 0.95 34.19 1 28.00 124.44 -126.69 0.70 . 0.076 23.62 0.97 34.74 1 28.00 124.93 -171.94 1 0.70 0.076 . 23.62 Note: "W" is related to the load combination which produces the maximum "Ratio" Note: Sections with have exceeded the maximum allowable shear stress. 14 DEFLECTIONS . 14.1 Maximum Span Deflections • .....,.. • 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 - . - 5 - t . S . I • - HopeAmundson 216003.00 . . Calculations by MDH GD-17 S •• ADAPT - STRUCTURAL CONCRETE SOFIWARE SYSTEM ADAPT PT Version 2012 Date 07 06 2016".Time 1552 File G102_L2_GLC@3_70 1.- PROJECT TITLE: "216003.00 Legoland" . 1.1 Design Strip: ,G102_L2_GLC@3_70 . . . 1.2 Load Case: Envelope. . . . MEMBER ELEVATION ft] ; - 36.00 Location: GLC@3 3- TOP REBAR . . . . . .• 3.1 ADAPT selected ......... . . . . 3.2 ADAPT selected .• .. . . . . .• . . . 4 - TENDON PROFILE . . . . . . . . 4.1 Datum Line I . 4.2 CGS Distance A[m] . . • . 4.50 : 4.3 Force A . . [428.8 kips] . . . I16Tendons =428.8 k/26.8 kJtendonI . . 4.6 CGS Distance B[in]' . . . . . . 4:7 Force B . . . . . . . . 4.10 CGS Distahce Ciin) . . . . . 4.11 Force C . . . . . BOTOMREBAR 5.1 ADAPT selected 5.2 ADAPT selected . . ®34t8X14 . .• . . . ..• . 6 REQUIRED & PROVIDED BARS . . 6. 1, max Top Bars 3.a . 281 . . . [inn . . .i.-. 7T T required : . . . . . . provided • 01- 6.2 Bottom Bars • max . 2.15 • . 7-SHEAR STIRRUPS • . . . • S . 7.1 ADAPT selected. . : • • • • . . . • • . • • Bar Size #3 Legs: 2. • - • • • . . . • Spacing [in] • . - S • • 235 . • . • - . 72User-selected ---------------------------------------- - ----------------- I -- - - --- - - - -- - - -- - • Bar Size # Legs: .- 0.12 73Requiredarea 0.0d • . 0.113 . • . • 8- LEGEND • • • i Stressing End • -i Dead End • • • • •• • • • 9 DESIGN PARAMETERS 9.1 Code: American AC1318 (2011)/IBC (2012) f'5 = 5000 psi f = 60 ksi (longitudinal) • = 60 ksi (shear) f 5 = 270 ksi • • •• 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: • . . . . • • S DESIGNER S NOTES Hope-Amundson 216003.00 calculationssby. MDH . .. ADAPT -STRUCTURAL CONCRETE SONARE SYSTEM ADAPT-PT Version2012 Date: 07-06-2016" Time: '15:54" File:G102_L2_GLC@14_70 '1. - PROJECT TITLE: 21600300 Legoland" . . . . . . . . 1.1 Design Strip: G102_L2_GLC@14_7.0. . S • . . : 1.2 Load Case: Envelope . . : . . . . . . EMBER 014 36.00 ELEVATION 13 Level 2 GLC@ 14 a-Top REBAR • . .. . . . 3.1 ADAPT selected . . . . . . 3.2 ADAPT selected . . 01 4ax-ris- .4 - TENDON PROFILE . . . . . . . 4.1 Datum Line 4.2 CGS Distance A[in] . 22.50 S . 4.50' 22.60 . 43 Force A . . . 1428.8 kips) 116 Tendons =428.8k/•26.8 k/tendon S. 4.6 CGS Distance B[in] . . . . . . . . . . . . . . 4.7 Force B 4. 10 CGS Distance C[in] . . . . . . . . 4.11 Force C . 0 BOTOMREBAR 5.1 ADAPT selected 5.2 ADAPT selected . . . . ®3#8X146 . . . . .5. . 5. 6 REQUIRED & PROVIDED BARS max . 6.1 Top Bars . 3. 281 . . . . .[jn2l . ... .J S, . . ...I . required provided: 1 L 6.2 Bottom Bars 2 • max . . . .5. . . . 2.15 • • . . . 7 - SHEAR STIRRUPS. . . • : S• • 0..• 7.1 ADAPT selécted . . . . . . . Bar Size #3 Legs: 2 . • . . .. .. • • . Spacing [in] . . . . . . 23.5 • . . 7.2 User-selected . --------------. .------- 5-. Bar Size # . Legs: : - . . . . 0.12 . . . . 04- 73 Required area S • [__[1 S • S • S [in2/ft] . • H H I. I I 71 • : • 0.105 • . .5 . . 1"8.- LEGEND . . • -i Stressing End -I Dead End . . . . S. • • • • : 9 DESIGN PARAMETERS 9.1 Co"de: AmericanACI318 (2011)/lBC (2012) .f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . .. • : ; S • 0 • DESIGNER S NOTES Hope-Amundson 21600300 Calculations by MDH GD - 19 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM :. ADAPT PT Version 2012 Date 07 06 2016 Time 1556 File G102R_L3_GLC@3_70 .1 - PROJECT TITLE: "216003.00 Legoland" .: •. 11 Design Strip G102R_L3_GLC@3_70 1.2 Load Case Envelope SMEMBER ELEVATION ft] 36.00 . I°'l GL C0 3 118Tendonsl 3 TOP REBAR 3.1 ADAPT selected 32 ADAPT selected (J4886 ®448XT6 4 TENDON PROFILE 4.1 Datum Line - 4.2 CGS Distance A[in] 22.50. . -5°22.50 4.3 Force A: S. [482.4 kip) . . . . I18Tendons=482 4 k/2681/tendon I 4.6 CGS Distance B[in] • 4.7 Force B . . . 4.10 CGS Distance C[in] 4.11 Force . . . . BOTTOM REBAR .5 .1 ADAPT selected 52 ADAPT selected (13#8X146 6 REQUIRED& PROVIDED BARS 6.1 To Bars . max31 n21, required provided '. . . . . . . . . . . . .5.. 2. 62 Bottom Bars max 215 7-SHEAR STIRRUPS . . . . . .5 : .: • 7.1 ADAPT selected..... . . . . . . . . . . • . . . Bar Size #3: Legs: 2 . -- . - .- . . . . . . . St. . . . S Spacing [in]. . . . . . . - . . • . . 23.5 . . . . . . . 20.5 . 18.0: 20.5 23.5 7 2 User-selected. BarSize# Legs 73 Re 15- quired area I nfl I I I I I I S . - 163. S • .5 . • . LEGEND - Stressing End I Dead End 9 DESIGN PARAMETERS 9.1 Code American AC1318 (2011)/IBC (2012) f = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover Top = 1 2 in Bottom = 1 in Rebar Table DESIGNERS NOTES Hope-Amundson 2.16003-0.0. Galculations by MDH GD 7.20: . ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM .•• ADAPTPTVersion "2012 Date: '07-06-2016" Time: "15:58" File:G1O2R_L3_GLC@14_70 1 - PROJECT TITLE: "216003.00 Legbland" . . . . 1.1 Design Strip: G1O2R_L3_GLC@14_70 1.2 LoadCase: Envelope : .. . 0 . . MEMBER ELEVATION 13 [ft] - . .. . 0 36.00 Level 3 CIOn I 3 TOP REBAR 117 Tendons .i ADAPTselecled • . : . . • 3 2 ADAPT selected 44t8X7'6 (?)44'8X76 4 TENDON PROFILE 41 Datum Line required provided . 1.2 H H LI b2 Bottom Bars- •, - m . . . .2.15 -- 7- SHEAR STIRRUPS . . . . .. . . 0 0 .. 7.1 ADAPT selected. . . . . . : . .F .BarSize#3 Legs2 . . [ I i .... . . Spacing [in] 235 175 235 7.2 User-selected • .• • : [..--------------------------------------------------------------------0_ •_ - Bar Size # . Legs: • . - • •----------------------- . .. 0 0 • • • 0 0.16 7.3 Required area • • 0 • 0.. • • • -r-r1---- 0 • 0 • [1n2/ft] 0. F1 IiI-:i..LLIHI • . - : Od . 0 . 148 .-. 0 0 • • 0 0 • 8-LEGEND: -1 Stressing End . . -I Dead End • . • -- : • . 0 9 DESIGN PARAMETERS 9:1 Code: Añierican AC1318 (2011)/lBC (2012) f = 5000 psi fy =060 ksi (longitudinal) jy 60 ksi (shear) pu. 270 ksi ..........- : 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: • - - •- -: DESIGNERS NOTES Hope-AmUncison 216003.00 Calculations by MDH GD-21 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012' Date: "07 -06- 2016" Time: "16:00' File: G103_L2_GLD@3_70 1 '- PROJECT TITLE: "216003.00 Legoland" 1.1 Design Strip: G103_L2_GLD@3_70 . .1.2 Load Case: Envelope . . . . MEMBER ELEVATION 36.00 () Location . . IGb03 Level 2 • 17 Tendons 3-TOP REBAR . . . . 3.1 ADAPT selected . 3.2 ADAPT selected . 4#8Xr6 . . . . ®4X7'6 4 -TENDON PROFILE . 4.i Datum Line, . 4.2 CGS Distance A[in] 2250 4.50 S 22.50 4.3 Force A . . 1455.6 kiPsi 117 Tendons = 455.6 k/26.8 k/tendon 4.6 CGS Distance B[in] . 4.7 Force B 4.1 0 CGS Distance C[inj . . . . 4.11 Force C• . . . -BOTroMREBAR 5.1 ADAPT selected . . . . . 5.2 ADAPT selected ®3#8X146 .6 - REQUIRED & PROVIDED BARS . . . 6.1 Top Bars : m 2.81 . . Iin2 required provided .. . Of . . . . I 2.1 6.2 Bottom Bars . max 2.15 . Tz SHEAR STIRRUPS . . . . . . 7.1 ADAPT selected. . . . . Bar Size #3 Legs: 2 . . Spacing [in] . 23.5 17.5 23.5 . - ------------ . 7.2 User-selected . -----------------. ------------------------------------. ---------------------------------------------------.-.- Bar Size # Legs: 0.16 73 Required area 0. - tin2d] 0. El== 0.15 8 -.LEGEND -1 . Stressing End . . . Dead End 9 DESIGN PARAMETERS . . . . . . . . . 9.1 Code: American AC1318 (2011)/IBC (2012) f' = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: . . - DESIGNER'S NOTES . . . . . J Hope-Amundson 216003.00 Calculations by MUM S GD 22 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012' Date: 07-06-2016" Time: "16:02 File:G103_L2_GLD@14_70• 1 - PROJECT TITLE: "216003.00 Legoland" 1.1 Design Strip: G103_L2_GLD@14_70 1.2 Load Case: Envelope 0 . MEMBER ELEVATION . is 36.00 Location Level 2 3TOPREBAR . 117 Tendons . 3.1 ADAPT selected 3.2 ADAPT selected 4 - TENDON PROFILE . . . 4.1 Datum Line L-:: 4.2 CGS Distance Alin] 22.50 4.50 . 22.50 4.3 Force A [455.6 kips) 117 Tendons = 455.6k / 26.8 k/tendon 4.6 CGS Distance B[in] 4.7 Force B . . . 4.10 CGS Distance C[in] 4.11 Force C . . . - BoTrOM REBAR . . 5.1 ADAPT selected . . . 5.2 ADAPT selected . . . . ®3#8X14 . . . 6 - REQUIRED & PROVIDED BARS .5 6.1 Top Bars . . max 2.81 [inn required: . . . provided Of 6.2 Bottom Bars max 2.15 . S 7 - SHEAR STIRRUPS S S 7.1 ADAPT selected. Bar Size #3 Legs: 2 . . S. Spacing [in] . . . 23.5 . 18.0 23.5 . - - S 7.2 User -selected : - - - -- - - - - - - - - - - - - - - - - -- - - - - - - - -- - -. - - - - - - - - - - Bar Size # Legs: 0.16 area 73 d I •r[1[1i- S S 0.147 8-'LEGEND . -i Stressing End -I Dead-End S S 0 9 - DESIGN PARAMETERS 9.1 Code: American AC1318(2011)/IBC(2012) fc 5000 psi fy 60 ksi (longitudinal) fy 60 ksi (shear) fpu = 270ksi. . 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: S S - DESIGNER'S NOTES . S • S Hope-Amundson 216003.00 : Calculations by MDH (301 - 23 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012 Date: 07 - 06 - 2016 Time: ;16:04 File: G1O3R_L3_GLD@3_70 A. - PROJECT TITLE: 216003.00 Legoland" 1.1 Design Strip: G103R_L3_GLD@3_70 S . 1.2 Load Case: Envelope . MEMBER ELEVATION ¶ Location: 3 TOP REBAR 117 Tendons 3.1 ADAPT selected 3.2 ADAPT selected 4t8X76 . .(2) 4NX7W 4- TENDON PROFILE . . I 4.1 Datum Line 4.2 CGS Distance A[in] : 22.50 . . 4.50 . 22.50 4.3 Force A . . . 1455.6 kips) 117 Tendons = 455.6k /26.8 k/tendon • 4.6 CGS Distance B[in] S 4.7 Force B 4.10 CGS Distance C[in] 4.11 Force . . .BOUOMREBAR . . . . . 5.1 ADAPT selected . 5.2 ADAPT selected . ®3#8X146 S . • 6- REQUIRED & PROVIDED BARS •• S 6.1 Top Bars max 2.81 [jn2J required I . provided • 6.2 Bottom Bars max 2.15 . 7 - SHEAR STIRRUPS . 7.1 ADAPT selected. •. . Bar Size #3 Legs: 2 . . . Spacing [in] . 23.5 19.5 23.5 7.2 User-selected [ . S . S BarSize# Legs: ----------------------------------------------------------------------------. 0.16 12- 73Requiredarea 0.08 IHIIIInnHIIIIHH S 5 5 0.135 8 -LEGEND . •i Stressing End -I Dead End 5 5 .. • 9- DESIGN PARAMETERS S S 5 9.1 Code: American AC1318(2011)/IBC(2012) f = 5000 psi f= 60 ksi(longitudinal) fy 60 ksi (shear) fp.= 270 ksi S 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: • • S S S 5 - DESIGNER'S NOTES • S S - S 5• . Hope-Amundson 216003.00 Calculations by MDH-: •- GD -24 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012' Date: "07-06-2016"Time: '16:06" File: G1O3R_L3_GLD@14_70.- 1 - PROJECT TITLE: 216003.00 Legoland" 1.1 Design Strip: G103R_L3_GLD@14_70 . . .1.2 Load Case: Envelope . . . . . 13 15 ON 36.00 CauOn __ TOP REBAR I18ndonsI 3 Te 3.1 ADAPT selected . . 3.2 ADAPT selected .I I48X7'6 ®4#8X7'6 4 - TENDON PROFILE 4.l Datum Line 4.2 CGS Distance A[in] . . 22.50 . . 4.50 . : . . 22.50 4.3 Force A .. S. . . . 1450.4 kipsl .... . 118 Tendons 482.8 k/26.8 k/tendon. . S 4.6CGS Distance Bun] .47 Force B . . . . . . . . . . . 4.10 CGS Distance C[in] . . . . S. . .. 4.11 Force . . . . - BOTTOM REBAR 5.1 ADAPT selected . . . . . . . . . . . 5.2 ADAPT selected ®31i8X146" . . . . . . . 6 - REQUIRED & PROVIDED BARS . . . 6.1 Top Bars . m . 2.81 . [ 31 in2l required provided 2.1 6.2 Bottom Bars . . max. - . - - 2.15 7 SHEAR STIRRUPS - -- - - 7.1 ADAPT selected. - Bar Size #3 Legs: 2 - - . 1 7 Spacing [in] . . - . - - 23.5 16.0 13.0 15.5 .23.5 7.? User-selected - - -- . - . - . - - - - ,BarSize# Legs: - - - - - S - 0.24 . - . . 0.18- 7.3 Required area - o.i- 5 5 . - - [in2/ft]. - o.o S I. - - - . S . . . - - 0.201 8 -LEGEND - -i Stressing End : -I Dead End • -- S - - - 9 DESIGN PARAMETERS - - S • - S. . - . S 91 Cod: American AC1318 (2011)/lBC (201.2) f, = 5000 psi .f = 60 ksi (longitudinal) f =60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - - - DESIGNER'S NOTES Hope-Amundson 21600300 Calculations by MDH 131D_- 25 'ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date: "07-.06-,2016" Time 1608 File G104_L2_GLA@3_70 1 - PROJECT TITLE: 216003.00 LegoIând' 1.1 Design Strip:'G104R_L3_GLA@3_70 1.2 Load Case: Envelope R MEMBER ELEVATION IM 36.00 Location: Level 3 :< 3-TOP REBAR •' ___ I6Tendonsi 3.1 ADAPT selected . . . 3.2 ADAPT selected . 4 - TENDON PROFILE , . '' . .• . 41 Datum Line 4.2 CGS Distance A[in] 22.50 ' 4.50 . . ,' ' ' 2250 4.3 Force. A : . , 1160,8 idps). . . 16 Tendons .= 160.8 k / 26.8 k/tendon 4.6 CGS Distance B[in] 4:7 Force B ' . . . . . •. . ' , ' . : . 4.10 CGS Distance C[in] . , . . . .. . . 4.11 Force - BOTTOM REBAR, •• . . . . .. . . . . • 5.1 ADAPT selected . . . . . . . .. . . .. 5.2 ADAPT selected ' . . ., 03 3#8X16'6- .6 - REQUIRED & PROVIDED BARS . . 6.1 Top Bars • max 3.a , • ' . 281 Iin21 . . J-j • . . . required i • • . provided ' o. • • I 6.2 Bottom Bars max ' ' . ,' ' . 2.15 . . 7 - SHEAR STIRRUPS 7.1 ADAPT selècted • . . - ' ' • . . Bar Size #3 Legs: 2 . Spacing [in] • . . . • ' : 7.2 User-selected. . - - --------------------------- --- - -----------. - -------- Bar Size # Legs: . , . . -- , . 0.024 00 73 Required area . • . - . , - , • - ' [in2/ft] - • o.00-' , .• , 0.000 . - . . • . . , - 0.024 --LEGEND 8 - . . - - Stressing End - ' -I Dead End ' . • . 9 DESIGN PARAMETERS . . , '• - , -: - - ' • . . 9.1 Code: American AC1318 (2011)/lBC (2012) f = 5000 psi f 60. ksi (longitudinal) fy 60 ksi (shear) fpu = 270 ksi ' • 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table: - DESIGNER'S NOTES" " ' ' ' - . . . • . - , • ': ' Hope-Amundson 216003 00 Calculations by MDH GD -26 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 2012 Date 07 06 2016 Time .116:10" File G1O4R_L3_GLA@3_70 1 PROJECT TITLE 21600300 Legoland 11 Design Strip G104R_L3_GLA@3_70 1.2 Load Case Envelope ELEVATION EMBER Oftm, 13 36.00 LoCat1On 3 TOP REBAR I6Tendons I 3.1 ADAPT selected 3.2 ADAPT selected 44i8X76 (i)4#8xr6 4 TENDON PROFILE 4.1 Datum Line • 4.2 CGS Distance A[in] : 22.50 .•• 4.50 • •° 43 Force A [160 B kips] 16 Tendons = 1608 k/ 268 k/tendon 46 CGS Distance B[in] 4.7 Force B : : • : . ; . 4.10 CGS Distance C[in]. : 4 11 Force C BOTTOM REBAR / .5 .1 ADAPT selected 5.2 ADAPT selected 103 3#8X166 6 REQUIRED & PROVIDED BARS 61 Top Bars m 281 [ 31 1n21 required provided od I 1-. I I I 62 Bottom Bars max 215 7-SHEAR STIRRUPS •. : • : .: •. - •• ---: 7 1 ADAPT selected Bar-Size #3 Legs: 2. :17• ...: • 1 • .• . . . . . . .• . . . Spacing [in] 235 72Userselected [ • BarSize# Legs: . . . T7 •. . • -. - . • 0.024 - . . : - . 0.018- 73 Required area [in2lft] 6.00r; • - .,. . . • • • • -• • - . -•• 0.024 • • - : : . 8 LEGEND - Stressing End I Dead End 9 DESIGN PARAMETERS 9.1 Code American AC1318 (2011)/IBC (2012) fc = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f,5 = 270 ksi 9 2 Rebar Cover Top '=. 1.2 in Bottom = 1 in Rebar Table DESIGNERS NOTES Hope-Amundson 216003.00 Calculations by MDH . . GD -27. ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2012 Date: 07-07-2016 Time: 15:37 File:G1O5R_L4_GLD@3_70 1 - PROJECT TITLE: '216003.00 Legoland" 1.1 Design Strip: G105R_L4_GLD@3_70 1.2.Load Case: Envelope . . . 0 EMBER ELEVATION (I?. ,. 600 Location 3 - TOP REBAR . . . I Tendons . . .. ____ 3.1 ADAPT selected .. 3.2 ADAPT selected ç34i8x7.6. : . . . 4-TENDON PROFILE. . . . . . . . . 4.1 Datum Line 4.2 CGS Distance A[in] 22.50 4.50 22.50 4.3 Force A . p87.6 kips) . I7Tendons = 187.6.k 26. F/tendon . . 4.6 CGS Distance B[in] 4.7 Force B . 4.10 CGS. Distance Clin] . . . . . 4.11 Force C . . . -BOTTOM REBAR .. . . . . . . 5.1 ADAPT selected . 5.2 ADAPT.selected ®3#8X146 . . . . . .- . REQUIRED &PROVIDEDBARS . . . . . . 6.1 Top Bars max . 2.22 [inn required . . provided . ________ 0. 1.2 1 ' EI H. 6.2 Bottom Bars max 1.96 . SHEAR STIRRUPS 7.1 ADAPT selected. . ,. . Bar Size #3 Leg s:2 . Spacing [in]. . . 23.5 7.2 User-selected [ . . BarSize# Legs: . ---------------------- 0.028, . 7.3 Required area . . . . P [in2/ft] .0.007H . . . . . 0.000 0.028 . 8 -LEGEND , -I Stressing End -I Dead End 9 -DESIGN PARAMETERS . . . . . 9.1 Code: American AC1318 (2011)/lBC (2012) f0 = 5000 psi f = 60 ksi (longitudinal) f = 60 ksi (shear) f 5 = 270 ksi 9.2 Rebar Cover: Top = 1.2 in Bottom = 1 in Rebar Table:. . . . . . . . - DESIGNER'S NOTES . . .. . . . SPan. SW+FT. SW.+PT+, SW+PT+SDL :>x in in in in in in. 1 0.03 -0.06 0.07 0.25(1729) 0.07(6371) -0.02(24962) Hope-Amundson 216003 00 Calculations by MDH GD - 29 Project Name 21600300 Legoland Specific Title G1O1_L2_GLB@3_70 File Name G101_L2_GLB@3_70 Date of Generation Wednesday July06 2016 14- DEFLECTIONS Typical Floor Girder W t 14.1 Maximum Span Deflections Hope-Amundson 216003 00 Calculations by MDH GD - 30 Project Name 21600300 Legoland Specific Title G101R_L3_GLB@3_70 File Name G101R_L3_GLB@3_70 Date of Generation Wednesday July 06, 2016 :__14- DEFLECTIONS Typical Roof Girder .14 .1 Maximum Span Deflections Span. SW;. SI+PT: SW+PT+ SW+PT.+SDL LLH 'TotaI 'SDL +Cr4eep 0.04 -0.07 0.07 0.27(1609) Ii0.08(5576) -0.02(25574)110.33(1312)1 Hope-Amundson 216003.00 HOPE -AMUNDSON 'ctural Engineers Nrd Ave. Suite 300 Olego CA 92101 Calculation by M. Nekuda • RW - 1 Sheet I of Project IPJXOL1/ thYk1fr (ThJ1tV?' Project No. 21(O. DO Engineer 11i'l\V4 f) Date Hope-Amundson 216003.00 HP AMUND5CN Scturat Engineers Third Ave. Suite 300 Diego CA92I0I Calculation by M. Nekuda RW- 2 Sheet of Project IA/Ld PaA(Iv Project No. 2JQO. DO Engineer Date Sheet or 20 Hope-Amundson 216003.00 Calculation by M. Nekuda RW -3 HOPE AMUNIDSON ctura, Engineers . Thfrd Ave. Suite 300 Diego CA 92101 _G 12.1 L j' lii __ I iii i±i II7ILIHITI± LLJ1 T L, iii: 1II:_hJ kiIf:I. .:iLJ+ itI: ft. ••\ I. I I I ---.-...-..-------'---- - L LJJ L1 P F: H 1TTi __Tfl_ir1TTH __I1 ITT11iIEIJi] lilT 11 iii I ±1J4 1Z lT IT_I iTilT lii ii _77 ±i±Hi tHi:::J HTTlII:l J. .1- I FlIili1'1 I -. - -l•is L - _I - 1 I ILTIT liTlTiI lTT 11 LiiilIill LII!Ir I riT i rTT1iT1 _Liit - I L Hope-Amundson 216003.00 Calculation by M. Nekudà RW - 4 Sheet 4 of ____ lOPE -AMUNDSON Sctur al Engineers ird Ave. Suite 300 iego CA 92101 Project Engineer Date Hope-Amundson 216003.00 Calculation by M. Nekuda . RW -5 Sheet S of ____ F7I1T _____ Engineer Date HOPE -AMUNDSON Sctur al Engineers Third Ave. Suite 300 iego CA 92101 Hope-Amundson 216003.00 HOPE -AMUNSON ,Akuctural Engineers Third Ave Suite 300 CA 92101 Calculation by M. Nekuda RW - 6 Sheet of Project #'7)14,I1dfjo,/1C4i 4114ATh4J Project No. 2-I gr,r,3. C7C Engineer Date G /72/ZO / L R+.GH 4ic T-is I . uvLvW CA~€ -2- T3 01 1 G4 '1.42 •. I igt'1 ___ VA V / j I eLLckY Le ii• __ ar ( n I II C)_ Z2 I {H 4q)U Mu • -- - - .-•'-••- -'•--• ----.- ------ 61, t7 c • • ttcIAr,r2Y - As P iZ1P1v12 L Hzwt L I L i I av 2 : Tz T 1 I - Hope-Amundson 216003.00 OP UDSON.. &Luctural Engineers W1,19o ird Ave. Suite 300 CA 92101 Calculation, by M. Nekuda . . RW - 7 Sheet 1 of Project I 11/O 1,044 /1C4,i Project No. Engineer —Date 2'/72I727iG 1 / J.v6u')e I -L.-.± Fil) P)_. # :. TT 71 L C?. C2GE7 _L!J L Jz Lux L't ._. - F5 12z5FSP 2,Zr:2X- :1 - _L . i.... lii 1TL.IE_1± 7I........... .At,:tS ............ .L I I -i .........- I- .L .. . : T+- -L I . I itILG+17.IZS(122?T)((i.2?) fr/ir Hope-Amundson 216003.00 HOPE AMUNDSON ctural Engineers WThird Ave. Suite 300 le go CA 92101 Calculation by M. Nekuda : RW - 8 Sheet S o Project er(ajn1 F.YKUI S4u9W'e' Project No. Engineer Date III..J1 (2..Zr 11_ii tA41713t . 4 J 14(VLa /l:q6u/ .' L :. j •_•••i ••_-___•_•_•.•__ -.......... __.j_. ... [4--C.0 -As uvvviz brjg ivn Pe of vi,U vixk 1Jl C#AI . I C2C?) . . . i 2 of C- :l. 2 c 'C 7 )(4-fl1.HP.... ... C t,w1Lt . . '. . .. - Kø IA )V±k ............... (iWlJ. •.. '1C/i.c. .. ke I G°2cZ2)\ c' &AA I I .•I. . •1 • .. ... •• • -JSE 6L\i)r7C (71, C, Hope-Amundson 216003.00 HOPE AMUN1)SON ctural Engineers Third Ave. Stilln 300 WW CA 92101 Calculation by M. Nekuda RW -9 Sheet of Project Project No. Engineer Date .TTL HLT+J - TfI2IHTrI.Ir' iHH L[JJ _ ._J 4! 1__.1 1LJ * L J-1 --1- 1 _j.Qo%lML IlAiL NôIJ4 J_ ; Lk.0017tam 0 QWVWXUQwf.LJ........... :p T T cls&tI Tt. o.i)4LL i ±1 LJJ. 4 IMA -H - IL ILl IILLILLJIILL ILL1I LIL 11111 T _Ll._ll LL IL.I LL__L LJLWiJLLLXJI .LJ_L JJ.Jj.t± .HL.i. I I I f I i iii I lLlI1ITIIILI1T:iI LJI TIL il 1 III LL_L_LJ.LL1 ----- Wi II II' 4tIII!(i Hope-Amundson 216003.00 ,c HOPE -AMUNDSON ctural Engineers Third Ave. Suite 300 Diego CA 92101 Calculation by M. Nekuda RW - 10 Sheet of Project Piject No. Engineer Date Cec LJ..j_LL..L LL ..LL ._L J L.LL I 1 - H --- - .•- - —' • r- -i - - _-- . --.. * -..- .4 - -OAS IT 4A Apv •l,UII !I ''._ :t.• 1 1 0 HHC1!fE± 0HE :±it± XA(YX1 1 jT rr -ri ii ±IL'.iI II I- H' H Ii__L LLLH L If II' 'I iI I IJI1II1LL LIII1IITi 1 I 1 JJJ_JLLLJ.L -' .J. LLL.. . LL I •1'' • I 11TT TL*LL"Lt 1 ___ nhii1i JITHTT ILiL1!1JI'IJL .FI 1. LI1.: iLII..LI - _•. .' • I •i_ J -. '• . Hope-Amundson 216003.00 & HMUNDSON ctural Engineers Wle Third Ave. Suite 300 go CA 92101 Calculation by M. Nekuda RW - 11 Sheet __ of Project Project No. Engineer Date G'/27/Z(7'fG LA'ELPAr7S I I - ....... LUJxI (I)2, - - - - -- -- - LJIJlI.., W,/i I.! (.4.) E74l,.IP......... .(ur gpP ...................................:...... H... ................................................................ : L17pF .-.- . -- .. -.......- ... . ... I .AC-E.Tl-1.D. r&T r2 I H: H..H........................ uzr?lc ... . -. ..... ; I I 3• .Q.-1(i—. Z) + -41sF . . . :Ck2. (7.7(7 .t .Tf0.1Y.LA.Z')t7 77 74'f 2f7.çP 1P1pP tz 77 ____ Hope-Amundson 216003.00 HOPE AMUND5ON ajctural Engineers Third Ave. Suite 300 Diego CA 92101 Calculation by M. Nekuda RW-12, Sheet JO of VO Project XDLU&6 P/1oVign S4J71tkC' Project No. -t(YOO.PO U Engineer Date Q'I t/ZPIG West Wall • Fi _I H __L I LJLLL_. Sv 1 AjLJ4_LLJL i 1LjZ. EJ i1iL i 1IILLLLLJ_L J2{4 i±E; 4 r,701 'i p1EL_ Gz- iL_ __PIIH±E'+EI)IJLET±JJ_II1!I -* -- JJ__J_L_! .J. i. t J -71 ii iii :r IIIllIII I L 1L.J U JL L LL J 4 LLJ I ILiL:lr: II I I 1it II7T IIL UI T'1T I I - WI 1 .1111 Iii --:— m •—H _ I j1' T:•:J : Hope-Amundson 216003.00 HOPE -AMUND5ON ructural Engineers Third Ave. Suite 300 Diego CA 92101 Calculation by M. Nekuda RW - 13 Sheet of Project Project No. Engineer Date —T.7 LJ LL4JI EJ4p Li _L_LJ IL! L1J_LLLLJ_LL±_ LLiLJ_.j I • I •____•j__•_•j •1 _•••I IiIi ilJILI iI o.i5co1)(q.3t) I i L - !1 : _L__ -ico.8l4j 1' I 4r:.1 -r r 1i"ii " — -.__.4 ,•. _—...-4 .._ ____- ._L_._ _____________ 1'.. •:I l I I ____ lifT il'i_TllLiil LL; 111 illTiT I1 LL .LJ. .LL J.JJ__ LLJLLH_ Iii •III i11 LIfL FLLLLiL - LL LLtL J_L L 1' J..L1tJ.L: j.-- .......... ••••___i_•__• -. -. I _•]_:!_.: It . LL.J U ' J IL.:• _LJ •.Li ±LL LL.LJ RW -14 Calculation by M. Nekuda Hope-Amundson 216003.00 HOPE -AMUNDSON tructural Engineers Third Ave. Suite 300 Diego CA92101 Sheet _____ of Project Project No. Engineer Date Hope-Amundson 216003.00 HOPE -AMUNDSON ,AlLmctural Engineers WeThird Ave. Suite 300 go CA 92101 Calculation by M. Nekuda . RW - 15 Sheet. of Project Project No. Engineer Date (0mp tAW —\JLoW i1j-oèt k-l\ .i....... ... .......................... .1 ........ ... ..........................i_.L............ ........ - L. ............. 12'L1thiZPf-: J . I ixtJILt.i,.ILL u:I. T!zz.II:xIt:. \fiILrn .... I . ..... L ...J_ ............ .. Wo Lz -14 iE JAu)O(i2cj - ... ...................... . _.LJ. LL 140.t.00: ...............J..J..:..L.i...:.... L.J .. . 1L R oits to to L ........................ .; .... .............. ..> .i ...............-.-. ............ I --.., ..--... -..... Hope-Amundson 216003.00 Calculation by M. Nekuda RW - 16 Project Project No. Engineer Sheet _____ of HOPE -AMUNDSON ural Engineers ' ct Thd Ave. Suite 300 Diego CA 92101 Date . • . : . .. ... .L H I JL Z1L i_1 S 71 .;I —----p -----H---- ---- - —~----1 0 _e - — - - ------ —+ - - . . --4- --V-L Ic ZOID I> .........I LLJ.;:, . . - _J -- • 1ff'ID !I .. IA : Lttç( )PcLwD__.\. .. L.i I . ...: J .1.. 91 -101 1!....C_ LJ_± I . ...................S. I_ -o o2- in2 I ILTI it I H H iL .5.-.,-. - Hope-Amundson 216003.00 I' HOPE AMUNDSON W tralR~ineers Av te 300 ego CA 92101 Calculation by M. Nekuda RW - 18 Sheet of iS Project 1L'M4 Fii1(IV SqflV-k4k ProjectNo. -c'o-.. Q Engineer Date IZ4/7AJ!G Hope-Amundson 216003.00 0" HOPE -A UNDS N 'ctura Engineers Third Ave. Suite 300 'tego CAS2101 Calculation by M. Nekuda RW - 19 Sheet of Project Ivd i V1cIvi 1,1A4t,44, Project No. —CQOQ . Engineer Date (21Z1 /7(G crnr L1 _____ 1L Fy IJ -1 ( (bL I H I ilL Il JIlilil iI.ai I' ii iic —I - 49Q0.G --1i-O G( It")+ J1 (i)= 2 .71 'ç (..L.. LAt L12iLI IHIJJI1JI ___LIHIIIIIiL S C :iHi (7 ~ic ii1E ooI —F T JJILLIHT I:! I 1 H JI H I Hope-Amundson 216003.00 Calculation by M. Nekuda RW - 20 HOPE AMUNDSON Sctur al Engineers Th ird Ave. Suite 300 Diego CA 92101 Sheet ____ of Project LL1A4 PaA<4fri S4iV)4ijVl) Project No. 2k - 2. 00 Engineer Date f FiATJlJJ ... ......J.. -. ... . ...... .. s . . .... ' - ESVLTAJTh .....................J. .. . ......... 1pIF& '('3' - pit F I .± ... . ................. yI: i27( .....................- ... !.L. L..L.. .... ...: Vziz t1+/ -- 2"1S (c&)+ 21W(Iz Z's '1cO1_32144 t1' -i — ...Q,.I.' . 02 = . -.± •- Hope-Amundson 216003.00 Calculation by M. Nekuda RW - 21 Sheet _L?_' of HOPE -AMUNDSON ctu rat Engineers Third Ave. Suite 300 Diego CA 92101 jIjJ:fl Hope-Amundson 21600300 Calculation by M. Nekuda RW - 22 HOPE -AMUNDSON Ictural Engineers Third Ave. Suite 300 Diego CA 92101 ......................................J4.ZpsE.......;.._ -H -•m--H•-..................... ". .4.H....- Cç4Pe4'LCL A½OVpFCtC) I - WALt .: ... ................. ..... . .\w ....H.. -...................- 1(.4c)+ Y2.. ..: .. i (14z)1 G() I=4 KA ............... I ±:G.4( )4( ;e?) %. _________ -............ HJT 7e'.l...7 .•..t..fl....- H ..L............................ ........................... ........... ______ ..!. 9.9 .......................... .........L .. .IY. T.4.(!!...4t).... ., ..-. ....... - I I . .Hope-Amundson 216003.00 HOPE -AMUNDSON Sctur al Engineers Third Ave. Sulto 300 iego CA 92101 Calculation by M. Nekuda RW - 23 Sheet of Project L4't) tAA14(Pa y'Livi r11,'V, Project No. 00 Engineer Date G7' JI,/2A I i . .._.. I................. . . . .. . -. .. . -I vq es -. L........................-.... : ... .-...... Vs AKI_ Am ...-----i .H .......................H . 1 :.i...:..i........- • I2 Q ..L.... ... .. .. .Ii .. .... . ... .... UPpOYThXV1:i ,. . 11 v .4Qv &(po&114v1' I I . .-. (3( .....................-•... •:•••-' ......................... ............. . . . i . . ............................................................................... :2...................... Hope-Amundson 216003.00 Calculation by M. Nekuda RW.- 24 Sheet of Project LgIutLt.44 Pcu'kivw3 cct,4ijv, Project No. 2.d1iX 3. Engineer Date (2'f 2 /2.4)k2 £ HOPE -AMUNDSON ctural Engineers Third Ave. Suite 300 Diego CA 92101 'LLLL .JuL__ I J JJ L L;L E4:ji ±f I::i1i4± AD -- - I I 1 JTTL I — ._LiL .HL •L H. TI 1I ______.,______4__ --. ------------------- - -- - - - -4 - - -- - - - IIITTIiIIIH1II 1ITIL. ..EIi±iI - - 1 ;i[1 I1 I I Ii j I' - ----- •i t I I I .JT.Tr TTiT -t—D WI iii - 1II t..J ILl J_ ii II 'iI il Hope-Amundson 216003.00 HOPE -AMUND5ON AgfdWctural Engineers Third Ave. Suite 300, Diego CA 92101 Calculation by M. Nekuda RW - 25 Sheet 2-'Z of Z7 Project IíF,blWl4( PaiC(frt Vrj Project No. 21 'r7t7'. 00 Engineer Date 1fMMc1JLJj LLHJ_LJJ.. _!_L LL. MM4 t ---- - L_M4c IJ1ffI __ __ II ,,/ Ii,jI• IILII TLI IlL iifiJ_111'III LjJ 1-7 H ±1 III1_LiL 2,11 Ps .—i-- IT __J ILiII ___T i1Ti Ii Ii IJI_jiiIi ill . - - - - -.. --, ----.--- - ---I--- - *.- ---- - - ---- .- * -H--- LJfI'IP \i4iL+LiT :M= b2frcU-L I -M11 ___ L I Hope-Amundson 216003.00 Calculation by M. Nekuda RW - 26 Sheet of ____ 7T roject No.rfATJZP ngineer Date ,jj&ctural Engineers Thd Ave. Suite 300 Oego CA 92101 I HEAQWAG 214ELLLL4...L. - _.IHL 2.H JF1 TTII: 'JH±r ±:H_zJi 1- i*rl LLL i iicfl. LJ_ILLi_ - L_GLJ_L1 .J.J_LL L . 1L t111ILHt±i±HIt:LI± _TG' L II cj i±9LJti._iF tI -1isj_ II J1 JIlL IILic zJl JTIIIJ4 ±11'I ±H 111 11 I.'. I ELI i r , ft 11L —I i1} Sheet of Hope-Amundson 216003.00 Calculation by M. Nekuda RW -27 AN HOPE -AMUNDSON ,ctural Engineers Third Ave. Suite 300 Diego CA 92101 JN11 .... AP'VAU ..- .................................-.............- ...............................- ______ .. .. . . ..................'.. ..:........................At-i 2 1L.c(O CO 41' ... . ................. : ..-.. -.--...-,--......... ............cO: I Id Aç I I - I .. ... . .. -- - .. _i_ .. . . L . TM .--.. ................. ................ . - - 2 ....- ..................... . .. ..... . - 2A . .. .'IAtit . 4U0 ....2.CKfti. .: V. q' As A-~ ((q Hope-Amundson 21 6003.00 Calculation by M. Nekuda RW -28 Sheet of "W" wil Engineer HOPE -AMUNDSON Ictur al Engineers Th ird Ave Suite 300 iego CA 92101 Hope-Amundson 216003.00 Calculation by M. Nekuda RW - 29 project I^ IA Project No. Oc> Engineer Date CNo HOPE -AMUNDSON Sctur al Engineers Third AvB. Suite 300 Diego CA 92101 . .: .. - ......................4f..g . . ......... . ............... ................................... . ... .H ... ....... izI.' I 4 1t 4 24" Ifrl I -1 -As - I - - - Ot ...Z.).4.)) . :...:...................................;. Lc)Mt4 I - t 2 zi t1 s)(+ w) ..- ...............-.•-•..................i . ...L............................... ---------I I - __J - -- I- l_ - - ..................:.... -. LV .A ..2:vJ. ... ...L...................... L....... 7\MWk1b A' W T}Sv,AF1Oç =se. 3'q ic-flQ Hope-Amundson 216003.00 HOPE AMUNID5ON Sctur al Engineers Third Ave Suite 300 Diego CA 92101 Calculation by M. Nekuda • RW - 30 Sheet lofZS Project I JD 1/1 Pa4(11/10 CviA6*l4A1' Project No. 2d003. 00 Engineer Date / 1 Hope-Amundson 216003.00 Pik HOPE -AMUNDSON cturat Engineers Third Ave Suite 300 logo CA92101 Calculation by M. NekUda RW - 31. Sheet of ____ Project, l'b )/Lt'1 y CJ V4! Project No. Engineer Date (. .k-kEAR •. .: ! I... .. iWc'1 çAL4 .-.. .................................................................... . ........... 4 ................ . .. .. ................. . ... -..1). ..i. -. .... . ........L.. CA,iA..., __ • . .• .. ........... .... ..E..jj.-3......... -- ... , LH...I..........E .... L V> \/ ii'MkK JFT _J ...- •••••••••••••••••••••••••••••••••••••••••••••---. ............................................. I .......-- ... . :: ..... - ..- E I - MAFWWLLJ _ALA) - - ..............................................L.. ... ...... AV c /v vviI1 I - ..v V c7i712)LI 14O__GD-=_ti.c*-____.__• 4''C7 "1. 1iW \Nr 1 T. Lh,kt7WAU. Hope-Amundson 216003-00 Calculation by M Nekuda 13-6" Maximum Retaining Wall • Design HOW:":UNIU)~._ Wall Parameters Wall Loads (Unrest) Soil Load, H = 35 H pcf Live Load, L = 40 psf (Unrest) Seismic Load, E = 8 H pcf Wall Geometry Found Toe Width, I = 1 00 ft Found Heel Width, H = 7.00 ft Tot FtgWidth,B= 800 ft 12" CMU Thickness, Ti = 1.00 ft 8" CMU Thickness, T2 = 0 67 ft Footing Thickness, If = .2.00, ft 12" CMU Height, Hi = 6.50 ft 8" CMU Height, H2 = 7.00: ft Total Height, H = ...13.50. ft .Joe Soil Height, TSH = 1.50 ft Heel Soil Height, HSH = 13.50- ft CMU Properties Density, CMU = 0 125 kcf ctb = 0 9 Compr Strngth, 'm = 1'5 ksi dl)v = 0.& 12" CMU 'd' Dist d = 9 125 in 8" CMU 'd' Dist, d_8 = 5.125 in Concrete Properties Density, Concrete -0.15-kcf. 0 9 Compr Strength, f = 4 ksi c1v = 0 75 24" Foundation d = 20 in Steel Properties Yeild Strength, f = 60 ksi Soil Properties Density, Soil = 0.128 kcf Static Pass Resist, Ps = 350 pcI Dynamic Pass Resis, Pd = 466 67 pr . Friction Resistance, p = 0 35 Qall, static = 4.00 ksf Qall, dynamic = 5.33 ksf i I F _L= 40 1 - I, r \' Hope-Amundson 216003.00 PIN HOPE AMUN1DSON tructural Engineers Third Ave. Suite 300 legoCA92i01 - Calculation by M. Nekuda RW - 33 Sheet of Project Project No. Engineer Date Hope-Amundson 216003 00 Calculation by M Nekuda RW -.314 13'-6" Maximum Retaining Wall S Design HOPE -AMUNDSON Stability Checks Stability Force Demands Item Force Moment Arm MOT 'H 4.20 5.17 21.72° L 062 775 481 E 096 517 497 100+1OL+1OH 482 2653 10D+10H+10L+E/14 551 3007 0 9D+1 OH+E/1 4 4.89 2S.27 Stability Resisting Weight Item Force. Moment Arm MRES ' ,• : Foundation :2.40° 4.00 ' : '• 9.60 Wall Bottom ' ' 0.81 1.50 ' 1.22 . ' . .. Wall Top 058 133 078 Soilloe 019 0.50.010 Soil Heel Bottom .4.99 5.00 24.96 ° Soil HèelTop' , ' 5.67 ' . . .4.83 27.43, 14.65 . , ' 64:08 W MRES ° 1:oo+1.oL+LoH , ' 14.6545 ' •' : ° 64.08. , ': , ' , '1.0D-i-'1.0H+1.0L+E/1.4 : 14.6545 , . ' 64.08 0 9D+1 OH+E/1 4 13 18905 57 67 Sliding Resistance Passive = Total Load Combination 1/2(P(TSH+Tf))(TSH+Tf) Friction = pW Fresisting 1.OD+1.OL-i-1.OH....° . , . 2.14 . ' ' .' 5.13 ' 7.27 , . ' . •. 1 OD+ 1 OH+1 OL+E/1 4 2.86 5.13 7.99 . 0 9D+1 OH+E/1 4 2.86 4.62 7.47 ° •.' ' : . Sliding and Overturning Checks Sliding 10D+10L+101-1 FS= 151 > 15 OK 1 00+ 1 OH+1 OL+E/1 4 FS = 1.45 > 1.1 OK 0 9D+1 OH+E/1 4 FS = 1.53 > 1 1 OK Overturning • , ': 1.01)-s-1.0L-i-1.0H , ° • • .FS = .' .2.42 • ° .. . 1:5 /;:'.OK ° ° ° • ° ' 1 OD+ 1 OH+1 OL+E/1 4 FS = 2.13 > 1.1 OK 0 9D+1 OH+E/1 4 FS = 2.28 > 1.1 , OK Hope-Amundson 216003 00 Calculation by M Nekuda RW - 35 13'-6" Maximum Retaining Wall • Design HOPE AMUNDSON Bearing Check X=(MR Qmax Load Combination MOT)/W e = B/2 X B/6 Equation Omax 0mm 1 OD+1 OL+1 OH 2.56 A.'44 1.33 EQN2 3 81 0 1 OD+ 1 OH+1 OL+E/1 4 2 32 1 68 1 33 EQN2 4 21 0 O 9D+1 OH+E/1 4 2.46... 1.54 1.33': EQN2 158' 0 EQN1 = Qmax = (W/B)(1+6e/B) Omax = (W/B)(1 6e/B) EQN2 = Qmax = 2W/(3(B/2-e)) Omax = 0 L = 3(B/2-e) Bearing Check Load Combination Omax Qallow Check 1 OD+1 OL+1 OH 3.81 00 r OK 1 OD+ 1 OH+1 OL+E/1 4 4.2'1 5 OK 0 9D+1 OH+E/1 4 3.58 5.33 [_oK Hope-Amundson 216003 00 Calculation by M Nekuda RW - 36 13'4" Maximum Retaining Wall S Design HOPEAMUNDSON CMU Wall Flexural Design Wall Demand @ Base Item . Vu (k) Moment Arm Mu (k-ft) : . . .. . . H 319 450 1435 .0.54 . 6.75. E 073 450 328 1.2D+1.61+I.6H 5.97: 28.80 1 2D+1 OL+1 OE+1 6H 6.37 29.89. 09D+16H+1OE 583 2624 Maximum Moment, Mu = 29 89 k ft = 358.668. k in Maximum Shear, Vu = 6.372 k Design Flexural Reinforcement OM,, = [A5f(d - 2(0.8 Of b))] 0 . . . . . . . . AjY M < [A5f(d - 2(080f'mb))I :W.. ff2.\ .. 0 . . . :.. 2(0.850f'mb)) - fdA5 + Mu 0 = fy (2(Omb))As2=a = 112.5 .. - fdA5 = b = -492.75 , M=c = 358668 —b—A2 -4ac A reqd = 2a As reqd = 0.921954 'in2/ft A5 reqd = 0.614636 in /81' ==>USE #8 bars @8"OX. S Hopem -Aundson 216003 00 Calculation by M Nekuda RW - 39 13'-6" Maximum Retaining Wall • Design HOPE AMUND5ON CMU Foundation Design Foundation Strength Design Parameters Load Combination MOT MRES W 1 2D+1 6L+1 6H 42.44 76.90 17 59 1 2D+1 OL+1 OE+1 6H 44 53 76 90 17.59 0 9D+1 6H+1 OE 39.72 57 67 1119 X=(MR- Omax Load Combination MOT)/W e = B/2-X B/6 Equation Qmax 0mm 12D+16L+16H 196 204 133 EQN2 598 0 1 2D+1 OL+1 OE+1 6H 1.84 .2.16. 1.33* EQN2 637 0 0 90+1 6H+1 OE 1.36 2.64 1.38.., EQN2 6.46'.,' 0 EQN1 = Omax = (W/B)(1+6e/B) Omax = (W/B)(1 6e/B) EQN2 = Omax = 2W/(3(B/2-e)) Omax = 0 L = 3(B/2 e) Load Combination Omax 0mm L 0t0e Oheel 1 20+1 6L+1 6H 5 98 0 5 88 4.97 3.95. . 1 2D+1 OL+1 OE+1 6H 6.137. 0 5.52 5.22 4.06 090+16H+10E 646 0 408 488 330 Load Combination Vtoe Mtoe Vheel Mheel 120+16L+16H 548 282 765 989 12D+10L+10E+16H 579 299 715 840 0 9D+1 6H+1 OE 5 67 ..'2.97 8.43'.: .2 .38 Max 579 299 3.65,0.89. = [A5f (d - 2(085f1b))1 -Mu <M y M ct[Afy(d - S U.~ 2(085f'b))' \ /jDf2 '2 s - fdA5 + M = 0 2(0 8S0f'mb)) = (_cI:f2 '\A 2 3971 _a \2(0 85f'b)) - — fdA5 = b" -1080 ________ M =.c —:118.70167. —b—Vb2 -4ac A5 reqd = 2a A5 reqd = 0.110357,-in?/ft A5 regd = 0 147142 mn2/16 > USE #5@ 16" 0 C Hope-Amundson 216003 00 Calculation by M Nekuda RW - 40 Maximum Retaining Wall Design HOPE -AMUNDSON Wall Parameters Wall Loads ,(Unrest) Soil Load, H = 35 H pcf, Live Load, L = 40 psf (Unrest) Seismic Load, E = 8 H pcf Wall Geometry FoundToeWidth,T= 100 ft Found Heel Width, H = 4 50 ft Tot Ftg Width, R-: 5.50 ft 12" CM Thickness, Ti = 1.00 ft 8" CIVIL) Thickness, T2 = 0..67.: ft Footing Thickness, Tf = 2.00, ft 12' CIVIL) Height, Hi = 100 ft 8" CMU Height, H2 = 6.50 ft Total Height, H = :9.50, ft Soil Height, TSH = 1 50 ft S Toe Heel Soil Height, HSH = 9.50 ft • : CIVIL) Properties : - •. - • • •. Density, CMU = 0 125 kcf 1b = 6.9 Compr Strngth Pm,= 1.5. ksi Dv = 0.8: 12"CMU'd' Dist,d= 9.125 in 8" CMU 'd' Dist, d_8 = 5.125 in Concrete Properties Density Concrete = 0 15 kcf cDb = 0 9 Compr Strength, = 4 ksi = 0 75 24" Foundation d = 20 in Steel Properties Yeild Strength, f = 60 ksi Soil Properties Density, Soil = 0.128 kcf Static Pass Resist, Ps = 350 pcf Dynamic Pass Resis, Pd = 466.67. pcf Friction Resistance, p = 0.35 , S Qall, static = 4.'00. ksf. Qall, dynamic = 5.33 ksf Hope-Amundson 216003.00 HOPE -AMUNDSOI. tructural Engineers Third Ave. Suite 300 ieo CA 92101 Calculation by M. Neküda RW - 41 Sheet of Project Project No Engineer . Date Hope-Amundson 216003 00 Calculation by M Nekuda RW o. - 42 91-6" Maximum Retaining Wall , Design HOPEAMUNDSON Stability Checks Stability Force Demands Item Force Moment Arm MOT H 231 383 887 L 046 575 265 E 053 383 203 100+1OL+1OH 277 1152 1 OD+ 1.01`1+1.01-4/1'.4 3.15 12.97 . 0 9D+1 OH+E/1 4 .'2.69 .10.32.1 Stability Resisting Weight Item Force Moment Arm MRES Foundation 165 275 4.54, Wall Bottom .'0.38 1 50 0.56 .'. Wall Top' 0.54.,133 072 Soil Toe* 0.19,050 010 Soil Heel Bottom 1.34 3 75 5.04 Soil Heel Top 3 19 ._ A.58 11.43 . 729 ..22.39-- W MIRES 1 OD+1 OL+1 OH 7.292 .22+39 1 00+ 1 OH+1 OL+E/1 4 7.292 22 39 O 9D+1 OH+E/1 4 6.5628 20 15 Sliding Resistance Passive = Total Load Combination 1/2(P(TSH+Tf))(TSH+Tf) Friction = pW Fresisting 1 OD+1 OL+1 OH '2.14 2.55. 4 70 1 OD+ 1 OH+1 OL+E/1 4 2.86 2,55 5.41 O 90+1 OH+E/1 4 2 86 2.30 5.16 Sliding and Overturning Checks Sliding 1 00+1 OL+1 OH FS = 1.69 > 1.5.'-' OK 1 00+ 1.61-1+1.61-+E/1-4 FS = 1.72 > 1 1 OK O 9D+1 OH+E/1 4 FS :=- 1 91 > 1 1 OK Overturning 1 00+1 01+1 OH FS = 1'94 > 1.5 OK . 1 OD+ 1 OH+1 OL+E/1 4 FS = 1 73 > 1 1 1. OK 0 90+1 OH+E/1 4 FS = 1.95 1 1 - . . . I• Hope-Amundson 216003 00 Calculation by M Nekuda RW - 43 Maximum Retaining Wall Design HOPE AMUND5ON Bearing Check Omax Load Combination MOT)/W e = B/2 -X: B/6 Equation Omax ' 0mm 1OD+1OL+1OH 1.49,126 092 EQN2 326 0 1 OD+ 1 OH+1 OL+E/1 4 1'.29. 1.46 0.92. EQN2 3.76: 0 U 9D+1 0H+E/1 4 1.50 1.25 0.92- EQN2 2-.92 0 EQN1 = Qmax = (W/B)(1+6e/B) Omax = (W/0)(1-6e/B) EQN2= Qmax= 2W/(3(B/2 e)) 0max= 0 L= 3(B/2-e) Bearing Check Load Combination Omax Qailow Check 1 OD+1 OL+1 OH 3.26 4.'00 [oK 1 OD+ 1 OH+1 OL+E/1 4 3.76 5.33: OK 0 90+1 OH+E/1 4 2.92. :5A3 OK Hope -Amundson 216003-00 Calculation by M Nekuda RW -.44' 9-6" Maximum Retaining Wall Design HCMIu"UNDSON CMU Wall Flexural Design Wall Demand @ Base item Vu (k) Moment Arm Mu (k ft) H 158 317 500 L 038 475 181 E 036 317 114 12D+16L+16H 314 1089 1 2D+1 0L+1 OE+1 6H 3.27 10 95 09D+16H+10E 289 915 Maximum Moment, Mu = 10 95 k-ft = 131.404.. k in Maximum Shear, Vu = 3 268 k Design Flexural Reinforcement n.=O[A - 2(080f1mb))] MU ~Mfl AjY w M ~0 [A5 f i \ f 2 2(O8S0f'mb)) - fdA5 +M=0 (2(Omb))As2 = a = 112 5 - fdA5 = b = 492.75 M=c = 131404 —b—Vb2 -4ac A5 reqd = 2a A5 reqd = 0.285252 in2/ft A5 reqd = 0.380336,i n ==>USE#6 bats @ 160 C Hope-Amundson 216003 00 Calculation by M Nekuda RW - 47 9'-6" Maximum Retaining Wall S Design HOPE aAMUNDSON CMU Foundation Design Foundation Strength Design Parameters Load Combination MOT MRES W 12D+16L+16H 18.43,2686 875 1 20+1 OL+1 OE+1 6H .18.97 - 26:86 8 75 o 9D+1 6H+1 OE i6.22 20.15 6.56 X=(MR Omax Load Combination MOT)/W e = B/2 X B/6 Equation Qmax Qmin 1 2D+1 6L+1 LH M6 1.15- 0.92 EQN2 ',6.05 0 1 2D+1 OL+1 OE+1 6H 0.91 1.84- '092- EQN2 6 38 0 0 90+1 6H+1 OE 0 60 2 15 0.92 EQN2 T31, 0 EQN1 = Omax = (W/B)(1+6e/B) Omax = (W/B)(1-6e/B) EQN2 = Omax = 2W/(3(B/27e)) Omax = 0 L.—. 3(B/2-e) Load Combination Omax Qmin L Qtoe Oheel 1 20+1 61+1 6H .-.6.05 0 2.99 3.96.- 1.87 . 1 2D+1 OL+1 OE+1 6H 6 38 0 234: 4.06 1 73 090+16H+10E 731 0 179 324 -084 Load Combination Vtoe Mtoe Vheel Mheel 12D+16L+16H 500 268 083 025 1 2D+1 01+1 OE+1 6H 5.22 .2:80 0 64 0 16 09D+16H+10E 528 298 009 -001 Max 528 298 J0.83 025 Afy -OM = [Af (d - 2(085f'b))1 MU ~M M [Asiy 2(085f'b))1 - /0 f 2 \ 2(O85Of'mb)) - ctfdA+M=0 (_4f1,2 "1A2=a = 3971 \2(0 85f'b)) - fdA5 = b = -1080 M = c = ___ 35 736345 —b-1b2 -4ac A reqd = 2a S A reqd = 0 03313 in2/ft 2/ A reqd = 0.044173 in 16 ==> USE #S@'16 0:C. Hope-Amundson 21 6003 00 Calculation by M Nekuda RW - 48 7'-O" Maximum Retaining Wall S Design HOPE AMUNDSON Wall Parameters Wall Loads (Unrest) Soil Load, H = 35 H pcf Live Load, L = 40 psf (Unrest) Seismic Load, E = 8 H pcf WallGeometr Found Toe Width, I = 1.00 ft Found Heel Width, H = 4.50 ft : Tot Ftg Width, B = 5.50 ft 1211 CIVIL) Thickness, Ti = .1 .00 ft 8" CIVIL) Thickness, 12 = .0 .67 ft Footing Thickness, Tf = 2.60' ft 12" CMU Height, Hi = 0.00 ft 8" CIVIL) Height H2 = 7.00 ft Total Height, H = 7.00'. ft Soil Height, TSH = .1.50. ft S Joe Heel Soil Height, HSH = :. 7.00: ft CIVIL) Properties S • Density, CMU • 0.125 kcf • c1b 09 • • : • Compr Strngth, m = 1.5 ksi Dv = .0 .8 12" CMU 'd' Dist, d = 9.125. in i8" CIVIL) 'd'.Dist, d_8 = 5.125 in COncrete Properties • S • • Density, Concrete = 0 15 kcf Db = b.9 Compr Strength, = 4 ksi v = .035 24" Foundation d.=, 20 in Steel Properties * Yeild Strength, f = 60 ksi Soil Properties Density, Soil = '0.128 kcf Static Pass Resist, Ps = 350 pcf Dynamic Pass Resis, Pd = .466.67 pcf • Friction Resistance, p'= 0.35 Qall, static = 4.00 ksf Qall, dynamic = 5.33 ksf Hope-Amundson 216003.00 HOPE AMUNDSON Structural Engineers Third Ave. Suite 300 logo CA 92101 Calculation by M. Nekuda RW - 49 Sheet of Project Project No. Engineer Date I'wr i --•- T ..1iTiII1Iiii.II T\ILi1.. tf I II II1T1L IIIT tt 1 I II I I ;''iflH i Hope-Amundson 216003 00 Calculation by M Nekuda RW -:50 7'-O" Maximum Retaining Wall Design 10 M-1, Stability Checks Stability Force Demands Item Force Moment Arm MOT H 142 300 425 L 036 450 162 E ... 0.32. . 3.00 0.97 I.00+1.OL+I.OH ...1.78. . : : ,' . . 5.87 . . . S. 1 OD+ 1 OH+1 OL+E/1 4 2 01 6.57 0 9D+1 OH+E/1 4 1.65 4.95 Stability Resisting Weight Item*.Force Moment Arm MRES Foundation 165 275 454 Wall Bottom 0.00 1 50 0.00 Wall Top 058 133 078 Soil Toe. 019 050 010 Soil Heel Bottom 0.00 3.75 OM, Soil HeelTop 343 358 1231 .. . . . . . .5.86. : . 17.72' W MRES 101)+10L+101-1 586 1772 1 OD+ 1 OH+1 OL+E/1 4 5 86 17.72 09D+10H+E/14 5274 1595 Sliding Resistance Passive = ,Total Load Combination 1/2(P(TSH+Tf))(TSH+Tf) Friction = pW Fresisting 1 00+1 OL+1 OH 2,14 .:* 2.05 419. 1 OD+ 1.01-1+1.01-+E/1.4 2.86 2.05 ' 4.91. O 9D+1 OH+E/1 4 2.86 1.85 4.70 Sliding and Overturning Checks Sliding 1 OD+1 OL+1 OH FS = 2.36 1.5 OK 1 OD+ 1 OH+1 OL+E/1 4 FS '=, 2 44 > 1 1 OK O 9D+1 OH+E/1 4 FS = 2.85 1A OK Oveiturning 1.OD+1.OL+1.OH . F5 = . . 3.02.. > . : 1.5 1 OD+ 1 OH+1 OL+E/1 4 FS = 2.70 1 1 OK O 90+1 OH+E/1 4 FS = '3.22.' > 1 1 OK,. Hope-Amundson 216.003.00-.Calculation by M Nekuda RW - 51 7i..os Maximum Retaining Wall Design NDS-ON Bearing Check X=(MR- Omax Load Combination MOT)/W e = B/2 X B/6 Equation Omax 0mm 1 OD+1 OL+1 OH 2.02 - 0.73 0 92 EQN1 :1.910.218777. 1 OD+ 1 OH+1 OL+E/1 4 1.90 0.,85 0.92 EQN1 2.05. 0.081067 09D+1OH+E/14 209 066 092 EQN1 165 0264033 EQN1 = Qmax = (W/B)(1+6e/B) Omax = (W/B)(1 6e/B) EQN2 = Omax = 2W/(3(B/2-e)) Omax = Or L = .3(B/2-e)- Bearing Check Load Combination Omax Qailow Check 1OD-i-1OL+1OH 1.91. 400 T 01< 1 OD+ 1 OH+1 OL+E/1 4 2 05 5.33 OK 0 9D-i-1 OH+E/1 4 .1.6& 5 33 OK Hope-Amundson 216003-00, Calculation by M Nekuda RW - 52 7'-O" Maximum Retaining Wall S Design Flom.AMUNDSON .~, CMU Wall Flexural Design Wall Demand @ Base item Vu (k) Moment Arm Mu (k ft) H 0.86.233 200 L 028 350 098 E 020 233 046 12D+16L+16H 182 477 12D+10L+10E+16H 185 464 U 9D+1 6H+1 OE 1,57 3.6.6 Maximum Moment, Mu = 437 k ft = 57.232 k-in iMaximum Shear, Vu= 1848k Design Flexural Reinforcement = n. - 2(080f'mb))] MU <Mfl 2(0 801'mb))] f 2 - 4fdA5+M=0 (2(o:mb))As2=a = 1125 - ctfdA5 = b = A92.75 . M=c = 57232 —b - Vb2 - 4ac A5 reqd = 2a A5 reqd = 0.119403. in2/ft A5 reqd = 01 59204 in2/16" ==>USE#5bars@ 160 C p. w. Hope-Amundson 216003-00 Calculation by M Nekuda RW -:55 7-0" Maximum Retaining Wall , • Design HOPE AMUND5ON CM U, Foundation Design Foundation Strength Design Parameters Load Combination MOT . MRES : W . ., . 1.,2b+1;6L+1.6H 9.40 . 21.26 7.03 . .. . . . 1 2D+1 OL+1 OE+1 6H 9.40 21.26 7.03 0 90+1 6H+1 OE :7.78 15.95 5 27 X= (MR- Qmax Load Combination MOT)/W e.= B/2 -X B/6 Equation Omax 0mm 1 2D+1 6L+1 6H 1.69 1.06, 0 92 EQN2 2.78 0 1 2D+1 OL+1 OE+1 6H 1.69, 1.d6 0.'92 EQN2 2.78, 0 0 9D+1 6H+1 OE 1.55 1.20 0.92,EQN2 2.27 0 EQN1 = Qmax = (W/B)(1+6e/B) Qmax = (W/B)(1-6e/9) EQN2 = Qmax = 2W/(3(B/2-e)) Omax = 0 L = 3(B/2 e) Load Combination • • Omax Qrnin L .Qtoè Qheél : • 1.2D+1.6L+1.6H . 2.78 0 • 5.06. . 2.23 1.68 . . 1.21D + * 1 OL+1 OE+1 6H 238 0 .5..06 2.23 .1 .68 0 90+1 6H+1 OE 2.27 0 4.65 1.78 1.29 Load Combination Vtoe Mtoe Vheel Mheel 1 20+1 6L+1 6H .2 .50 1.30., 2.57 2 63 1 20+1 OL+1 OE+1 6H 2.50 1 30 2i57 2.63. 09D+1.6H+1.0E 2.03 . 105 . 1.71 .. Max 2 50 1.30. 2.57 - 2 63 = (D [As (d - 2(085f'b))1 M~M • • . : : : . . . .. ...• . . •;•• M [A5 f (d.-- 2(0851'b))1 1.•Of,2 . . . . . .... ...., . . - fdA5 +M=0 (\2(085Of Fmb))S ( f2 '\A 2 = 3971 _a - S \2(0 85f'b)) - fdA5 = b = 1080 M = c = 31 524478 _b_bZ_4ac . : . . • . .. . . . . . A. . . s;reqd . • . 2d . . . . . S reqd 0 029221 mn2/ft A reqd = 0.038961 mn2/16" ==> USE #5@ 16" 'O .C. se-ev47va (2ft 1. Hope-Amundson 216003.00 H . II Calculations by C. Whitsett ED - i Hope-Amundson 216003.00 Calculations by U. Whitsett ED-2 HOPE -AMUNDSON • Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Sheet of Project Project No. 1i IF .00 Engineer fr'J Date (011A (iiio I I I I I r T •1 tLfJ,q-T I Vy LJ lwj p!cwv A-4 ..-j4 *44 c 4L4 i1L1LJII I ir 4 1 — g'c1- t I I I r I. I I ! j tIoi0.z.i j I I -- -L.•. iLL..LLI I __ i ITIIiT1I i . 117 J1 __ III Ii n4 CrTI & - •r— -. .- - - - -'----.-.- I I I I I 1J iIH I 1 LJJ L L I1IiI IJ-$l;; ALI 1T(i Ir TL'IT:LT[JiIL .LiJ HLLI Lii_L j __ L1L..LL J.LJJ._Lj_.L Hope-Amundson 216003.00 Calculations by C. Whitsett ED -3 HOPE -AMUNDSON • Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Sheet of Project Project No. Engineer Date Hope-Amundson 216003.00 HOPE -AMUNDSON • Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Calculations by C. Whitsett ED -4 Sheet of Project Project No. Engineer Date --r - '- -1-& ( .c.77.,9 ILi pJ I J.I_J ILLIHIt±It1ILJI4JTLL-t} — I •1__j i I Ii ILILL JL i iI'IL TIi1 i . LLLI ij: I_LL .1 I •t I 1. 1 1 1 1 I. T'r1rTT _I_ i• Tfl . 1I'LLr IJL1 L L iTI'1II 1L"I 1 1 'Ii1 Ii LLL±J 4 J[ LL J_L.L .JL:tJ IL KEYNOTES . . . . . - •' : . . . CILL 51 U.511 !TT"" I c.t ' S'EO"E - 9'' aL. SU. . 5t5JE, (' 9 "Efl CSLEE 'T 9 $t~DIEQ - C SEIaCEUIM . caSNTCCa3 ..t- L! ., cvt ti . U %EIC .SE Efa- EU SE1 ' ss c1': c. . . .j. S.9 E,9I ktaq(at4I csas'.:s -r CCIE( .. ..'JcA. cc,:s.,,c ata W. cs E__.•a5,' •9 S'LO,a ____________________________ - b fl ,l59( alCa. M1S5XE ac sit E'S IN CRC &I,\''CaS 9 sva. ci,: •.c-7.'s. stcra , Si(EI',*. .9a;-:ca C D CO .ii itt] cra-aCIrrIt I S:. , cctt LEE tS 55 ( OE5t5 Srt5 •,.E. '- - - - . - ----. -' . --....--------.--. Cl) 4- Ii T . . SHEET NM( 1.42 Ag 3-3 FLEL F) u _______ '\•\ (ELL Efl _Jrru L EL FLOOR TO WALL DETAIL - CANOPY SECTION CANOPY SECTION WA c wr a - Icj rop or 1-1 LM t1.r. .2-.T©: 1 : 1 7 -1. 2 J i 0 jL L N-! - TI I ~ E3.- Z .1 L1I 41 16 m:a SECTION - STAIR #1 . . SECTION -ELEVATOR HOIS1WAY 2' - . . . . . s,, %CI • I. '4' . . . . ' . EI JI... •••,• . . - . 3 ________ ( LEGOLAND cAd 1 cORNI A LEGOLAND PARKING STRUCTURE Casbad, Csslamia -- ___ -: —, 2?... 1. 505, 0.cflSfll. peo WOWS — ,_ OW Sfl 0055 RetOWn Dun W5 IOIEE7E5I Oath - 'I aswralb (PD Jab No. I (6454 CISOCkO4BY Scala . AS NO Construction Documents Drw*asg Thlo ELEVATOR HOIS1WAW - STAIR SECTIONS .Osa..ng Na. ,.-A4.11 (LEGOLAND CALIVORr'JIA LEGOLAND PARKING STRUCTURE C1WIbad. C&.fcrna -C--- Data JI i -- Røon iIO.ILOd7 CS7II3 Osto I IPD Job No. I •651 - BY-4- Sc*38 AS SMOWN Construction Documents Dramwng Tills STAIR 01 AND ELEVATOR I ENLARGED PLANS A4.O1 . . . - I SAFETY BEAM 5000 L0 8'-6 aiAR HBSAY I 0 CENTERED OVER RAILS AT 7tfl TOP OF HOISIWAY. MAY REOLARE REMOVAL LATER FOR LECAL OVERHEAD. • II __ : Ill I BEE INN. OI(RHEAD TABLE T-3_ D.O 4 i-U' PLATFORM -1 - i-•1-" k - jc*RW. ••/ fl; J N 3 I]j f.j.,.-.. I t. .•-0• L3'-bOlARcP(NU'-o' 8•-, • ; — I.. PLEASE NOW D4A1 THESE RAIL REACTION NUMBERS ARE ESTIMATES AND ARE STJB.LCT 10 OIABIX AS ACCURATE IN1aWA1tGH ; BECOMES AVAILABLE. SPEOMATION US. tOuc~ Au - RATED W I • I OFFICE If TRAVEL > 5 CONSULTLOCAL ALES J -p ; • • I; '0 ; I T. • ; ; • - I - • I • -S 4,,., , • • - so IV HOISTWAY SECTION : •. • ;• • ; • ; • • • • • ; • ; • • • • .• • •• • • • • • f I • • () () • () . • () ; • ; • • ; ;; RIGHT HAND OPENING AS SHOW?'4. LEFT HAND OPENING OPPOSITE • • ; HOISIWAY PLAN 3G SO. 0100(OJI 0 PIT RB. flIT JACK UNIT • • : LIGHT SYTTDII8 ABOVE LOWEST LANDING (6TOTHERS) pit ST SlTGH • • PIT LADDER ( BY OTHERS ) • • ; ; 9'RINC BUTTERS LOCATED PIT FLOOR TOR ; ; • • • • ; • ; • • • • : ; • • • ..S ; • ; • ;; 0 ; ROUGH WNC 11101H o. a'wc fls • ir S.WA GNI jfl4 -. • - _______ • WVSH ;' Rjoi OPENING rOR WRANCE IIStMLAII OfT, cITE WISJRiXID MY; • ADJOl *IIC IS NOT REQAWo roR )lYWALL SlIIUCIIWI I • ; • ; ftOW • • RA& R(ACUO (S(lSC) VU_R. I WAR - at NN - 0J(tes) •.. ________ __lN__u1t oOffo Rtj0 __________ _________ • • • • f-O' o'-o' • ' _JJ!_!& — - MITSUBISHI At ELECTRIC 101 ELEMCKS & ESCALATORS ; • • ; • • ; •• • DIRECTPLUNGER (HOLED) HOISTWAY DIMENSIONS CAPACITY (LBS) IA LST jtijIfJ ENTRANCE Width dtj [TiJWidthtj DTth! 21 oo I76!1 JJ [66 5' JeTJ 'j 3'-'o 2500 71P?j 5 r4 J]'31 -6- 3500 fI 6 8 (6&J 3 6 0 . Hope-Amundson 216003.00 Calculations by C. Whitsett : 'ED-8 MITSUBISHI4 IDH-S-HI Passenger Hydraulic Elevators ELECTRIC : REVERSE ENTRANCE DIRECT PLUNGER ELEVATORS ELEVATORS & ESCALATORS STANDARD SPEEDS: 100, 125,150 FPM LO HOISTWAY - LHOISTING BEAM. Pt!ATcORM : 5ff NOTE 5 1. ___- . •-• ij H I I •p-'I I I - .1.) LtcEJ I Plan View of Center Open Single Slide x CL IEIJTRANCEJ I Plan View of Handed Single Slide LEFT HAND SHOWN. RIGHT HAND AVAILABLE 'PL I PIPING RUN TO SUIT PROJECT CONDITION _________________ 05 I I•IU ______ • . ? UC(E DP1H EQUALS TRAVEIPLUS'O Plan View of Elevator Pit Conditiofl Composite Hoistway Section NOTES: S Complies with ASME A17.1 code. Confirm dimensions comply with local codes and standards. Provide mm. 4 Wide divider beam between adjacent hoistways for rail support. 3. For 24' x84" stretcher Use 3500 lbs. mm . capacity with handed door or 4000 lbs. with center open door. 4. Dimensions shown for Seismic Zone 1 t 4. May reduce hoistway width 2" for Seismic Zone 0. • - S. Provide hoisting beam capable of holding 5000 lb. load. Remove alter installation if required. 6. Center opening configuration not available for 2100 lb. capacity elevators. S 00L ion Ett i Units: I Series: IDH.S-H1 Type: HJDjrçt) Capacity:3500 Lbs.) Loading Class Speed: 0 150 FPM TraveI 0.. 21'-6 opar : 3 Door Operator -: GAL MOVFR0 Group Operation: SImplex Opening An'angement In-Line FIR Opqftx 0 3F/OR Platform Size:. T-r x5.2 (p'- Hclstway Entrance Style SS: Single Speed Side Opening Hols" Entrance Sim 3-0w x 8'-OO olatway Entrance JamblDoor Finish Stainless Steel #4! Stainless Steel 44 olstway Entrance Sill: 0 Aluminum MIR Location: 0 0 0 0 0 Mlar.enl Motor-HP: 0 0 0 0 0 0 50 Hp 0 0 PowerSupply., 0 0 0 0 0 480V 3 Phase 60 Hz Motor Full Load Ampare 0 0 0 0 0 0 65.3 A 0 Motor Starter 0 0 0 Solid State 0 Cab Type' 0 0 0 980Cab Standard 0 0 Panel Finish:0 0 0 : 0 0 Stainless Steel #4 0 0 Ceiling Design and Finish , Alum. frame. wtelaeggcsste panels, tkiorescant I Aluminum Frame 0 Cab Fronts and Doors Finish Stainless Steel #41 Stainless Steel #4 Cab Héighl(ft): 0 0 0 0 .9 Ft 0 0 0 0 0 Handrail Type`:: 0 0 0 0 •0 1-1/2 Round, Stainless Steel #4 0 0 0 0 0 Handrail t-ocolion 0 0 : 0 0 RearWail Only. 0 0 0 Guide Shoes: 0 0 0 0 0 - 0 0 Sliding Guide 8I5SS Car Operation Panel (COP): 0 0 Only Main COP 0 OP Type: 0 0 0 0 Applied ecurity OperatIon: 0 0 0 0 0 0 Yes Hall Station Quantity and Fbilsli 0 3 a Stainless Steel 94 Hall PS DesIgn: 0 0 0 0 0 0 0 0 0 0 0 MAD-BL-PlasticAznber) Hail Lantern or Car Direction Indicator 0 0 Hail Lantern 0 0 Door Pretaction: : 0 0 0 0 0 0 Infrared Screen (CEDES) for SS/2S Jack Protedlon: PVC Casing With Rust PnW Paint 0 0 0 -. 0 Battery Lowering Device: 0 0 0 0 0 0 No 0 0 0 MEUSIEED Oil Cooler 0 0 0 0 0 0 0 0 No 0 0 0 OilHaater. 0 0 0 0 0 0 0 No 0 0 0 0 0 Pods & Hool: 0 0 0 0 No PaS & Hooks Concealed Pit Ladder 0 0 0 No 0 0 0 Holatway Dinlenskris (W a D): 0 0 0 0 0 0 0 0 0 55 x 61i iJt Warranty Maintenance: 0 0 0 0 0 12 months 0 0 0 M LOK&Mulations by U. Whitsett ED -10 5% in. TOTAL SLAB DEPTH a Normal Weight Concrete (145 pcf) 54.4 psf 4 Welds 0 Galvanized or Phosphatized/Painted 3 Welds Hour Fire Rating Deck Weight and Section Properties - Weight (psf) 1d for Deflection Moment Allowable Reactions per ft of Width (lb) Gage - Gatv Phosi Single Multiple +Seff eff - End Bearing Interior Bearing 060 Painted Span (in.4/ft) SP (in.3/ft) (in.3/ft) 2' 3" 4" " " 6" - 22 1.8 1.7 0.340 0.340 0.246 0.256 412 475 527 793 855 911 21 2.0 1.9 0.381 0.381 0.283 0.294 492 565 626 945 1018 1084 20 2.1 2.0 0.422 0.422 0.323 0.333 577 661 732 1109 1193 1269 19 2.4 2.3 0.503 0.503 0.405 0.415 765 874 966 1472 1580 1678 18 2.7 2.5 0.564 0.564 0.471 0.481 940 1071 1182 1808 1939 2056 16 3.3 310.707 0.707 0.623 0.638 1424 1613 1773 2738 2926 3097 Allowable Superimposed Loads (psf) Max. Span (ft-in.) Gage Spans UCS1 7'-0° 7'-6" 8'-0" 8'-6" 9'-0" 9'-6' 10'4" 10'-6" 11'-0" 11-6" 12'-0" 1 6-10" 1 313 273 240 212 188 167 149 134 120 106 97 IZ 22 2 7'-11" 365 325 1 240 212 188 167 149 134 120 108 97 3 81-0" 365 325 292 1 212 188 167 149 134 120 108 97 -- 1 7'-5" 400 311 21 2 8'-6" 400 364 3 8'-9" 400 364 243 216 193 173 155 140 126 114 295 216 193 173 155 140 126 114 295 1 216 193 173 155 140 126 114 .1 0 2 8'-1" 9'-0' 400 400 400 400 361 61 274 245 219 219 197 197 177 177 160 160 145 145 132 132 327 297 3 9'4" 400 400 361 327 297 219 197 177 160 145 132 ' 1 8'-11" 400 400 400 391 1 303 272 246 222 202 184 168 19 2 10'-i" 400 400 400 391 355 325 298 222 202 184 168 3 10'-5" 400 400 400 391 355 325 298 222 202 184 168 1 9-3" 400 400 400 400 400 318 287 261 237 217 198 18 2 10'- 10" 400 400 400 400 400 370 340 314 237 217 198 3 11-2" 400 400 400 400 400 370 340 314 290 217 198 1 9'-11" 400 400 400 400 400 368 1 284 258 235 214 196 16 2 12'-5" 400 400 400 400 400 368 338 311 288 267 249 3 12'-0" 400 400 400 400 400 368 338 311 288 267 249 1 Max. UCS = Maximum Unshored Clear Span (ft-in.) Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Values, q (pit) G Gage Welds e S Span (ft-In.) 7'-O" 7'-6" 8'-O" 8'-6" 9'-O" 9-6" 10'4" - - 10'-6" 11'-O" 11'-6" 12'-0" q3 2352 2336 2323 2311 2300 2291 2282 2274 2267 2261 2255 22 q4 2480 2451 2426 2403 2384 2366 2350 2336 2323 2311 2300 q3 2355 2337 2323 2309 2298 2287 2278 2269 2261 2254 2248 21 q4 2505 2474 2446 2422 2400 2380 2363 2347 2333 2320 2308 q3 2360 2341 2325 2310 2298 2286 2276 2267 2258 2250 2243 20 q4 2533 2499 2468 2442 2418 2397 2378 2361 2345 2331 2318 q3 2376 2355 2336 2319 2304 2290 2278 2268 2256 2249 2240 19 q4 2594 2554 2518 2487 2460 2435 2413 2393 2374 2358 2342 q3 2395 2370 2349 2330 2314 2299 2285 2273 2262 2252 2242 1 .8 q4 2648 2603 2564 2529 2498 2471 2446 2423 2403 2384 2367 q3 2450 2419 2393 2369 2348 2329 2312 2297 2283 2270 2259 16 q4 2788 2732 2682 2639 2600 2565 2534 2506 2480 2457 2435 PLW2 and W2 FORMLOK decks with structural concrete 1111 may be assumed to have a Flexibility Factor, F < 1. 50 • VF4 VERCO DECKING, INC. www.vercodeck.com Hope-Amundson 216003.00 Calculations by C. Whitsett ED - il • 711 ZM7 ,., . Z.. . - r 0 ; ll . ., ... cm o ri I ge S Hope-AmuridsOn 216003.00 : Calculations by C. Whitsett : ED - 12 S JOB . . I I JIt Pit., £n1Ly . TO'?, SHEET NO OF_____________ HOPE -At1I i CALCULATED BY DATE_________ CHECKED BY DATE Structural Engineers. Seismic Desian Baehr - . Determine value of the Seismic Design Base Shear, V. Based on ASCE 7-10. . . . Requirements for Seismic Design Category A are not considered, . . . . Input Data ................. . . . : . Variables determined by building configuration Variables determined by site and location . II . Risk Category per 2012 IBC Table 1604.5 D Site Class per Table 20.3.1 10 a 1.00 Seismic Importance factor per Table 1.5-2 T = B Long-period Transition per Figure 22-12 .. Ci = 0.020 Building Period parameter per Table 12.8-2 - S 1.117 Spectral Accel. for short periods per Figure 22-1 X* = 0.75 Building Period parameter per Table 12.8-2 S1 = 0.430 Spectral Accel. for 1-sec. period per Figure 22-2 R = 5.00 Response Modif. Coeft. per Table 12.2-1 F1 1.053 Site Coefficient per Table 11.4-1 . .. . . h. = 44.00 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: . . http://earthpuake.usgs.gov/desipnmaps/us/application,php Flexible WI 14 s 40 ft -or- Non-Flexible Output Data . . . . . . . . . . Approximate fundamental period, T0 (sec.) per Section 12.8.2.1 . .. . T0 C1 (h,.)0 ...: 0.342 . . . S (Equation 12.8-7) . . Design spectral response acceleration coefficients per Sections 11.4.3 and 11.4.4 . S1.45 F0 S, 1.176 - S0 = (213)S,.4s = 0.784 (Equation 11.4-1 and Equation 11.4.3) . •• Sut = F0 S = 0.675 S01 = (213)S, = 0.450 (Equation 11.4-2 and Equation 11.4-4) Response Spetrum Transition Periods (Sec.) per Section 11.4.5. . . . . . = 0.2 (Sot/Sos) = 0.115 . . (Section 11.4.5) . . . Is = SoSSos . = 0.574 0.8T0 = 0.459 (Section 11.4.5) . Variables determined by Sections 11.6 and 12.8.2 . D Seismic Design Category per Section 11.6 . . . C0 , = 1.40 Period upper limit coeff. per Table 12.8-1 . . . . .. . C0 1.40 Period coeff. used . . . . . . . .. . ••. . Upper.limit fuñdametaLperiOd for base shear determination, T (sec.) per SectIon 12.8.2 •: T = Ts X C4s' ?It. TP'*4 0 ' (SectIon 1282) Seismic Base Shear; V per ASCE Section 12.8.1 SOS . G.#.t.-j S • ------------ 00 = 0 157 \/ Co w =0157W[ (Equation 128-2 and Equation 12 8-1) Cz m*= 0044 l = 0035 V = C,W = 0.035. W (Equation 1285 and Equation 128-1) CA Mt.= = n/a V = COW = n/a W (Equation 12.8-6 and Equation 12.8-1) For Ts 0 01 1 4t# C5 ,,... = TR/ = V = C1W = O'1' W (Equation 12.6-3 and Equation 12.8-1) ForT>Ti: . . . . . ., . . . SoiTL C5 ,,.. = T2(R/) = n/a V = COW = n/a W (Equation 128-4 and Equation 12.8-1) v= co 0.157 1:4 Pres'O1O216O.QQ Le9ciand PS (D.Bi'i central FoIders3 Calca%Spread3heatsV16006.00 Seismic Loads 2012 12C . S • - . S . 0 Table I S 2013 CRC Mapped Spectral Accelerlidn Paramelera Silo Class ___ Ste Coefficients F. Fa = 53 1570 Mapped MCE Spectral Accelera6bris • tZg Si '0 4309 Silo Modified MC Spectral AcceIerations Sus Su, -. 1 067S9 SDS 07849 Design Spectral Accelerations Sol 450g Based on our evaluation, the on-sue sods are, not considered liquefiable S duo to (heir dense condition and absence at a shallow ground water •. condition Cons.denng planned grading and foundation design moasures —ijib 0) dynamic sernetti lddóaitite' t 4.5.2 LolerelSrxead Empcalnslalionshs have been derived (Voud at at.. 1999) to estimate : the magnitude at lateral spread due to liquefaction, Thesaretationatilpa . Indudo parameters such as earthquake magrithido, distance of the earthquake from the Site, slope height and angle, the thickness or liquefiable soil, and grsdalk,n charclanstcs of the soil. Based on the tow in,wnlihilih, In linuelartlon and the formational material unit und.ilvini, - the ;; the possibility of earthquake-induced lateral spread is considered U in accordance with Section 1183 I e tobe low for thesile Iditowing additional parameters for. the peak horizontal ground acceleration are assoaalod with the Geometric Mean Manimum Considered..453 TSMmis and Setches -. Eerlluiu&I0 (MCE0). The mapped MCEG peak ground acceleration (PGA) is 0.4419 (or the site: For. a Site Class D the Fp, is 1.059 and the Based on the Site elevation end the distance of the site from the Pacific mapped peak ground acceleration adiusled for Silo Class effects (PGAu) coastline there Is no potential for flood damage to our at the site from a 0 Is 467g for the site Isuriarnior seiche. 45 Secondary Seismic Hil7'1rd5 46 taj1dslidei c - - In general, secondary seismic hazards can iriclude soli liquetaclnons6ism:C3ly- - Londsdes are deep-seated ground failures (several lens to hundreds 'of feet -.-' Induced -settlement lateral displacement. suifece mAruitestalions of liquefaction. . . . deep) in which a urge oasialeshaped section of a slope, detaches and slides . . tandShding seiches and tsunamis The potential br secondary seismic haza rdSL1 downhill Landslides we not to be confused with minor slope laitures (slumps) at the subiect site is discussed below. . . . . . .: which ow usually limited to the topsoil zone and can 'occur on slopes composed CD - : . of almost any geologic material. Landslides can cause damage to structures botn • 4S.1 Liquefaction rind Dvnpmic Settlement above and below the slide mass Structures above the slide area are typically damaged by undermining of landabons. Areas below a slide mass can be • . .• Liquefaction and dynamic settlement of soils can be caused by slrong damaged by being ovcmddco and crushed by theta led slope material ..• vibratory molion duo to earthquakes,. Both research and historical dale • • S • • . . . . .... . . indicate that loose, saturated. granular uiols are susceptible tolktuefaclion • . . Several Formations witten the San Diego region are panlloiilarty prone to . . . • • • • and dynamic settlement Liquelactian is rypifiOd by a lose of shear strength -.- tanàsiiing These formations generally have high day eanient and mobilize- . In the alfeded sot layer, thereby caustrud.lhe sell to behave as a viscous • • • when they become saturated with waler, Other lactors. such as steeply dipping • . • liquid This effect may be manifested by osccssivo ..olltemcnL and ..and bedd rig; that pro1ed out of the lace of the slope endtor the presence of fracture WAS at the ground surface planes wi also Increase the potent.al for landsiallng Based on our geologic 10 tciltiort it Leighlon, 0 • 0 • • 0 • :. • • 5 5 5 5 fli. 55 S 5 5 .5 .• S 5 5 •• 5 5 5 5 5: • S S S . S S S • .. S • • • S S S S • • 0 5 . S • • . S • S Hopë-Amundson 216003.00 HOPE -AMUNE)SON •Structural Engineers 1301 Third Ave. Suite 300 San Diego CA92101 Calculations by C. Whitsett ED - 14 Sheet of Project Project No. Engineer Date S I _±.JLLJJ_LJ.. ii ;k 4 L4 rI I L4 r J- (ipll L J .. ±. ±±b1 T-1 IIIE±trHII ___ III •1 I; ___ .1... I . HT 1 1 1 I I _7 I iTTTT if E ±Ff F ITI IIiI IIPIIIII [I1__ I II IIIT I 'IE'r.LTIIIIJJIIP Jill *n ti I.............................H H±HHhH.TJ F Hope-Amundson 216003.00 Calculations by C. Whitsett ED - 15 Sheet _____ of _____ HOPE AMUNI)SON • Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Project Project No. Engineer Date __LLJJ.L1 :J 11 Hit_ I - _AC Ji- L 4LJ IL I H liIi IIu rTIL II iit I I lUll IIzITEEi:±:L:?I'IkIL - k,.1LLllL i IEHl±iIi 1JII IIIII IIIII III -114-L JJ . i5L L. c.ji /'f J LLLL04 :rIiLI:1 ±I i ::±ii H:JIlTI:j. 14 :ff1IIIT: _LC5 .fliz esr> LtJ.L I '11 1 1z t -'-H LL LLLL IiT Iff I 11J1IILI .11" l fl IlL I II IL I -- • ITIILIiLil ILILI'ITI I I 4 IIJIII 1111 1 -' •i t '-I i1 II I L L II S -I 4 6003.00 Calculations by U. is 141 00 42 O 0 0 0 0.0 0 0 0 - fl j .fl 0 0 0 0 0 0 0 0 a a 0 0 0 0 0 0 0 0 0 0 fl' 41c,41 ola o o~ c. C, :5. .7~ C. C. ~P C~ 0 ...'.f a.-1 040 - F a a a a a a a a a a a a a a 0 a a 0 a a a 0 a a a a a a a a a a a a ri 4 ' a a a a a a a a a a a a a a 7' f7i rb I" 1- 4; t4i; :j7I, !iI:. • 777 Ll Mhhi1' icj 00 Q. o4o.o ojae o.1a T 14 I , § 0,' 0 0 0 0 0.0, 0 0 0 0 Oa r ;t'r 1;i1 a a a a a 040 0, a 0 -0 0 C' 0 a a a a a . - Ell —a ' 171 I Is_'j___i_. "1LH Fill I 1l 1.1 ifl I I Hope-Amu ndsor 2 I ~ 0 tt ED-16 • .' . : • 9 . CE Table of Contents : - ETRBJ 2015 1. Structure Data ii Story Data 4 4 C Integrated Building Design Soitware .• 12GndData, • 4 2 Properties C -2.1 Materials C 3 Assignments 6 . . 3. I Frame Assignments 4.2 Applied Loads . . 6 - 3.2 Shell Assignments . . 6 4 Loads 14 4.1 Load Patterns 14 . . 14 C 42t Area Loads 14 -, : .• -. . . . 14 43 ¶ Response Spectium Ft,icljons 14 . . . V . .. •, : • • • . . 44 Load Cases - 5.2 Modal Resi4ts • • • . . . . • IS c 4 5 LoadConthinations 15 5 Analysis Results 17 5 1 SINCIUtO Results 17 I? 6 Design Data 21 61 Shear Wall Design 21 ELEV DESIGN :- Model File: 2 015-09 18215051 00 CSAIF CMU ELEV Revision 0 7/1212016 Page 2 6123 List of Tables . . . - Table Li Story Data S 4 Table 1.2 Grid Systems . 4 Table 1.3 Grid tines '. . . 4 Table 2.1 Material Properties - Summary r - 5 Table 3.1 Fra,neAssignmenb- Suninery . . -6 Table 3.2 Shell Assignments. Summary . 6 Table 4.1 toad Paltoms 14 Table 4,2 Shell Loads- Uniform . . . 14 Table 4.3 Response Spectrum Function. ASCE 7.10 . 14 Table 4.4 load Cases .Swrmary Table 4.5 Load Combinations . . 15 -. Table 5,1 Base Reactions •, , . , 17 Table 5.2 Modal Periods and Frequencies Table 5.3 Modal Participating Mass Ratios , ¶8 Table 5.4 Modal Load Participation Ratios - 19- Table 5.5 Modal Direction Factors . .. 19 Table 6.1 Shear WattPier Surttnsary-ACI 530-Il Masonry 21 - . Page 3al23 . • 5,, • . ___'5 b.__ . .,-.......-., ._ - 5- ..•_••S•••_1'_ ...,,•• . — ,.-,-• • _. Structure Data .. . S. I Structure Data This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity- 1.1 Story Data . . . labia 9.1-Story Data SI 996 I. 52S.e4 Yea . Neis No , • C .' $Ne11 S Cinrea I 96.....401.9964 I Yea Heae • No • . - 't.aveo J122.0004i I7O04 t - .lcay: Na • Base 0 No None No 1.2 Grid Data . . . . U - • : Table 1.2. Grid Systems , - S • - cii Cteii Defait . -o J -o 0. to jiffian0all - - S Tibia 1.3 -Odd Un.. S aim .- Gl- - . St 'A US End 0 • .5 .5 - • . -. .cilciY. F 'Yes Sad 10 2• , S • Page 4oi23 • . . S - -..-,_'• • .• - . s. .5 •, I pv0p4iet 7tIV7Otll 2 Properties This chapter provides property Information for materials, frame sections, shell sections, and links. LI Materials . Table 2.1. Material Properties - Seminary 4501P11 Cesae1e361149965' 02 J 156 t Fr-4ObW 49VFy50 Steel 2500O 03 3 460 FVI0000bW Fu.65000 - . . Page 5o123 Assignments . 7,524015 .3 Assignments This chapter provides a listing of the assignments applied to the model. 3.1 Frame Assignments Table 31 .Fiim. Assignments . Summery Seew lmal3 I SI A I I Bearnj 01656 e.S2CP,lU6M(I5O0l WA .2.4 t~o SM 3.2 Shell Assignments - Table 3.2 Shall Aaslgnmsnts. Swiunery Top ' W77 -1 110 , OCt41) (1500) Pt Y es • W79 1 112 1ecIIIi(I500) Pt . Yes Top i WSI 1_114 6ClAJ(I50O) Pt Yes rvi, wss ire I8CSIJ(tsOo)l p, Yes Top- W93 •l 18CP6Jtl5O0) Pt Yes lop J WOO 125 ecl4JtI5oOU- Pt 4- Yes - •.op f. 5691 t130 - ,OCIA)tI500) 'r P1 1 Yes Tap . f WOO 132 16CMU(I500l1 Pt Yes -Top WtO9 j 142 OCMU(l50O) P1 Yes 143 8C56iitSM Pt Yes . Up S WIll 1 141 -S601IJ4I50011. Pt Yes - Top Wil) 146 1eCMU(tS0O)- Pt ; Yes Wile 147 Top4 W115 -t 146' 18C565(t560)l Pt Yes to iii) 8011040 Yes lop 1 WV? 1 325 8 CIA) 11500)1 P Yes Tina I WV? I 327 teci.ejisoo,i P1 325 Top W287 335 locMU(I500) Pt Yes W2_33i, icioullsoo) p Top tWOS 337 CIA) 115001 Pt Yes Page 6of23 'I Aem99la 7i6206G Table 3.2- Shell Malgemesla - Summary (ceithnuedj Reel I W3 5 600 .141CUU(IMMI P6 I Yes • - Real I WlO 199 68CUtI(I500) P1 I Yes - Rod W93 99 - i(I500) J P1 Yes Rod 1 90 4 605 eCUU(15 j P1 I Yes __________________________ Real W73 98 I9CMU(6500)I P6 1. Yes CRX IM a PY Rod WIS ' 604 16CMUOMMI. P6 I V., Reel I W98 -290 aCUU(I500) P1 Yes wig cWlisooit-Inpi Reel WOO j 205 I9C6U(I5l0J) 'PI I Yes • Reel W602 - a cuu (1500) Pt - Yes• Reel I WIQO 298,18CUU(1500)' P1 1 Yes Rod W2t5,1 279 j9CMU(ISM 1. P1 1 Yes Rod IW221 6 295 16cuU(1500)l Fl I Yes Rod I P1337 4 206 (6CMU(I5006( Pt I Yes Reel 1 W233 i 207 6 CUU (6S00) Pt . Ye, Rod. W237 279 •1BCUU(6500) • Pt • Yes IT ___________________ Real ZW239 291,. ISCUU(I500) t Pt Yes __ Real W241-1,'290 -SCUU(15OMt P11 (, Yes ff Reel I W243 6 298 IacM1i(6500) Pt -1 Yes Real W259 4 329 - )9C11U (6500) i P6 I Yes RealT -W273-1. U3 raCuU (ISM P1 I. Yes _____________ - Reel P1275 319 9 CUU (6500) I P6 Yes RãTh aC1S .YE*. Rod 329 I8CUu(I500) P6 1 Yes Pool I P1253 -I. 336. 16C&lI.(1500}. P6 Yes p* 7 Of 23 CD Assignments - 711V2058, Tab). 3.2- Sl.II Aaslgnments -Summary eonUnu.d) _________________ Reet • W261 j 332 8C61J(6500), P1 ) Yes • Reel 4.W296 334 OCSAJ(l500)!' Fl Yes S • C Cooq r; P17 68 )9ckltJ(6500)t P1 1 Yes CA 'Ceey) W62 * 91:66C14)U500)4. P6 j Yes C Cy P193 6 83 8 CIOJ (6500)) • P6 I iYes - mu 88 8CUU(60006 P1 ( Yes Cx9y! P189 I 68 J6 CUU (6500) P6 - Yes Canopy P.90 1 96 (SCUU(I5&l) P6 t Yes Cy I, W7O 1 94 69C50J(6500) Pt Yes -. Cy W72 1 86 '9C&DJll5CO)4. P6 Yes . ( Yes - - - C.y-WM,t'253 L9CIJJ(IS00)I P1 Yes, (2s7c ,CwWvl P193 I 296 02- ;ac I5J (6500) I Pt- I Yes ________ C Campy i W104 263 1 9CMIJ (1500) ' P6 I- YeS - CaISrOY 4 WIQ8 I 277 15CI9J(6500)4 Pt Yes (y P.263 - 246 eClmJ(15006 P1 Cy P1264 1. 247 - I 8C1&l (ISM ) -PI I Yes is" pl - - . Cy I P1268 250 - I OCIIIJ (6500)) • Fl I • Yes - • • - • - • - CSep9 f W2tO 232 •j6C1W(I500)) Pt - ' Cear,y W220 - 255 acuu(ismr Pt • Yes Canopy P1322 I. 258 !6C6.lJ050O)1 P, Yes - ____________ _________• Cy P1324 1 260 j8CM!J(6600)) Pt Yes Cooy • Ceusy P1336,6 263 )OCUI.)(6500) - Fl - - Yes - Cepq W227 204 - SCIO 500) 71 CW1077 I, W229 - 299 Mckaillsmi PI • Ye, C.y P1230 288 ;ecOAl(6500)1 Pt Yes Pipo56U3 . Assgnmeifls 7112.20th . AIsignnests 711212016 Table 3.2- Shell Assignments. Summary (continued) - - Tab!. 3.2 . Shall Assignments. Surnmazy (conUnusd) (I) Canopy W211 270 j 5CUlJ(is00) Pt I Yes t.evd3 W172 I 205 I8C5OJ (1500) 1. P1 t Yes — (15C0)I) C Cow" I W233 272 C&W (1500)) Pt i Yes 1.ee03 W174 207 I SCJAJ (1500) P1 Ye, C C.j W235 i Ticuutiscxii P1 Ye, Leven Wt78 209 (SCAJ(i500)t Pt V Ye, LSn-13w236727e CMU (ItlXl)Pl Ye, C Cwmpy( 311'leCI1U(1500)g Pt Yes Leed3 WiThJ iCOM (0O)I Pt Pivnqj Csny)W2OI 1 3(3 eCUU(1500) Pt I Y., t.vd3 WiIO 213 SCIAI(1500(l Pt I Yes Th'3t4 Canopy W27 1315__ecUti(t509l, Pt I Ye, Leven WIN 215 I6CUU(15001$ Pt Yes wiiee _ ____________________ Ces,s * W273 SI? j6CUU(I500) Pt I Ye, t.e,c13 WISe 1 217 OCUU(I500! Pt f Yes Lsvd3l W37 ( 54 JSCUU(1500), P1 I Ye. t.ese13 Wile j, 219 leC(4J(l5i Pt - Yea - i229t!ic&iJ5O0)Pt Le,13 W39 1 60 I5CUU(lS00)1 Pt Y.. 221 (150t1)) Pt Ye, Levd3 ( WItS JSCUU Le,e13 W4t 4 5SCMU(1500) Pt Ye, ffg Lesel3 W1i 223 7iJ(I500) Pt 0 SCMU Le,efl W43I 64 SCUtI(I5O0, Pt Yes - tesd3 W192 225, jtC(4i(I500)1 Pt V Y4s -. Lesel3 j W45 ( 66 44C1LU(IS05)I Pt i Ye, evd t3 W194 227 8C&SJ(1500) Pt Ye, 3W4!4 CI50)JP1Ye, tTPItvri t.e,e13 W47 68 4 CUD (1500) Pt Ye, ls',d3 WISS 229 1it41 (1500) P1 Ye, C'S) (lSPtYes' tese13 I W49 10 teCuu(I5f Pt I Ye, Le-613 WItS 231 (lCIAJ(lS00) Pt i Yes &3 1450: 1Le,eI3 W5t 72 • L11CUU415M Pt 4 Yet laeel3 W205 4 233 14 CUD (1 500)4 Pt 4 _-Yes, ct I1W29I23 IN cwjf ____ - Lendi 4W53 .- 14 BCMU(IS Pt ( Yes Lee13 I W?00 4 235 ISCLAJJISDMI Pt 4 Ye, iiu Leenli WSS I 70 ItCl.IU(t5Oäj] Pt Ye, Led3.t W204 4 231 ISCUU(t500) Pt ' Y L.ee13 4,W57 1 76 SCUD (1500) Pt 4 Yes Les3 I W208 :239 :6C MU (t500) Pt , - Yes IS8 71 5 i1táa11 Pt Yes n.8 C$J (ttPIr L..3 S W59 4 40 BCUU(IS Pt I Yes Ued3 1 W208 1 241 (SCIW(I500) Pt Ye, Leeel3 2 WIGS 1 194 18CUU(t500)l Pt 4 Yes (1e13 W2IQ 4 243 6C&SJ(1500)4 Pt Ys 26C Pires leeel3 Wt87 200 4CtAJ(15001 Pt 1 Yes levelS I W212 5 245 (SC)AJ(1500) 4 Pt Ye, (tW295 AAai Leye43 I WISe 1 210 IICUU(IS00), Pt . Yes Levell W256 f 77 18C1*J(t100)( Pt Yes LevelS 1 WIll 204 6 CUU(15 4 Pt 4 Yes Level3 W258 310 SCUD 4t5O Pt Page 9of23 - Page 10ct23 r C S AesQrYnenfe 71*2120*8 Asilgeemants Table 3.2. Shell Aulgrnn.nts. Summary (cenlinusd) LIVSUIW2SS.:.303 8CMU(I5)* P1 Yii Leeel3 !-W281 3M I6cMU(1500*l P1 . Ye, Le,eI3 W263 307 ;ecuu*ts PI --T Yes C&IU (P1 es Le,e13 . W305 3M 1 0 CUU (l55 I P1 Ye, LeYel2 ,f W13 1 34' !BCU1J(ISM I Pt Yes ws1sIe cuu lYu Le,Q I WIS. t 30 j9CUU(I5C0f P1 I Ye, Lwd2. W17 1 38 'fOCUU(lS.• Pt f Ye, lwed2 Wig I - 40 15CMIJ(I5)1 Pt Yes Levee V621 1 42 t8CtlU(l5)4 P1 Ye, [wn 438C P Y Lee1 r wo 44 8 CMU (IS4) pi I ye, 34 45 SCWJ(1503) ,PI ye, Lmmaj ions.; 48 .jecw(1500) . P1 y .Ye, wr?Ecb(u 10510 rW271 48 0CIlO(I5)', P1 4 Ye, l.e,eQ 1 %F429 I 50 0CUU(i5) P1 . Yes l.meQ I W31 tCL1.14I5*I P1 I Yes herO I W33 54 19CMU05J) Pt Yes heeeO I WIS- 4 58 .*8CMU(15001 t P1 * Yet (I5 i1Ym t.e.eQ , WIt? j ISO '58Cl4u(IS) . Pt I ye, 1wil2 4 W121 t 154 1,8CMlS(I500)I P1 Ye, Wifll .P(Y. Levee W123 t 158 I8CUU(1507) I Pt J ye, !L a]is7.re CM'J(1500I - Lw.Q W125 150 I8CI4U(15i P1 Yes. Y LmeQ Wt27 t ISO 8CMU(15f P1 . Two aw120Iel0 CUU(l5 V Levee W129 - 183 t8C11U1I5001 P1 I Y. Page II of 23 TeSt. 3.2. Shell Assignments. Summary (continued) te,d2 W130 4 183 0C58J(15OO)* P1 Yes 1avil2 I W132 185 IOCIW (ISM f Pt Yes 1ae10 j W134 . 187 t0CI.aJ(Iso0) Pt . YCS s10W105 fPi.V: flI7OeCISJ iy Lavd2 W130 1 171 IaCMU1150131)i Pt i Ye, hes10 WI40. 173 10C1W11500*. Pt I Yes f W142 . 175 JOCIW(1500f Pt Cow 5MjmpIr,— LeerOl WiU I 177 0 CUV IISM 1, Pt I Yen. LeerO Wl40 179 .8CMU(I5O P1. i Yes LesrO WI50 8 183 8CMU(15cC)t Fl I Vie herO W152 I .185 j8CMU(1500) Pt 4 ye, Levee I W154 t 167 l8CUli(tsO0)'f Pt , Yes (.ee10Wl58 189 i8C1.0J11500)l. Pt. Yen layil2. WtSO 191 j 9 CISJ (15130) 1 "Pt Ye, herO .11W183 kj *05 • 9cI.OJ(15001: i Yes Ve, 'LwcQ I W164 I? IbC58)(I5001l '. Yes Wi3 Pl1 Levee We 4 Pt I Yes .,j8CLIU(IWMj I.5ee12 W248 1 - 6 f SCIAI(I500)( P1 Yes Lavel2 4 W248 Ii 0C58.1(ISM f Pt t Ye, [tW24vl3e C58J l.meQ 4 W380 IS 16Cl8J(l500) Ye, he,d2 W382 23 d9Cuu415of5. P1 I Ye, Page 12ot23 Assignments 7lV2OI0 Table 3.2- Shell AssIgnments - Summary (continued) Levee .1 W253 .24. 8CMU(I5 Pt Yes W384 __________ Leestl 1 WI 4 aCUU (ISM Pt 4 Yes is LevelS WS 22 ItCUU(I500II Pt I Yes C,aUOPIyfl Lowell I W9 30 8CUU(iS( P1 ) Yes -1zsd1 - Wit 32 'SCUU(15M I Pt I Yet - Levell) WSS I Its leclwutlwc P1 1 Yes Levell j.W$7 (t2O eclau(ISM Pt I Yes Level I W09 _12? aCltti(tS&l) Fl I Yes - Level W91 124 8CMUfl5) I Pt Yen Lweii I 134 8CMU(I5C0 Pt :. Yes IY - Lavell SW103 138 leCMu(i5C0)4 P1 j Yes rLits4113qa CM (fP1I - Level WIOS 134 1 eCMU(ISM I Pt j Yes - - Levitt . WIO7 1 140 ,aCUUtlS1l 1, P1 I Yes Page 130123 - 4 Loads -TP4s chapter provides loading information as applied to the model. 4.1 Load Patterns Table 4.1 -Load Patterns &1, Ound SOY Sohnic C 4.2 Applied Loads 4.2.1 Area Loads Table 4.2- Shell Load. • Uniform Nam J~ehs -Roef P2 5 U. jcrasit, 20 4.3 Functions 1.3.1 Respens. Spectrum Function. laW. 4.3- Response Spectrum Function - ASCE 7-I0 IBM teneil WZTO 1 340-.N CUU (I5110) Pt Yes Level' I W243 344 IBCMU(ISMP Pt - Yes (I63461 CUU(Ptyes Lowell ( W291 'j 335 I8CUU0500) Pt I Yes lIflWJuL y t.tt L3 343 tsCUU(I5tU. Pt Yes Rod -'P2 - I I RI Deck No - N. Load) ._.w1. flhzrzotb Table 4.3-Response Spectrum Function -ASCE 7.10 (con)nu.d) 4.4 Load C..., Table 4.4-Load Cu.. - Summary t TjiJj Di. I. Lines Stalk LL Unas Stalk ECY Stalk ,.SPECX - RS*ian - SPECY Response Spmb.jn SPECY4}I1FT Reipona SØeolau 4.8 Load Combination, Table 4.5 -Load Combination, Ij Md UOWdI Cl..j 1.4 Lire Add No U0W2- Oi. 12 Lines Adal I No [QiI&1LTTI2 -. - UOW2 j U. 4 1.6 j No UOWaI3 501 . 1.35 . - No - - UOWaI3 SPECX t 1.3 No UOM14 I314 • SIlL 135t No, UOWW4 . :- sec.cv - 1.3 a - 4 NO tW5 SOL. 0.75 4 I No UOWO i... CL j 075 Llnew Add No UOWO SPECY 1.3 t No Page 15 of 23 Table 4.5-Load Combinations (continued) Mob 'T UMW? L S01 1 .0,75 - I No UDW 4 .OL 075 .1L.onA Na ' UOWIS SPECY I 1.3 No O ZONE *4. - S0l. . 1.2 No DZCNEX, SPECX I. 1 1, No bs. aZONEY SOt. 1 12 I No OZONE Yk SPECY . 'I' j, No DNUC d No £1111 I UOWaQ j 1 1 No (ISV I LW.l1 Na Vuo __, (NV I UOVVW I I .. Na rvII rjj - ENV.vOww - I '- No 0CmI . SIlL 1.4 .j I - No OCo.2 - SIX 1.2 . 4 No - üoTh OCan3 Ci. 1 l.3 tt1.a0 Add i You NoØ OCon3,I LL I I ;No 'fl Deana DL -. ç 1,3 . I L.oa Add Yea - DCon4 U. . I. 1 . No Word .. Dl. 1 .0.5JI0M OConS .4 SPECX a OCOfi SOI. - 01 - [ No oT_'SPECYl[ .•• :Page 16 of 23 An&yRel%416 7112)2015 5 Analysis Results This chapter provides analysis resulls. - 6.1 Structur, Results Table 5.1 -Bass Reactions Dl. 0 j 0 ¶119.554 530.3794 . .5.24694 1.3.571E.081 0 0 0 WLr -'i 10 00 IL . 0 0 1 1.536 0.3898 .6.973 4 0 -; 0 0 0 I47mor or0 Iriire22 75021165 8I0O0 SOY 0 f .20.147 1 0 .37II .0,1707 .60,0849 1 0 I 0 0 SPECYUa. 4 7,651:f 11.677 1 0 i 5504066 f 241.5145 102.5607 1 0 'j 0 1 0 WECY.DRF'TUaa.5.567jl3007j 0 4fl.3i091190.l2lst'UAW 1 0 0'! 0 UOW 0 .j l44.708 646.6451 1 -640 7695 I 4.706-08 j 0 0 J 0 IJOW3 MA .23.55 !.10 645 160.911 374 959 .14506039 i .692000 1 0 0 0 UOW4IS P 4946 '-2324 I60,611 -393349 -1034.89flt -133.3549 I 0 . 0 tLUDWNS ILrz3 UOW5I6n j -2335 t.10645 08915 53.4481 I.414IMI1 .662008 ,' 0 • 1 0 1 3 3546 '[O 7VQr7af UDWaJS j -9.948 • -2324 - 66.915 1.350,7489 f.716.5693 1.121WO j 0 3 0 ) 0 tLuowd7 uDw.7 - I -36,51 98.955 1 534461..e .1141.361 482000 1 0 1 0 11 0 94ap3.24M.6I UOWd9, .9948 -2324 88.915 .350,7469. .710.5803 1:133,35405 0 0 .. r Z0186 X Ma7ti9 0841i0a1i3 a ZoNE XI -is 044 i -8,198 4143.026t374,7636 .12O9.3351 .52.482 0 0 J 0 - B4OI96Y Mj7 851 I? OZONE '0 Mn .1.651 .17.977 143.029 50.2308 .881.9337 .I56O7 . 0 0 j 0 rorsnv ft-=-223S EHVI,i I --5'l -3324 ,; 980151i$6.74694.I459.60394 133.3549 j 0 2. 0 0 [ DCoQ bccast I'o 1 0I44.708046045l7-84O.799S;-4.79E-06 0-f I C OC3I4m .19.084 1 .8.198 1155646t 430.0681 1 .1284291 -52.482 0 0 5 DCi4 M M)7.1177 m" 5S WiLl m27C6'1-"5WZjfC1savD=2=o=?M 0Co4U1 .7.8SI ;.17.0777185.048;1194631,1.0375890:_10256071 0 7 0 1 0.., Dc6 0051ki .18084 .'-8.509 84.643 I 156 4276 F .994.971 .52.482 0 I 0 0 Loc U'76SI1 91794 6431l504 XL DCOIG I .7,651 .17.971 i 94.643 '.158-1053 1 41882099 1 .102,3001. I 0 - 0 0 lam Page 17 of 23 CD . MalysioRmsu?ta . 711270013. 6.2 Modal Resufts Table 5.2-Medal Periods and Frequencies S.Iøed _1. I I 0.368 • 3.353 21.0993 443.7660 1912 734i74 Modal S 005S 182311 f 114.5456 113120.7W 919 93140084 Medal , 9 0.04 24.774 155,6519 24220.5957 Medal It 0,038 1 27,728 4 1142093 30348.0702 Mi2T 730 69 691e359a22J Medal 13 1-0.032.1 36895 7 194.5574 7 37852.5893 - 0242) Model "4 15 0.027 r 36.083 )23Z3693 53994.9703 Medal 7 Il - f 02)8 39.583 246,7085 I 818556050 Medal 19 , 0.024 42.5 ' 287.6043 - I 713013051 200933 .. Tab?. 5.3 - Modal Participating Mo.. Ratio. (Part I of 2) Modal I - 0296 . 0.5889 0,0152 0 '1 0.5889 1 00112 0 Model 3 0.094 0.0496 '00949) 0 ,0.7111 07043 0 'Medal 5 I 055 40.1147 05027 ;., 0 ,O925$1 07201 0 11.4$ I 7 I 0048 06012 0.0021 0 • 0.8388 0.7308 0 - 045p00906'jo O38I11 11.661 0 11004 40.0031 00017 10 'toadflbo945fl 0' - 'Modal t II 0030 r 008607 0.0033 0 -; 06821 09931-7 0 10 00 09605O 9622"T[ofl Modal 13 , 0.032 * 00014 02)99 0 - .1 0.9875 '09721 0 14000 0 00 06930 Modal 15 0577 00005 - 00503 1 0 I 0.6683 I 88724 0 Modal I 17' 0025 00173 4 00596 1 0 0.8009 0.8005 7 0 Uod$19 I00240006040.0214 1 0'0e9150.9122 0 Page 18 of 23 t-lope-Amunason 2T6tJO3UO QuiatibTGWhittt ED 26 SI t co- a. fill &iniii1i)1i c 0 i d d o olo o e 10 Aft sk - 3OO Cä1 iS RA El I [TL. I'-L-tl • iiii Arl I IS - N 0 t C 2 I iF • V C = C 0 U V. .•. V.. 0 • V 1. 1 0 0 1 V ? fl filL ,VV V V • .V V V V • • ..: . - . . I VV 75 ... V 0 0C, - 0 - • 8889 V • V • V • V V V. ••• V • . .• . e0 -- :: : • • V • V ... :V :- HopO-Amundson 216003.00 Calculations by C. Whitsett ED 29 • -- • - ••- •.•-•••-•- - . •- ••, -• -•- - - -. -7 - ••- • *•_•• -•_,• • •• •• -- • • -, r • Tc:err 4Z- Ur. Ne X Y 2 I. 1 01 6, TrrvJ:n Oi7375 ODO77 0000727 -- •-: • ,.OI9 • - CO (4f Li C2.(I L 4) * •j::-R Ock an am oft for divi Opp Sp 01 r r L Point Disptacement X 17, T::er £::y !.61 U N. e Nt ?Cr.ene r4 D. . x in D.113i?. 0.O215 tei0n.r 0.000232 0.00005S 0.003251 4 oiih . 0.0*003E 0.0*3232 Hope-Arnundson 216003.00 Calculations by C. Whitsétt ED- 30 pic—ememi (SPEC :ck Pod fd.Iac Ir 7- 1>00% PT . .- .' . . Hope-Amundson 216003.00 Calculations by C. Whitsett ED - 31 7/12/2016 3:43 PM I I I 4 4 I I I - - I -I U4 1F 1 4 I J1 4 4 'JI 11h -1 -.-t--.----- ---.--...--I-..- "" , Mifo, . p I I I I .-• 4 •. . -- I - —: - •: --- i - 4 &S 7 CA4',4C.1 2 g2e A (,..J-fLL1 \ 4i&u4- ED -32 Hope-AmUndson 216003.00. Calculations by C. Whitsètt ' ETABS 2015 15. 1.0 License #IH6VXERDRPUY9NB ETABS 2015 CMU Wall Design ACI 530-11 Masonry CMU Wall, Design Wall, Details - Story ID Pier ID Centroid X (in) Centroid V (in) Length (in) Thickness (in) LLRF Leveil P1 54.828 50.1 : 419.712 7.625 1 Material Properties Em (lb/in2) fm (lblin2) Lt.Wt Factor (Unitless) f(ibIIn2). f (Iblin2) 1350000 1500 1 60000 j. :60000 . S Design Code. Parameters •' . IPUN ' PM 0.9 , 0.8 1 0.04 10.0025-1 0.8 Piet Leg Location, Length and Thickness Station Location ID : , . Left X1 in Left V, in Right Xz In , Right Y2. in Lenth in Thickness ' in Top Legi 0 100.2 109.656: ' 100.2 ' 109.656 , 7.625' Top Leg 2 109.656 10 109.656 100.2 100.2 '7.625 Top Leg 0 0 ' 109.656 0 109.656 ' 7.625 Top Leg .,4 , 0 0 , 0 100.2' ' 100.2' 7.625 Bottom Leg 1 0 100.2 : 109.656 100.2 109.656 7.625 Bottom Leg 2 109.656 .0 109.656 . 100.2' , 100.2 7.625 Bottom Leg 3 0 ' 0 .109.656 '0 109.656 ' 7.625, Bottom Leg4 0 - , 0° '' 1,002 100.2 ' 7.625 Flexural Design for P, Nh irid M 2 Station DIC I Flexural P u kip 'M1 kip.1 Top 0.193 UDWat8 80.581 1688.63 Bottom 0.223 1 UDWaI8 88.915 17811.15 Shear Design Station' Location . ID . . Rébar' In'Ift ShearCombo ' , P ' ldp'. M klp-ft V kip 0V-øV 2 kip Top Leg 1 OTb84&, UDWaI3 1.608 162.2405 58.611 , 72.658 Top Leg 2 0.0641 '-UPaI4 7.085 91.,.1.9' 11.194 55.348 68.184 Top ' Leg 0.0641 2.206,,, 5729 -11.921 102.58 116.627 Top Leg 0.0641 UDWa14 ' iEè'& 88,2251 '-12.224 61.26 74.095 Bottom Leg 1 '0.0641' UD18 5.14 2DV84Q 13.244' 59.318 .73.364 Bottom Leg 2 0.0641 ,...-ti6WaI4 , 11.798 116.6349 T3Q6 55.623 68.458 Bottom Leg 3 ' 0.944' UDWaI3 10.1 -3.256 11.288 "!04Z.j ' 118.262' Bottom Leg 4 0641 ,UDWa14 16.252 125.6423 -12.33 56.513 .349 Hope-Amundson 216003.00 Calculations by C. Whitsett ED -33 Project Project No. Engineer Sheet _____ of _____ HOPE -AMUNDSON • Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Date 0 Hope-Amundson 216003.00 HOPE AMUND5ON •Structural Engineers 1301 Thud Ave. Suite 300 San Diego CA 92101 CalcUlations by C. Whitsett ED - 34 Sheet of Project Project No. Engineer Date .Hope-Amundson 216003.00 HOPE -AMUNDSON • Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Calculations by C. Whitsett ED - 35 Sheet --of Project Project No Engineer . Date r. .- I. ----- - W. — I A 1. . - - -,. -... ... ..... - ..............- -. •..._ - --------------------------------------------.. -.. - - .................................. ---- C1(/) - ------- / IL 2*6) to I I t ... .......................................L .-.. - - - ,j.7. C l M)(L-p, )l - - I TIP I(7°'- Hope-Amundson 216003.00 Calculations by C. Whitsett ED - 36 S Sheet' Project __te&4r-J*) P) Project No. Engineer Dale _ç_/!ic (,p_ HOPEAMIJNDON Structural Engineers 1301 ThIrd Ave. SuIte300 Sat Dep CA 92101 - I - -- I•i -- '±E iiF± I I L 4Th! EEE EEEtEE I EAE1EI:fzii7Ir I - ---- - tr ±Ei 4 - - - - —'— - — L1 -J-i i1_ -- ---- i-1i- — H-1-H--H-HH-H- - d. iitI .Lc:tiri1±ii ±IL = .iTd14TL4_k±kHjhithZ1i;LrH 174; -- P1 FI I I __ ___ - = LJ (.e. in the Ironch zono).pmvidedltioy are free of organic matter and have a mainnium pailide size of three inches .Cómpaclion by jetting ortlooding Is not recommended, 618 E,vtmelve Soils end Selective Credtnq : Based.on our tabonhlary lulling and observations, we untcipatu the onstie soil materials possess a low to high expansion potential (Appendix C)_ - flhlhnainh neil nnhi'nnalnei chn,dgl an nh..ntfr3nrn S hlrthiu n.nnncn,n Table Maximum Slope Ratios : • Escavalion Depth . Maximum Slope Ratio Maximum Slope Ratio (feet) In FA Soils In The Santiago • Formation o loS I ri (Horizontal to VUrtical) Venical SIoZO 1tt (Horizontal toVedEal) 1l HnrlzonleIto Vertical) ......—.....................—.--. -. •'-r r 'r''' - materials be encountered, selective grading may need to be performed In - - - - - odditionklo1aroinmodntenventionaI foundation desIgnthotuppec5 The above values are based on the assumption that no surcharge loading or rleeI of neterfalswtlh&t the buildiWgad and 5 feel out d1Ih limits of the : equipment will be placed within 10 (ccl of the lop 01 slope. Care should be taken building toundation4touldhave.averyJIow,to low expansion potential during excavation aiacent to the existing structures so that undermining does C (Efr5o),- - not ocajr, A competent person* should observe the slope on o daily basis for - signs of ivislability, 6.l9 Import Soil -: . ; 0 -. 63 Eprjpdation_Oesign Con rations - If Import soils ore necessary to bring the site up to the proposed grades. 0 these sods should be granular in naluro. and have an expans:on index -- : Al the time of drafting this report, building loads were not known. However, based lass than SD (per ASTM Test Method 04829) and have a tow, corrosion - - - on our understanding of. the project, the proposed parking structure arid Impact to Inc proposed improvements beneath pavements, subgrade settlement sensitive improvements may be constructed with conventional materials should possess en R-viilue or 30,'or givatw liripuit soils anrYor foundations, Foundations and stabs should be designed in o,dance with the borrow site tocation should be evaluated by the geeteclinical staictuttil considerations and the following rccomnlondations. These - C consultant prior to import. - rocammendalions assume that the soils encountered vnthrn 5 feet of pad grade - - have-a tow polentiat for expansion (EK50). It more expansive materials are 62 Ternooirery Excavations - - : CflCOUflterCll and selective grading cannot be urnpIi5hed, revised foundation • recommendations may be necessary. The foundation reccnvnendotions below 0 Sloping excavations may be ulitized when adequate space allows in aizonlance assume thalihe all buildioginundations will be underlain by property compacted with-O5llA-reguwerncnts. Based on the -results of our update evaluation we (ill provide the following rucanvnendalions for sloped excavations in 'till -soils or - 0' Foundation 6.3.1 Preminary competent Santiago Formation without conditions and Stab Design. The proposed parking siruclure and settlement sensitive improvements - - may be supported by conventional, continuous or isolated spread footings, lFootingsshould(exlndFnefmuiiii24c aadiaconLst tiAl the may 6h.4 Ogned for - - - •. -. -. - atlowable be pressure of 4,00poundsjpersquamtfootis. (psQs ilfoundedfm m3l(dlt5sods The allowable beanng res lao be Increased by one-third when considering loads of, --- -- -. ••.p •' - -...-• i.e n)ttocl - - ..I -- • --. .- tiItIcn - - - - - - - - - - - rn - -- . - - • • - - •0' ---. 0'• 0 • 0 • 1007501? short dwotion such as wind or seismic forces The minimum reccxnmendcd width of footiny is 18 aches for continuous footings and 24 inches for square or round footings Footings should be designed in asdance with the struclurul engineers requirements. recommend that it be designed by —the Strudural engineer using a us per cubic thchP reinforced with No13 rebars at 18 inches on center on center (oath way) Columns should be structurally isolated from slabs and should have°ack icsnlsata spacing of 1210 15 feel on center For erues subject to moisture Sensitive froonng, it any, the slobs on grade should be underlain by 2-inch layer of clean send (SE greater than 30). A moisture barfei (10-mil non-recycled plastic sheeting) should be placed below the sand layer it reduction of moisture vapor up through the concrete slab is desired (such as below equipment, tivingfoltce areas.. etc.). which is in turn underlain by an additional 2-inches of clean sand. All waterproofing measures should be designed by the project architect. The stab subgrmle sods underlying the foundation systems should be, moisture condi,ioned in accordance with the reoommend3tions presented In Table 4 poor to placement at the moisture barrier and/or stab conate The stibgrade soil moisture content should be checked by a mepresenta!lve of Leighton poor to slab construction TWO 3 Mininsijm Foundaton Se4ba:k from Slope Faces Stop'ieiit Setback tags th5 feel , 5 feet 51o'15 feet ' 7loet 15t3Ofeet ID feel Please note that the soils within the eUucturt setback area possess poor lateral stability, and improvements (such as retaining walls. sidewalks. fences, pavements. etc.) canstiucled within this setback area may be subfecl to lateral movement and/or differential soitiement Potential distress to such improvements may be miligatco by providing a deepened looting or a tirade beam foundation system to support the Improvement. .I'addtii.opcn or baclilitted utility trenches that parallel or nearly parallel tltingsshoutd not encroach'vithm o'n IT a-i -, - ..• - - - -- L to vertical) do*nward sloping law startIng 9 inche-,s -. above the boltam edge I It lotirj and should alga not b located closer than 18 ches from ttii" footcngs"shoutd meet the' set ba'clias Ibed'bove'Also, vnr-ftxe,avnlw,n shnu'd be a mpbshed such thai deepeningil footings to accomplish the setback wiC not Introduce a cuUre transition beanng condition. 63.2 Foundation Setback , tMieme pipes may aces under footings, the footings should be specialty designed. .pe sleeves should be provided whro pipes cross through honzortlal setback dislance horn lIme face o, footings or footing watts and sleeve dearancos should provide for possible slopeSW for,ill wctura )oundatioos lootings .and oher.sofllenl, footing settlement but not less than 1 inch around the pipe sensiltvstmuctures as indicated on the Table 3 below,,3T)tis distance .191 th iffj frni e oulslde bottot edge of the fooling hon onlatiy to lhC 6.33 Settlement pefaceand lsibased on the slope helgl However, the foundation ,slo setback distance may be revised by the geolechnicat consultant on a Fill-depths between IS end 28 (eat are anticipated beneath the proposed by-case basis tithe geotecholcat condUons are different than anticipated , pamng structure foundations (blowing Anal grading. For conventional foolings, the recommended allowable-bearing capacity Is based on a maximum total and differvnitel static settlement of 314 inch and 1/2 inch, respectively. Since settlements are a function of fooling size and contact 'I I.eic hI on --.- -. .-•-.----==- - Hope-Amundson 216003.00 HOPE -AMUNIDSON • Structural Engineers 1301 ThirdAve. Suite 300 San Diego CA 92101 Calculations by C. Whitsett. ED - 39 Sheet of Project Project No. Engineer. ______________________ Date J_ LiI_L LLL :LLLJ_LLI ijjj '--- 1 7. 1II IJiEL 7T I€ f!1I IJi1I 111E __ ut tjr1 1 — ; 0 t: L.Ir.IIIHT 7 7 ILJTI r±i Irillir ;i: 1111 i1: I I -I. 1 I •1 E11 t _ iTr IaIhiI I[:1 1 ri I I' t -•— 1 i .iJ 1 1 J :T:1T-flr .1. - {±1 I 11:1 LJi H JLfJJI'1 L' I 11 1 F 1 __ rnir r 1m TflYflr r7 :HII t.•'.i1'i. _I ______________ Prepared for Hoe-Anundsph Engi ring • SAFE Analysis & Design Report Model Name: 2016-07-132.16003.00 Legóiand - ELEV Mat.fdb 13 July 2016 o . • 2016-0713 216003.00 Legoland - ELEV Mal-1 SAFE v12.3.2 - License #258EF Contents . . . 13Jiiy20!6 Contents Model OefS,lion ____________.,__ --- ----- 4 1. Model .._.._.. _..,----_-_--.--_---__-_-----_-----_--.-_-- 11 Comectiitv ., . 5 2 Modelpvpertes .. -._••.- ------- --------- -------- ------------- - ----- - - -------------------------------------------------------------------. 6 - ....- ........- ........-....--•---------------•-.-•- .... 22 Section pyPedes, ., -- . ---------------------------------------- 6 23 Suportoropeles - - .....................................................7 Model asso —ents.....- __•.,,,•_.•,__•_. - ------ ------------- 3.1. Slab igm,ents ............................. ........-..-,,...........-,.,,.,-.-•—. 9 ......__._. ................•__4.__;__,_-----------------"-'-:':- 9 32.f4i aon(renls 3.3. Support assionment...,,.. -..._ ...... Model loadinm .............. .........................................- .................... 4.1. Loadflems,...............- ... ................ .. ....... ......•..................., ........, ........-..-........ 4.2. Load cases..._-.....-.- . ... ......... .... ......,.. ........................................................ 14 d mbinations......................, ..........................,_ ...........- ,.;..,..... - ............... ._...- 15 Analysis Results....— - ....................................................................................................................... 17 Analysis ....................., ...............................18 • 51. Support resultS,, .................................................,- ..........................................._ ........................18 5.Z.c1tIOIOS4itS........................•, ........................... -, ................ 19 ........... .................. ,., ....,_ ......._,.,,.,............... Effort Bookmark not defined. Design summary...............,.. ..................................................,. ...._ ......Enact Bookmark not defined. 8.1. Preferens.,,,,.. ......., ........, ........,.,.,.,, ........., ...._._, Enort Bookmark not defined. 8.2, Overwrites .................,..,., ........._...,,_ .....-,.. ......ErrortBookmarknotdef1ned. 6.3. Slab design ...... Effort Bookmark not defined. .64. Beam deshn ,.,,,.,,, .............,,.... Effort Bookmark not defined. 65 Punchinq chedcA$esqn---------------------------------------------------------------Errorl Bookmark not defined List of Figures model Fln________ ,.,,,. ..................,.., 4 Deformed shapo,,_.,,.:.,,..._ L.-------17 Fiqi,e 3: Finite element model ............... ....... ..,. ......Errorl Bookmark not defined. List of Tables • Tablet: Concrete Stab DesanSt,moy02. Span DeflnkOn Dal a....,...---- ,., ................_... -----------_.__._. S TaW 2 MotenalmoecbesD3Concmte--------------------------- ...... - ..... ----------------------------------- 6 Table 3 Maletlal Properties 04 Reba r- ....... -------------- -- ---- - - ----- - - 6 labte4: Maleal Properties 05-Tendon...,..... 6 Table 5 Slab Pmoeilles02 Solid Slabs Part I of 2 ---------------------,, ---------Errorl Bookmark not defined • Table 5: Slab Rowdies 02. Solid Slabs. Part 2of2. • Errorl Bookmark not doflned. Table 6: Beam P perbes02.RelanqtdarBearn.,.: Tatile7: Beam Properties 06-Deslqn Data ,.,.,_., _.,.. ,., .-.---_-_----., 7 Table 8; Table 9: Wall Propetles,,,.,,..,,..... ........... -. ......................... 7 Table 10: Soil Properties Table 11: Spitno Pr r1ie . Pain t....... ._•,._....,. ........ 8 Table 12: Spring Properties .Une,..,,................8 Table 13 Slab Property Assignments - - 9 • Table 14: COlLilin Property Assignments..................... ...... ...... - ':""""""- ................................ . • . . •• • • . • Page 2ot20 31111111 J...!. ..L..1.L. I I iI I I I; - I - :...,,.....I............ I I = --r-- "r...:!jth!.•--i.--"-:--1--•-r- - - — — • 14 —I -4f ---? .i.....4 _.± —. _.+I4H............... -- --,------: - — - --:--- — — -- - --—....--,.....-.......I...- .4.... I -. ..I . ........... I - 1. U....J. — ....J..I. 2016-07-13 216003.00 tegoland- ELEV Mat.fdb SAFE v12.3.2 Uceie 025EEF List ofTables 0 13Jtiy2016 Table 15 Sod Property Ass1fp,meIs .. .. ... .. -- -... --.-- 9 Table 16 PQlnLestrmn1 AssIgnments ... - 9 Table ITS Load ............................................................................ Table IS: "adAssignments .Polnh Loads, Pafl1ol2 .......... ii Table IS: cadAasnments-Pok,t Loads, Pam1Zot2 .........................................................................,.....12 Table 19: LoadCasesp2-Static .,, ..............14 Table 20Load Cases 06 Leads Aj1ied . .. .. 14 Table 21 ad Combinations 16 Table 22: Soil Pressures - Summary.....,........................................................., 18 Table 23 Nodal Reactions ...... .. .. ... .. .. 18 Table24-,Sum Of Rext,ons Pail 1 of 2 ... .. .. . 19 Table 24 Sum Of Reactions Pan 2 of 2 .. .- 20 Table 25 Nodal Otsplacecnents Summary Part of 2 . .. 20 2016-07.13 216003.00 Légoland - ELEV MaI,(c : ' : ' SAFE v12.3.2 - License #25EEF 1. Modelgeometry . . 13 Jy 2016 .' 1. Model geometry This section provides model geometry Information, Induding items such esjdnt coondnates. joint restraints, and element connectivity. 1.1. Connectivity. . Table I:. Table 1: Concrete Slab Design Summary 02- Span Definition Data OW Candela Slab Osaign S.avwnay 02- Spas Osfinitlan DMa . - MY 6 1, CSA1 Spa. 7 17.0265 0, -48115 .6.5675 13.1380 -5.5675 CSA2 Spant 17.0255 U0 -48176 .35675 13.1380 -3.5675' CSA3 •. Span I 17.0265 O -4.8175 .1.5675 73.7380 .1.5876 CSM Span I 77.9535 O -48175 . 04325 73,7380 04325 CSAS Spa. I ., 77,9566 0. . -4.8175 2.4325 ' 73.7380 2.4325 CSAO Spa. 1 71.9655 0.0000 -4.8175 . 4.4325 . 13.1300' 4.4325 CSA7 Span I - 17.9555 . 0 '4.8175 84325 ' 13,1380 84325 CSAS Spa. I .. 11.9655 0.0000 4.8775 8,4325 73.7380 84325 CSA9. Span .17.9655 000732 4.8115 104325 13.1380 10.4325 CSOI Span I ' 17.9175 00 -2.8775 72.3500 .2.8115 -5.5675, CS82 Sponl 17.9175 0 0000 .1.8775 12.3500 4.8175 -55675 CS83 Spa. I 11.9176 .77.9175 ' 0. -08115 12.3500 -00175 '5.5675 C584 . . Spa. I . Doom 1.1025 12.3500 1.1 -6.5675 CSOS , Span 17.9175 . 0.0000 3.1675 '12.3500 3.I, -5:5875 CSOe Spa. I . . . CSO7 ' Span I' ,' 17.9775 . '00 .5,7925 . 12.3500 SA MM .6.5675 • 17.9775 0.0, ', 7,1925 12.3500 7.1925 .5,5675 CZB8 Spa.' 17.0175 . 00000 9.1825 ' 12.3500 - 97038 -55975 . MOO . Span I 17.8175 0.0000 775 113500 71.1825 45875 CSAIO Spa. I' 17.0255 0 . , -49775 72.3600. 13.1360 ' , 13.1380 12.3500 CSOIO '. Span • . 77.8775 0.0000 13,1300. '12.3500 ' '5.5071 f 2016-07.13 216003.00 Legoland 4 ELEV PieI.I7fts . - ' SAFE v12.3.2 -License #25EEF '- 2 Modelpooperlies - ' . '. '• .. . -' - ' . . ' , I3July2016 2 Model properties ThS section provides model properties, Including Items such as material properties, section properties, and support properties. 2.1. Material properties Table 2: Material Properties 03-Concrete Table 3. M dMPsapsIlsiO3.Ccnus4. , . . .. NOWNG4.2-0 =F 4.000 . No 4Pt1 3604,997 0 20=0 5.5.06 7.50006*02 , CAIJIS00 1350.000 0200 55-06 0, .00 1.500 No cOucl , 36732.000 0,200 5,5-0e 1.50006.02 4,000 :No COP4CS • , 4030000 0,200000 5,50-66 0,00.00 5.000 No 1(411, , 1350,000 0,200000 5.50006-66 0.00009.00 ' 0.000 No Table 3: Material Properties 04- Rebar JAW 3: . MM..lal P,ope,(I..04 Rebar g 4815Q90 290M.000 4.E*02. 60.000 90,000 Tabli 4: Materiel Properlles 05- Tendon ' ' . • . . . 4. T.4: MMs.$MP,opsrtlesoS-Tsndar '.' • ___ MOO 35180a270 29M.000 490000.02 245.100 270000 • • • • - • 22.' Section propertles' Table 5: Slab PropertIes 02- Solid Slabs' - ' '' • ' ' ' •• ' • • ' • TI.I SlabP,op..11.s024SolWSlabs MAT 38 ' 750 ' cO14 ' • 36 OM • 14o ' , . ' ' 0 - . CD 201"7-13 21600100 Le9dand ELEV'Mal.fdb SAFE 02.32 Ucensefl25EEF 2016-07-13 216W3.00 Legog,and ELEV MatAlb SAfEv1232 Ucense#25€EF 2. Model properties . .. 13 July 2016 2. Model properties . 13 July 2016 - Table 6: Beam Properties 02 -Rectangular Beam . . Table 11: Spring Properties - Point 0 . -, . - Tl.6 .B..nPr.ps1$s.02-RsdigiaBeam . . . . . . Table 111 5Pl1flgP, op. di.-point In • eCMj'S00)-W MAT;- 48.0 WO 750 750 - . . PSPRI 0.0000 . 000100 0.0010 0.000 0.000 . 0.000 n BEAMI 400's1 24.0000 12.0000 12.0000 . . . . .. . . . . . . - -. - -. . .. . 0 -• . ,. . 0 C Table 7: Beam Properties 06. Design Data. . . . -• . Table 12: Spring Properties - Una C 1l. 7: B.an propidje, 06 •O. O. . . Ti. 12: Sç PooçeftI -Un. . . . . . . ,. . . C 8 CMJ (I500)-W A615G,60 AOISG.60 Aiiyon 4.8000 4,11WO ye, ., .. .. . . .. ,. .• t'I 000t5) 00010 NOn. . . .., .. . BEAMI AOISGiBO . A6I5GdjO . 3.0 3.0 . NO . Pfopwty . . . . . - . . . . (. Table 8: Column Properties 02- Rectangular- p T. 6: Cth.oei Piopedles 02- RedaigulN . .. . . . . - . . . . . . .- . . . . . .. . CONCS 24.0 ., 24.0000 No . No (J) Table 9: Wall ProportlOs Tl.O: WdlPropediss . . . . .. . . - . CAI.I 8 CMJ1500 7.0250 No 76.. . . .. . . . . ... . . :. - . . . . . . . . . . . . Cl) CD .2.3. Support properties . . . . .. . . . .. •. .. . .-. - -. .. . •.. .. -. . ... .•. .. . Table 10 Soil Properties Tab" Io SaliPropsiti.. . . . . . . . . . . .. . .. . . crsj;ei. . . ... ... . ,. . .. •. . . . . • . . .• • . _______ SOI.t00 •. 1.729D.00 .•. . • . . • - . . . . . . . . . . -- . •- . . . . . • Page lof2o . . . . . . - . . . .. . •, •'Pap 8of2O . - r . . •. . •. . -. - .. . .,. . .-, .-.- .., 0-. ..•. -I C 2016-07 I3216003.00Legoland 'ELEVM3110 SAFE 412.3.2 license#25EEF 201"7-13 216003.0D Legoland ELEVMaIkb SAFE vI232 Ucense#25EEF = 4. Modelloacng 13 J&iy 2016 4 Model loading 13 Juiy 2016 C 4.' Model _aei i I •oaulng T4.1I LoadAsalgumsnta PorlLoad& Put 1042 Tlss section provides model loading Information. Vlck1d8g load pallems load cases and load combinations. 0s 7.539E403 0.032 7.538 - 339 UL:"' 1:430E-44 12500.03 0.100 41' La att ,c d : . ' ' ' ,.. EQX .0059 -0,112 139' COY . 4033 .1.528 '-3306 142 CL 0.015 . ' 0001' 1.994 Table 17:'Load Patterns 142 U. 26606-04 0013 0.107 142 CDX .0037 0240 15201 TSI. 17 Load Pt.m. 142 COY .0034 4688 5012 C - Ló04 ' 4t5a$M60.041 157 CL 4400 4012 7.375 C U. -5 7138.03 1.8701244 0078 DL ' DEAD l. ' . ' . . . . ' 157 . ' ' , EOX ' .. , 2.315 -0016 . , .9884 U. LIVE 006 157 COY 0404 4037 14.445 FOX OTHER 0060000 163 CL 46029 27388.03 7639 COY ' . OTHER ' .0.00D= ' ', ' , ' . ' . '160, '. LL ' 44400-04 5.70-00 ' 0088 , 16$ ' EQX ' 2.121 4.011' 1.440 103 . : ' coy ' ' 0.016 -75388.03. , 13699 163 . '. . 0.438 ' 0.015 8248 Table 18: LoadAs5lgnments Point Loads, Part of 2 183 LL 4403 23300.04 0099 Ø3 EOX 2.552 -0022 12.696 Tel. IM , Load laalgrwnorl. - Po8 Load., Pt loIS' ' ' , , .. . . . ' '' 183 ' COy ' . '0..608 '.0.042 I402 0110 -.314 OL 0.641 -8.01191243 314 U. 8403843 1130604 0087 S Dl. -0704 $032 9550 314 EOX 2349 9.282E.03 0601 5 ' ' U. , .9.134E43 ' 4015 0.137' '" . ' ' . ''' '' 314 . ' , COY ' ' . . -1,001 ' 0,034 , .0019 5 LOX -1.4147 1112 -0481 364 IX. 0.408 -82196.00 8404 5 COY 0.244 2505 10007 364 U. 8385503 -5 4.05 0000 0 . . DL' '. .0. , . '. -1.120'. . - 8.357 . ' . '' , ' , ' 364 '' . , CDX ' '.1.778 4085 1.118 ' ' . . '• . . . . 6' , U. ' , ' .4E-03 -0017 0.094 . '. . .' . . . '' ' ' ,' .364. ' COY •Z453 ' '.0,052 .30201 0 ECX 3.711 0070 2233 367 CL .0183 5534E.03 5021 ( 0 ' COY , ' 1.136 ' 3.143 ' -10409 ' ' : . ' . ' . 367 ' U. ' 4910E.03 1.380604 ' . , 0008 21. '',..,.'OL,,' '0.917. 1.160 -...9.137,., '' .'- . '.. ,., -,. .' .. '39? ...EOX.. -4.054 ..,'.0.032 .,8044, 21 ' U. '.0012. 0.017 '0,124 '. . .. . ., ''.367 -' COY . 1.604. .0.044 .9.469' .21 ' CDX ' , 3.091 2,007' : 23.504 ' ' . '. . . . , . 120 ' ' ' CL ' ' '0.001) 21 COY 1058 1.154 $5318 20 U. .0.000 0000 28400 30 DL , . ., 4681 . 0.869 , ' 7.663 ' ' ' ' ' , . '. ' ' . . ' ' ' . . ' . . . . . 'C 30. . . U. -6297E-60. ' 0,010 . . 0.083 Table 18 Load Assignments Point Loads Part 2 ot2 - - .01. . '-I.868803 4.404 8.351 . ' . .. . . .. ' ' - - . ':. . : , . , ', Table to: Load Maign,n.04. - PO4.9 Load,, Pt 3042 LL 88 .48843 0.115 EQ6X .0.153 0.709 11.660 I COY : .0071 ' 2.189' ' . ' ' . . .0937 , , . ' '. . 5 . 'o.0 o. ' 0.0ow 0906 ' 0.680' 19 04. ' 4.3206.04' . '0085 ' ' , , ' 5 , :' 0,0500 0068 . 0.600) , 00013) , 0.680 to . ' U. ' , 3.16843 3.948843 . . ' ' ' . ' . . . ', . ', ' S ' 0.0000 . 00006" . 0.0060 , '. 0.0006 ' 0.0006 19 ' ' . EOX ' ' ' 70057 ', .0,563 ' ,14.234 . ' ' . . . , 5" ' . 0.0606 00000 . 0.000) 00660 , 0.0660 to COY .0032 1703 2036 0 0680 00900 01800 00613) 0068 29,DL .0010 0486 7.019 6 00000 0080 0 00M 06606 29 LL ' ' -1216604 7.0*06.03 ' ' 0.060 ' . , . .. . . . . . . . . . - .0,00M . : 008)0 0.068 . 06000 0." 29 LOX .0061 1204 38074 6 0680 DOOM 0 0:00m, OW 29 COY 42006-03 / 1607 5.997 21 OW OW 0680 OW 0680 135 ' IX. '. ' . -0018. .0,900 ' 6,703 '' , ". . ' . ' . . , . . , ' 21 . , ' . . 0.680..' .0,0606 . 0.6000 ' " 0.0060. 00060 335 U. .3550604 -00*4 0.098 31 000W 00000 00060 00000 00000 135 CCX -0054 .0.022.,3228 2* 06600 0068 06600 00006 00060 $35 COY 0074 3152 . 7.527 . . " . .. $0199 30 0680 0068 09006 0068 0680 Page 1120 Page12oI20 r I, C --I C • I, CD i016-07-13 216003.00 Legoland ELEV Mat.fclb SAFE V12.3.2 Llcense#25EEF 2016-07A321600300LegoLand aEVMaUdb SAFE v12.3.2 Lkense#25EEF 4 Modo4Ioang 13Jiiy20I6 4 MOM loading 13Ju1y2016 Tail. 19 Load 8s4,n00ds PoSit Loads. Pad 2 at 2 42 Load cases . .4.2.'., 30 0.0 0(0(0 000 (0 0 00 - .. . 30 00000 0(0(0 000(0 0 00000 N . 30 OADDO 00000 . O.00w 00 0.0000 . . . . .• . . Table 19 Load Cases Static . - c () oow 0 I 000(0 . 0.0000. 0.0 0.0000 0.0000 . . . . . . . - . TI. 10 Load Ca... 02. SIada . S . : 0,0000 Opow o'OwO 0000 IS 0 0 owo 00 00000 00000 04. Zo LSa C *0 0 0.00110 0 0.01100. 00(00 W. Zam Lk.ew C 10 0 00000 00 00000 00 EQX zem LI.oat 19 0ow 00000 o.owo.. EOY 2am Lk,ea, 29 O.00OD 0 MOD 0.0000 0.0 . 0.0000 : - AI.T148. . . . AwU*Ifl O.tO . . . . . . . 29 00(00 - 00000 0.0-. O oom 0.0000 . - MS.17.NL Zam - -A(0wUp6SI 0.0000*0 . . 29. 00006 0.0000 0.0 . OAODO 0.0000 ., -• . : . AI.T40&. zom . .AD" Uplfl 0.t0 . . . . . .• . . . - 29 . 00000 0.0000 0.0000 0.0000 00 . S . AISS.I4I. 2am A(0.UpI- 0.0000*0 . S *35 .• OoDDO 0.00(0 . OnWII 9,00011) 0.0 . . . . . . .ALTO NL . lam AwUpII1 0I0 . . . *35 0.0000 00GOD .00000 0 . 0.0 . . . . . . . . lam AwU6II 0I0 0.0000 . 0(000 00000 . . . . AIJM&- . AWWUP" 0.0013010 . . o o,o 0.0004 . - . . . . AI.1344L . . zam ..AftwUPkft,.o.i0 *39 ODOOO o0ow 00000 0(000 1, 00 ALT948. Zam Allow Uplift 0I0 ç *39 - O.Owo 0.0000 0.0000 0(000. 0.0000 . -. . . . COLUI.H* .. . . -. . --lam .. Ak,wU,Ift 00(50240 . .. . *39 0.0000 . 0.0 0.0000 , O02, 0. jars AwUpift- 00000*0 . , . . *39 00000 00000 000 00000 0.000 COIU3.M. lam AwU* 0*0 *42 . 0• -0 . 0.0 ow 0.0000- . o.. . . . . . . ,. .ZWO .. . .. . 0.0(10- . . . .' •. .. . . - *42 0*50*0 0(000 0.0000 0(000 0.0000 Zaru Awti$f* 0000010 C *42 Abom 00000 000(0 00000 0 OoDD. Zerc AtbwUpIf* 00000*0 142 . -00 OOOW 01*000 00 Go Dm . . . . . .. . . . .. . . . COS.U748. jam . P,00w*Jp94* 0.000010 *57 00000 004*00 00450* 00000 0 C34& lam AwUpIt* 0l0 *57 00000 0 00(00 O 0.0000' jam Ammupm oio ( *57 04*000 ocow. 00000 0(800 00(00 Cl0UI. jam AwU$4* 0000010 157 000(0 . Q0 .00000' 0.0000 !60 .0.0000- --S 000W . 0 .00(020 0.0000 . 0.0000 ••• *60 0 00000 000(5) 0 006D 0*0200 ISO 0.0000 0.0000 Table 20 Load Cases 06 Loads Applied *63 00002 Goom 0(0(0 0(0200 0.0000 Table 20 Load Ca... 06 Load. Applied 163 00000 00000 0 00 0 r (., - TLo.dPa9J 163 0(000 0O 0(000 00(00 00(52) *63 . 0 CODD 0 006 . 0.0 0.m . . 0.0 . . .. . . . .. . . . . DL . . .OL 3*4 . 0.0000 . .- 0.0000 . 0.0000 .•. . .- : . . . - '- . ., . . . U. . . I.000 . . .. . . . . . . .. 3*1 . . 0.0 . O.00DO. 0.0oW . 0 0.0 . : . . . 60* • . EQS 1.000 . . . . . . . . . 3*4 0006D 00000 0 00501 00000 EOY EOV *000000 341 00000 0 00 000(0 00000 DL I00 384 0 00000 00(00 000(0 00000 ALTI-N1. U. 1000o00 384 00000 00000 0 0 00 AI.T2J41. DL 1000 384 0(0(0 0 OD60 00 00000 004020 84.12441. LI. 384 00*202 00000 000(0 00 0*2202 81.1244%. EQS 0.860000, 381 00000 00 00000 0 0 0(0(0 ALT4-*& 04. 0000000 387 00000 00 00000 0.0000 0 000 84.14441. U. 0 387 00 0 0-0.0060-.'.00*202 84.14-NI. EQS 086w 387 0 O0 000(0 000(0 00(202 84.15441. DI. 090(000 . . 39 - • • 000m . 000M 0 . 00000 . -- . : - . -. ALT5-NL . . S : . . • . . .. S 0.00(0 o o. 0.0000 • . 0.0000' . . • • : . . '• i.m-it • EQS. .-0,86000D •- : . . . . • . . . ALTO-NI. DL Page l3ol2o Pago14ot20 • ft . € 201"7-13 216003.00 Legoland ELEV Mat ftL SAFE v12 32 License C25ffF 2016-07-13 216W3.00 Legoland ELEV Wt.fdb SAFE v12.3.2 license #25EEF 4 Mode1loathg 13Jiy20I6 4 Mode4loacng 13 July 2016 Table M. Load CMS$ 06 Load Ap4ISd - Table 21 Load CombInations TaM. 21:'Lc.uil Cambinddon. MY 0.860000 A01 ALT 1.14. I 06 Llee Add No No No - ALTT-M. DL 1.000000 Ai.T1-P6. U. 1000000 AL.fl fl•14• No No No No AL174& COY . 0.060006 .0 ALTA4& DL 0 ALT3 AL13-NL I0 Lk.ewAdd No No No No ALTB-P& U. 0900 0 ALTO-M.. COY 0660600 ALT4 ALTI-NI. 1.00000 Lbw Add No No No No C ALT34I. Dl. - ... . . . . . . . . . . . . . 0• . . . .. . . C ALI).i& . U. COO . ,- . . . . -. -. ALTO ALIS.N1. 1.00060 Une& Add No No No No ALT3-M_ LOX . 0 oi. 0.9 0000a . . . . S ALTO ALTO.NI. 1.00MG Urmw Add No No . No Pb ALTO-NI. U. - 0.906 . . - ALTO.i& COY -0.8600W ALT7 . . - AL17.Nt. . 0 I Lin.. Add No . .. . No No .5 No COW I44t. DL 1.400006 S . -:'ALTO : --ALT&WL -- Lk~ Add No . ,No . No Pb COsI-M. U. -. O. . . .. . .. -S. - S 5 0 . . S. 0060lJ . : . .. . . . . . . . . . .. . .. ALTO . .:1. LstMd . No . NO . No No COl244t. --. Dl. 1.20l.O -- . . . .. . . . ., . . . . 0 C2-NL Li I606(1 C4BI ht.NL 1.00NO Uns&Add Yes No No Na C COIC2-NL EOY 0O00) 0 C C0S..tfl. 01. I 350006 C0S2 CO2-M. I 66000 Uneai Add Yes No No No - IL 0 COI34fl. LOX C3 COIe3-4n. I 00 Uno Add Yes No Pb No C4 CCI€4.N1. I06 Lk Add Yes No No Na LL 0.5 C01444I. LOX 121 COS00S aI5-Ifl. 106006 Unsw Add Yes Pb No No C COI54& DL 1 35 0 COldd5.Nt U. 0506010 CO C0I.6.N1. I0000) Lb.o Add Yes No No No COi.5-Nt COY I2I 0 ( . - C7 COP7-ML . .1.00000 . Unoa, Add . Yes . Pb . No . Pb . C4u84l. IL 0600106 0 A -1.210000 .. . . .. . . . . .. . . . COi.8 COIS8.PO. . I. Li. Add Yss . Pb P16 . No. . .. DL . . 0.75 . COLIST-M - . . . . . . . . . .• . . -..• 0 . . IL . 0066000 0.750000 066000 •• • . . .. . . .. .- . . . . . . . . C3ddO.. . CO9-M.- : .1.00000 Linw Add. Yes. . . . No No, CCb74& LOX 1210000 COl.ID CID4& 166000 UnswAdd Yes N. No No ct -- Co.&i4. . : U. ., O.I10J . : . . . . . . . . . . . . . . . . •. : : . Cm8.td1. LOX 12I0060 DL 6:750M CO.M. U. 0.000000 COIe9.M. EOY 1210000 COlddI0-NL Dl. 0750660 COLE tO-Nt . . U. . -0.- . . . - . .. . . . - : . . -S . . . Caleb-Nt COY 1210060 43 Load combsnatons Page 15ot20 Page 16o!20 J. r I I ------ • - - -:--- !l 1 19 -- ILH = = ' - ..L 00. ......"-'F.....-k- :1 :f : T-71 H Figure 2: Deformed shape Analysis Results 2016-07-13 216003.00 legoland - ELEV Mat.f2 SAFE v12.3.2 - License #25EEF S. Analysis results - 13 July 2016 5. Analysis results 5.1. Support results This section provides support results, lflduthg Items such as column. support, and spring reactions, - Table 22: Soil Pressures- Summary. Tab 22 (31 .0.0091 -00098 -0.9175 0.0 -0,6115 Offlow 3 DI. .09008 -00008 8.5690 o.a000 0 0.0000 4 DI. .00004 -0.0001 6.8535 0.3500 0,0000 2.0075 U. . . .0.0015 -00018 -0.6175 0.0 -00175 00000 3 U. -4.5-04 .0.0018 , 6.5600 0.0ow 0. 0.0000 4 U. 3.1.04 .00015 68535 0.3600 00000 2.0075 I LOX 00023 0.9010 -00175 O. -00175 0.0900 3 LOX 09020 -0.0003 0.0000 0.0090 65890 0.0080 4 LOX 0.t -0.0006 0.0 8.3600 6.8535 8.3500 COY 00004 00017 48175 0.0 -08175 00000 3 ' COY 0.0000 '0.0017 6.5690 OVOW 4,0000 0.0000 4 . COY' 0.0017 .0.5 85608 2.0075 4.0000 6.3500 Table 23: Nodal Reactions TabS. 73: Nodal Reactions IL]t DL 1.8606.03 0.404 5.754 0. 0000 050 OLOM 5 DL 0.704 1.032 5.253 .000 00000 0.0 8 DL ' 0.063 1,120 7.610 0.0 0,0000 0.0600 ID DL 8.3208-04 .0065 5,477 0 Dow 0.0ow 00000 21 DL 0.077 -1.100 7.431 0.0060 00000 00600 29 DL' 0.010 -0486 5253 00 0 0000 . 0.0600 30 Dl. ' 0.851 -0,060 7.474 '00000 00000 0 ODOD 135 ' Dl. 0.018 0.000 6258 0.0000 0.0 0,0000 139 . DL -7.5398-03 -0.032 5.871 0. 0.0000 0(950 142 Ut. 0.015 -0.801 5.539 0.0000 oo : 0.0000 157 DI. 0.495 -0.012 8.084 D 0 0,0000 100 DI. ' 0000 -2.2368-03 3.009 Cloow O.OWD . 0.0 183 DL ' 0,436 -0,015 3.340 0,0 0.0 00 314 DI. 0.511 8.0606-03 0.418 0.0690 00000 0.0 364 DI. -0.408 8,2108-03 6,003 0(950 0.00110 0. 387 DL 0.183 -6534E-03 0565 0.0000 0 ODDO 0.0 Ii .66.05 4,0888-03 0,039 0.0000 0.0000 09000 5 U. 9.134E-03 0.015 . 0079 0.0000 0.0006 0.0 6 U. 3.€-03 0.017 . 0.521 0.0000 09000 00000 19 U. -3.I-00 .1,9468-03 0.674 0.0000 0 o.o 21 U. .0012 -0017 .0,508 0.000D 00000 00 29 IL 1.21135-04 -7.01(5-03 0.519 ' o0ow 0 oom onow 30 U. 0201E.03 .0010 .0,541 ' 0,0 0 owo 0.0000 135 U. 3.5590-04 0.014 0.245 0.0 00 ' 00350 2016-01-13 216003.00 Legoland ELEVMattdb SAFE v12.3.2 - License #2SEEF Analysis Results 13 July 2016 Page 17o120 Page 18o1 20 U- - Hope-Amundson 1bUUJ Up Laicuiatlons Dy vvnitselt ED — 49 WL 2 .1K2, :. '. . .. . . . •. . . 2 . IHH eeooe000000 00000 ui 1*O ø000000•00OOOO . O 0 '0 0 0 - I HIHhIIIIIIIIIH 0 0a000000000'o0eee. -. •0 . 0 cm IL ,,0 , •' . . . . to DODD 00000000000.0eee.e 0 • 0 . . 0 'iuuuiuuigu 0 , 0000000000000eee OO 0 0000 0 '. : uJ 0-I..CA 0 :E'. . Mi Wwwwwwww O . .................-. ._. ' 0 . . . 0 ,. 0 Cc) kn 11 J -. 0 '. ',! 0 ' " .- ,. . 0• - 0 •S - . -.: ,: : uj 0O ;00006000O0e0000000e000eo00oeeo0oeeo6oe0 'O •, . -- 4 - 00. . . . 'O' ,- 0 - 0 , 0 0 0 0, w '.•0' ''0 00 0 . . 00 0 -. . O .. -. 0 i-S . 0 ,'O 0 ...S .•.' . . . . 0 0 0 € 2 — 0 0 O '. r.. .. • 0 0 . 0 0,_0 0 0 •, ,o o ' - .. ... . ... :. [Ii •, 0 0 , 0 . . •- - . 0 .. 0 0 ,, - 0, -. .. cm ,00' ,0O 0 4 1 (I, J 00 ' •O . . ,' 000 Is