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Home My WebLink About2501 EL CAMINO REAL; STRUC PT 2; CB131997; Structural Calculations13903.00 ANF & ASSOCIATES ConsuJting StructuraJ Engineers STRUCTURAL CALCULATIONS For Part II Retail Expansion Westfield Carlsbad ,-2525^1 Camino Real #100 Carlsbad, Califomia 92008 RECEIVED OCT 21 -2013 ?nu^^ CARLSBAD BUILDING DIVISION Architect JPRA Architects 39300 West Twelve Mile Road, Suite 180 Farmington Hills, MI 48331 Tel: (248) 737-0180 1^- -30^- OO 9420 Telstar Avenue, Suite 118, El Monte, Califomia 91731 Tel: (626) 448-8182 Fax: (626) 448-8092 Email: ann688@pacbell.net OQ<»|i^ /f AT) CONTENT Content 3 Revised Parti Part II Design Load Attachment:Architectural load information DL-1~ A-I'- 2 3 Lateral load analysis (SMF and Cone) LL-1~ 2 (BC-1) Seismic Distribution SD-1~ 1 (BC-1) Load Map (Computer program input data) LM-1~ 5 (BC-1) Beam Design Map (Show Design load and reaction & Beam#) BM-1~ 10 (BC-1) Steel Beam design summary SB-I~ 21 (BC-1) Concrete Beam design sxunmary CB-1~ 27 (BC-1) Column Design Map and Column no # CM-1~ 6 (BC-1) Column Load summary (steel col) CL-0-~ 26 (BC-1) Gravity Column design summary (steel col) GC-1~ 17 (BC-1) Base Plate Gravity column BP-1~ 6 (BC-1) Period and Modes Anlysis To-l-^& Ti-1^ (BC-1) Story Displacement for stiffiness compare K-l~ 2 (BC-1) Story Displacement @ Center of Mass and Drift Code Check DC-1~ 2 (BC-1) Frame Member Design Code Check MC-1~ 16 (BC-1) Seismic Provisions member code check summary SM-1~ 50 (BC-1) Frame Joint Code Check JC-1~ 11 (BC-1) Seismic Provisions Joint code check summary SJ-1~ 29 (BC-1) SMF Connection Design Check SMF-1--21 Periods and Modes RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-09/18/13 11:51:52 Ignore Effects Scale Factor: .00 CRITERIA: Rigid End Zones: P-Delta: Yes Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. Load Case: Edy Eigen Solution FREQUENCIES AND PERIODS: 4.00 per ,45cE <, l^, i, . -to co'^^p"*''*- <1 Mode Period (T ) Cyclic Frequency (f) Circular Frequency (©) Eigenvalue sec Hz rad/sec (rad/sec) **2 1 1.2634 0.7915 4.9731 24.7319 2 1.1745 0.8514 5.3496 28.6187 3 0.8992 1.1121 6.9873 48.8228 4 0.3887 2.5728 16.1655 261.3235 5 0.3762 2.6584 16.7032 278.9976 6 0.3056 3.2720 20.5588 422.6650 7 0.2234 4.4766 28.1275 791.1544 8 _0.1614 6.1943 38.9198 1514.7532 9 0.1473 6.7872 42.6453 1818.6198 10 0.1355 7.3824 46.3849 2151.5571 11 0.1255 7.9655 50.0488 2504.8787 12 0.1188 8.4155 52.8764 2795.9181 13 0.1062 9.4173 59.1704 3501.1361 14 0.0618 16.1723 101.6136 10325.3287 15 0.0333 30.0663 188.9124 35687.9061 •AL PARTICIPATION FACTORS; Mode X-Dir Y-Dir Rotation 1 34.1910 22.3399 201.7969 2 -19.7573 42.7017 -85.3401 3 -23.9643 -2.4235 276.1974 4 7.1248 -14.3227 17.9711 5 8.1186 11.0714 -35.4333 6 13.7412 2.5625 -135.5177 7 -1.8171 -0.7348 103.3468 8 5.0510 -47.7208 70.7602 9 19.1925 23.7487 25.5238 10 58.6364 8.1317 -78.7155 11 -24.3281 -0.8865 346.5491 12 -27.2761 30.8139 293.1587 13 1.5900 47.1271 -114.6080 14 33.5690 1.4954 624.0526 Periods and Modes RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Page 2/4 09/18/13 11:51:52 15 2.0811 MODAL DIRECTION FACTORS: -0.1949 -157.8139 Mode X-Dir Y-Dir Rotation 1 53.11 23.90 22.99 2 17.56 78.31 4.13 3 41.83 4.54 53.63 4 31.28 54.26 14.46 5 32.74 44.93 22.34 6 31.41 6.80 61.79 7 3.74 1.04 95.22 8 11.10 82.96 5.94 9 69.81 24.37 5.81 10 78.48 7.66 13.86 11 16.25 55.22 28.53 12 22.30 26.06 51.64 13 2.43 89.90 7.66 14 32.93 0.04 67.03 15 55.03 0.01 44.96 MODAL EFFECTIVE MASS FACTORS: Mode X-Dir Y-Dir Rotation %Mass %SumM %Mass %SumM %Mass %SumM 1 13.37 13.37 5.71 5.71 5.09 5.09 2 4.46 17.83 20.85 26.56 0.91 6.00 3 6.57 24.40 0.07 26.63 9.53 15.53 4 0.58 24.98 2.35 28.97 0.04 15.57 5 0.75 25.74 1.40 30.38 0.16 15.73 6 2.16 27.89 0.08 30.45 2.29 18.02 7 0.04 27.93 0.01 30.46 1.33 19.36 8 0.29 28.22 26.04 56.50 0.63 19.98 9 4.21 32.44 6.45 62.95 0.08 20.06 10 39.32 71.76 0.76 63.71 0.77 20.84 11 6.77 78.53 0.01 63.72 15.01 35.85 12 8.51 87.03 10.86 74.57 10.74 46.58 13 0.03 87.06 25.40 99.97 1.64 48.23 14 12.89 99.95 0.03 100.00 48.66 96.89 15 0.05 100.00 0.00 100.00 3.11 100.00 MODE SHAPES: Mode Shapes for Rigid Diaphragms: Story Diaph. # Dir Mode 1 Mode 2 Mode 3 Mode 4 Mode 5 Roof 1 X 0.19724 -0.12606 -0.29759 -0.20668 -0.20677 Y 0.13854 0.32002 -0.06207 0.25430 -0.24153 R 0.00012 -0.00006 0.00022 -0.00011 -0.00016 Raise 1 X 0.25233 -0.13198 -0.00939 0.12101 0.10639 course Y 0.18285 0.17831 0.08485 -0.10153 0.12056 m Periods and Modes RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Page 3/4 09/18/13 11:51:52 R 0.00011 -0.00004 0.00013 0.00005 -0.00002 Mezz-fL 1 X 0.14541 -0.08391 -0.09404 0.10994 0.12433 ow roof Y 0.08045 0.18614 -0.02714 -0.17283 0.14454 R 0.00008 -0.00003 0.00010 0.00005 0.00004 Raise up fl 1 X 0.01341 -0.00716 -0.00363 0.01856 0.01931 li Y 0.00911 0.03225 -0.00441 -0.05810 0.03793 R 0.00001 -0.00001 0.00000 0.00002 0.00002 1ST 1 X 0.00034 -0.00031 -0.00128 0.00086 0.00135 CONC FL Y 0.00042 0.00093 -0.00015 -0.00293 0.00243 R 0.00000 0.00000 0.00000 0.00000 -0.00000 Story Diaph. # Dir Mode 6 Mode 7 Mode 8 Mode 9 Mode 10 Roof 1 X -0.14305 0.03714 0.01504 0.03210 0.00694 Y 0.02375 0.01870 -0.03938 -0.00160 0.01142 R 0.00016 0.00002 0.00001 0.00001 0.00000 Raise 1 X 0.02645 -0.09546 -0.14004 -0.36312 0.08514 course Y -0.11780 -0.04660 0.13638 0.12225 -0.11781 R -0.00025 -0.00066 0.00002 0.00015 0.00002 Mezz-i-L 1 X 0.17402 0.00578 0.04840 0.15656 -0.08055 ow roof Y 0.04704 0.01293 0.01378 -0.08209 0.04958 R -0.00015 0.00013 -0.00002 0.00003 0.00000 Raise up fl 1 X 0.01286 0.00866 0.05826 0.06815 0.23044 It Y 0.01612 -0.00679 -0.28812 0.11192 0.00380 R -0.00000 0.00002 0.00007 0.00002 0.00008 1ST 1 X 0.00559 -0.00221 0.00071 0.02631 0.08949 CONC FL Y 0.00109 -0.00060 -0.05729 0.03495 0.01648 R -0.00000 0.00000 0.00000 -0.00001 -0.00003 Story Diaph. # Dir Mode 11 Mode 12 Mode 13 Mode 14 Mode 15 Roof 1 X 0.01296 -0.00242 -0.00075 -0.00085 -0.00075 Y 0.03098 -0.01008 -0.00504 0.00006 0.00011 R 0.00002 -0.00000 0.00000 0.00000 0.00000 Raise 1 X -0.11806 0.06983 -0.01305 0.00044 -0.00002 course Y -0.33737 0.13565 -0.04099 0.00040 0.00006 R 0.00024 -0.00010 0.00003 -0.00000 0.00000 Periods and Modes RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Page 4/4 09/18/13 11:51:52 Mezz-+-L 1 X 0.04376 -0.04874 0.01370 0.00370 0.00315 ow roof Y 0.14640 -0.06616 0.05039 -0.00034 -0.00053 R 0.00006 -0.00005 0.00001 -0.00000 -0.00000 Raise up fl 1 X -0.00740 0.05217 -0.04758 -0.07237 -0.24169 II Y -0.00077 0.02150 -0.16957 0.00026 0.00250 R 0.00009 0.00018 -0.00007 0.00002 0.00015 1ST 1 X -0.05108 -0.06627 0.01151 0.08701 0.05229 CONC FL Y -0.00390 0.06497 0.13092 0.00324 -0.00084 R 0.00002 0.00003 -0.00001 0.00009 -0.00005 Note 1: Mode shapes are normalized with respect to building mass matrix: Qi^'T x M x Qi = 1 where Qi: ith mode shape and M is the building mass matrix. Normalized mode shapes are consistent with units of "kip" and "in". Note 2: Mode shapes for meshed diaphragms are not included by default. Turn on "Include Results for All Nodes" to include mode shapes for meshed diaphragms. This may substantionally increase the length of the report for large models. Periods and Modes RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- T, - 09/18/13 12:02:38 Ignore Effects Yes Scale Factor: 1ST CONCFL 1.00 CRITERIA: Rigid End Zones: P-Delta: Ground Level: Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft) Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. Load Case: Edy Eigen Solution FREQUENCIES AND PERIODS: 4.00 )de Period (T) Cyclic Frequency ( f) Circular Frequency (to) Eigenvalue sec 1^ M Hz rad/sec (rad/sec)** 2 1 1.2624 0.7921 4.9771 24.7711 2 1.1724 .-i' H 0.8530 5.3595 28.7238 3 0.8968 —> 1.1150 7.0060 49.0844 4 0.3880 2.5774 16.1942 262.2523 5 0.3756 2.6621 16.7265 279.7760 6 0.3041 3.2883 20.6609 426.8745 7 0.2233 4.4789 28.1420 791.9722 8 0.1534 cJ.K^2'} 6.5203 40.9685 1678.4169 9 0.1422 0,(5" h'4 7.0308 44.1759 1951.5111 10 0.1276 —> o.iq-of 7.8374 49.2438 2424.9531 11 0.1183 8.4506 53.0969 2819.2781 12 0.0384 26.0696 163.8004 26830.5560 MODAL PARTICIPATION FACTORS: Mode X-Dir Y-Dir Rotation 1 34.0950 21.8244 202.7489 2 -19.3103 42.3504 -84.8658 3 -23.2952 -2.2851 271.1357 4 6.8897 -12.5550 16.8831 5 7.1355 10.1982 -33.9491 6 10.6955 1.9833 -118.4579 7 -0.6011 -0.3828 94.4220 8 7.0332 -16.5446 89.5012 9 1.5797 -17.5526 -21.5274 10 10.2053 4.5691 239.6245 11 -11.7678 -10.0008 -57.4845 12 -25.6485 0.2916 175.5691 •AL DIRECTION FACTORS: Mode X-Dir Y-Dir Rotation 1 53.38 23.36 23.25 2 17.07 78.87 4.06 m Periods and Modes RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Page 2/4 09/18/13 12:02:38 3 42.08 4.50 53.42 4 33.10 51.32 15.57 5 30.44 47.86 21.69 6 31.70 6.83 61.47 7 3.82 1.00 95.18 8 43.04 48.07 8.90 9 43.52 48.93 7.55 10 15.94 50.28 33.78 11 24.50 38.97 36.53 12 61.40 0.01 38.59 EFFECTIVE MASS FACTORS: Mode X-Dir Y-Dir Rotation %Mass %SumM %Mass %SumM %Mass %SumM 1 35.84 35.84 14.68 14.68 16.69 16.69 2 11.50 47.34 55.30 69.98 2.92 19.62 3 16.73 64.07 0.16 70.14 29.86 49.48 4 1.46 65.53 4.86 75.00 0.12 49.59 5 1.57 67.10 3.21 78.21 0.47 50.06 6 3.53 70.63 0.12 78.33 5.70 55.76 7 0.01 70.64 0.00 78.33 3.62 59.38 8 1.53 72.16 8.44 86.77 3.25 62.63 9 0.08 72.24 9.50 96.27 0.19 62.82 10 3.21 75.45 0.64 96.91 23.32 86.14 11 4.27 79.72 3.08 100.00 1.34 87.48 12 20.28 100.00 0.00 100.00 12.52 100.00 MODE SHAPES: Mode Shapes for Rigid Diaphragms: Story Diaph. # Roof Raise course Mezz+L ow roof Raise up fl 1ST CONC FL 1 Dir X Y R X Y R X Y R X Y R X Mode 1 0.19770 0.13647 0.00013 0.25318 0.18179 0.00011 0.14571 0.07905 0.00008 0.01313 0.00851 0.00001 0.00000 Mode 2 -0.12435 0.32148 -0.00005 -0.13023 0.17929 -0.00004 -0.08266 0.18653 -0.00003 -0.00672 0.03151 -0.00001 0.00000 Mode 3 -0.29877 -0.06178 0.00022 -0.00993 0.08470 0.00013 -0.09388 -0.02682 0.00009 -0.00203 -0.00404 0.00000 0.00000 Mode 4 -0.21239 0.24690 -0.00012 0.12445 -0.09869 0.00005 0.11349 -0.16924 0.00006 0.01822 -0.05445 0.00002 0.00000 Mode 5 -0.19939 -0.24896 -0.00016 0.10268 0.12481 -0.00002 0.12013 0.14993 0.00004 0.01728 0.03722 0.00002 0.00000 m UM Periods and Modes RAM Frame v 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Page 3/4 09/18/13 12:02:38 Y 0.00000 0.00000 0.00000 0.00000 0.00000 R 0.00000 0.00000 0.00000 0.00000 0.00000 Story Diaph. # Dir Mode 6 Mode 7 Mode 8 Mode 9 Mode 10 Roof 1 X -0.14370 0.03787 0.02753 -0.01873 0.01662 Y 0.02250 0.01884 -0.03462 -0.01332 0.03312 R 0.00016 0.00002 0.00001 -0.00001 0.00002 Raise 1 X 0.02772 -0.09600 -0.28859 0.28130 -0.08083 course Y -0.11767 -0.04608 0.18564 -0.05124 -0.32324 R -0.00025 -0.00066 0.00008 -0.00013 0.00022 Mezz-fL 1 X 0.17557 0.00472 0.11399 -0.14195 0.00535 ow roof Y 0.04846 0.01225 -0.03094 0.07759 0.12908 R -0.00015 0.00013 -0.00001 -0.00004 0.00005 Raise up fl 1 X 0.00582 0.01179 0.07831 0.04201 0.13346 11 Y 0.01445 -0.00557 -0.21469 -0.23856 0.04900 R -0.00000 0.00002 0.00008 0.00005 0.00014 1ST 1 X 0.00000 0.00000 0.00000 0.00000 0.00000 CONC FL Y 0.00000 0.00000 0.00000 0.00000 0.00000 R ' 0.00000 0.00000 0.00000 0.00000 0.00000 Story Diaph. # Dir Mode 11 Mode 12 Roof 1 X 0.00139 -0.00104 Y 0.00911 0.00017 R 0.00001 0.00000 Raise 1 X -0.09231 -0.00006 course Y -0.19855 0.00019 R 0.00015 0.00000 Mezz+L 1 X 0.06717 0.00416 ow roof Y 0.11710 -0.00089 R 0.00006 -0.00000 Raise up fl 1 X -0.15448 -0.28361 11 Y -0.14124 0.00389 R -0.00015 0.00018 1ST 1 X 0.00000 0.00000 CONC FL Y 0.00000 0.00000 R 0.00000 0.00000 Periods and Modes IMi RAM Frame V 14.04.05.00 Page 4/4 I DataBase: 13903 Regal Cinemas 12 at PCR- 09/18/13 12:02:38 Note 1: Mode shapes are normalized with respect to building mass matrix: Qi^T x M x Qi = 1 where Qi: ith mode shape and M is the building mass matrix. Normalized mode shapes are consistent with units of "kip" and "in". Note 2: Mode shapes for meshed diaphragms are not included by default. Turn on "Include Results for All Nodes" to include mode shapes for meshed diaphragms. This may substantionally increase the length ofthe report for large models. Ill Storv Displacements RAM Frame V 14.04.05.00 RAMI ^ataSase: 13903 Regal Cinemas 12 at PCR- I Building Code: IBC 09/16/13 16:47:47 Ignore Effects At Face of Joint Scale Factor: .00 CA«^(< ^•^•('^^^ A^*(y;;> re<|MVe^ 4.00 I (OP l< CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. LOAD CASE DEFINITIONS: \/ y Story Displacements for Semirigid and Pseudo-Flexible Diaphragms: o An average of nodal displacements is reported ifthe mass center is inside the diaphragm f ^ > 1(7 Level: Roof, Diaph: 1 Center of Mass (ft): LdC VI V2 (166.93,142.18) DispX in 0.45220 0.00114 DispY in 0.00114 0.49369 Theta Z rad 0.00000 0.00000 Level: Raise course, Diaph: 1 Center of Mass (ft): LdC VI V2 (248.34, 37.50) DispX in 0.27755 -0.00376 DispY in -0.01397 0.30549 Theta Z rad -0.00003 -0.00001 Level; Mezz+Low roof, Center of Mass (ft): LdC VI V2 Diaph; 1 (166.30, 113.48) DispX in 0.00000 0.00000 DispY in 0.00000 0.00000 Theta Z rad 0.00000 0.00000 Level: Raise up fl, Diaph: 1 Center of Mass (ft): (135.28,183.24) LdC VI V2 DispX in 0.01019 -0.00077 DispY in -0.002O3 0.02815 Theta Z rad 0.00001 -0.00000 Storv Displacements RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC 09/16/13 16:53:23 Ignore Effects At Face of Joint Scale Factor: CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes ScaleFactor: 1.00 Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft): 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. LOAD CASE DEFINITIONS: Level: 1ST CONC FL, Diaph: 1 Center of Mass (ft): (158.96,136.29) LdC VI V2 DispX in 0.00077 0.00002 DispY in 0.00002 0.00095 (CO K Theta Z rad -0.00000 -0.00000 -to :<yv^C. flaw Jr<?7 ^irl-J > ox m RAM Storv Displacements RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC 08/21/13 13:07:47 Ignore Effects At Face of Joint Scale Factor: CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes ScaleFactor: 1.00 Ground Level: 1 st Floor Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft): 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. LOAD CASE DEFINITIONS: El Ee E2 Ee EQ_IBC09_X_NoE_Drft EQ_IBC09_Y_NoE_Drft Story Displacements for Semirigid and Pseudo-Flexible Diaphragms: An averaee of nodal displacements is reported if the mass center is inside the diaphragm. Level: Roof, Diaph: 1 H'O-x' Center of Mass (ft): (166.52,142.82) LdC Disp X in El 0.89825 E2 -0.03684 Level: Raise course, Diaph: 1 ^\ ' y Center of Mass (ft): (248.34,37.50) LdC Disp X in El 0.57193 E2 0.00343 Level: Mezz+Low roof, Diaph: 1 \H - ^ Center of Mass (ft): (177.02,105.31) LdC DispY in -0.00065 1.02784 Theta Z rad 0.00000 0.00000 1 o, CRT -y^/if. DispY in -0.08257 0.89827 Theta Z rad -0.00016 0.00023 y :^ El E2 DispX in 0.00000 0.00000 DispY in 0.00000 0.00000 Theta Z rad 0.00000 0.00000 A/ ,A Level: Raise up fl, Diaph: 1 1 ^ Center of Mass (ft): (135.81,183.92) LdC Disp X Disp Y in in El 0.01581 0.00034 Theta Z rad 0.00001 Storv Displacements t>c'^/2 RAM Frame V 14.04.05.00 Page 2/2 DataBase: 13903 Regal Cinemas 12 at PCR- 08/21/13 13:07:47 Building Code: IBC E2 0.00098 0.04033 0.00000 c,<.^^lo Level: 1st Floor, Diaph: 1 Center of Mass (ft): (158.84,134.22) LdC DispX DispY Theta Z in in rad El 0.00000 0.00000 0.00000 E2 0.00000 0.00000 0.00000 RAM Fraine V14.04 AISC 360-10 ASD DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(l. 3 factor) 08/21/13 13:^2:05 - ( ft D „ /• % ^ \ RAM Frame V14.04 - AISC 3 60-10 ASD DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 13:52:05 4 X \ r RAM Frame V14.04 - AISC 360-10 ASD DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) Code Check - Standard Provisions <0.40 .40-.50 .50-.60 .60-.70 .70-.80 .80-.90 .90-.95 .95-1.00 >1.00 08/21/13 13:36:31 ^^e^^w€ mfKv\Ur Coc(e , Code Check Summarv - (/ft RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-0 k Building Code: IBC 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Ignore Effects At Face of Joint Scale Factor: CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes ScaleFactor: 1.00 GroundLevel: 1st Floor Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft): 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. LOAD COMBINATION CRITERIA: Sds (for Ev) RhoX RhoY LOAD CASE DEFINITIONS: D Lp E3 E4 E5 E6 DeadLoad PosLiveLoad Eq Eq Eq Eq 0.823 1.300 1.300 RAMUSER RAMUSER EQ_IBC09_X_+E_F EQJBC09_X_-E_F EQ_IBC09_Y_+E_F EQ_IBC09_Y_-E_F LOAD COMBINATIONS: AISC360 10 ASD 1 * 1.000 D 2 • 1.000 D + 1.000 Lp 3 * 1.115 D +0.910 E3 4 » 1.115D + 0.910E4 5 * 1.115D + 0.910E5 6 * 1.115 D +0.910 E6 7 1.115 D-0.910 E3 8 * 1.115 D-0.910 E4 9 * 1.115 D-0.910 E5 10 * 1.115 D-0.910 E6 11 * 1.086 D +0.750 Lp + 0.683 E3 12 * 1.086 D +0.750 Lp + 0.683 E4 13 * 1.086 D +0.750 Lp + 0.683 E5 14 1.086 D +0.750 Lp + 0.683 E6 15 * 1.086 D +0.750 Lp - 0.683 E3 16 * 1.086 D +0.750 Lp - 0.683 E4 17 * 1.086 D +0.750 Lp - 0.683 E5 18 * 1.086 D +0.750 Lp - 0.683 E6 19 * 0.485 D +0.910 E3 20 * 0.485 D +0.910 E4 21 * 0.485 D +0.910 E5 m RAM Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-O k Building Code: IBC Page 2/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD 22 23 24 25 26 * 0.485 D +0.910 E6 * 0.485 D-0.910 E3 * 0.485 D-0.910 E4 * 0.485 D-0.910 E5 * 0.485 D-0.910 E6 Load combination currently selected to use Frame #1: Level: Roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 68 24.93 143.18 -0.00 -14.49 0.28 9 0.15 (Hl-lb) 46 W14X233 Per HI.3 69 22.49 -133.59 -0.00 13.61 -0.32 5 0.13 (Hl-lb) 50 W14X233 Per HI.3 72 35.13 227.02 -0.00 -20.39 0.00 9 0.24 (Hl-lb) 46 W14X233 Per HI.3 73 28.71 -234.81 -0.00 21.06 0.19 5 0.22 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip Wp-ft kip-ft kip kip ksi 251 7.44 -149.35 0.07 15.01 0.04 9 0.22 (Hl-lb) 50 W27X94 Per HI.3 264 11.48 -241.23 -0.69 -21.68 -0.35 5 0.50 (Hl-lb) 50 W24X76 Level: Raise course CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 74 103.54 234.19 5.09 -81.34 -1.27 9 0.25 (Hl-lb) 50 W14X233 75 84.21 -230.20 -5.49 79.95 1.37 5 0.24 (Hl-lb) 50 W14X233 80 36.17 -169.77 -0.10 -20.39 0.00 9 0.17 (Hl-lb) 50 W14X233 Per HI.3 81 29.75 178.63 4.60 21.06 0.19 5 0.17 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 65 0.00 -383.90 0.00 -49.74 -0.00 9 0.55 (Hl-lb) 50 W27X94 Level: Mezz+Low roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 92 246.06 -1.97 0.01 -0.67 0.03 17 0.72 (Hl-la) 50 W12X65 Ill Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-C k Building Code: IBC Page 3/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size 98 80.93 629.14 0.00 -31.42 -0.07 9 0.60 (Hl-lb) 50 WI4X233 Per HI.3 99 100.86 -761.90 0.07 37.92 0.02 5 0.59 (Hl-lb) 50 W14X283 Per HI.3 100 54.53 -585.89 0.08 28.72 -0.02 5 0.55 (Hl-lb) 50 W14X23 3 Per HI.3 101 68.80 -392.07 -0.02 19.01 -0.03 5 0.38 (Hl-lb) 50 W14X233 Per HI.3 103 96.21 -266.12 -12.96 -26.89 -0.74 9 0.27 (Hl-lb) 50 W14X23 3 Per HI.3 104 72.85 261.02 0.88 26.69 -0.22 5 0.26 (Hl-lb) 50 W14X233 Per HI.3 108 145.36 -0.08 1.89 0.03 -0.63 13 0.51 (Hl-la) 50 HSS10X10X3/8 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 306 -0.21 852.84 0.69 75.15 -0.02 17 0.99 (Hl-lb) 50 W30X108 Per HI.3 320 7.11 -683.38 -0.07 63.64 0.08 5 0.80 (Hl-lb) 50 W30X108 Per HI.3 321 6.69 -382.95 -0.13 48.27 0.05 9 0.83 (Hl-lb) 50 W18X86 322 9.91 -379.06 -0.47 -36.79 -0.20 5 0.66 (Hl-lb) 50 W14X132 325 5.63 -329.98 2.05 36.97 0.02 5 0.58 (Hl-lb) 50 W14X132 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 117 246.35 -1.97 0.01 -0.67 0.03 17 0.72 (Hl-la) 50 W12X65 124 81.97 125.69 0.26 -31.42 -0.07 9 0.14 (Hl-lb) 50 W14X233 Per HI.3 125 102.12 -151.66 -0.09 37.92 0.02 5 0.13 (Hl-lb) 50 Wl 4X283 Per HI.3 126 55.57 -114.88 0.06 28.72 -0.02 5 0.12 (Hl-lb) 50 W14X233 Per HI.3 127 69.84 -76.06 0.11 19.01 -0.03 5 0.09 (Hl-lb) 50 W14X233 Per HI.3 129 80.40 137.76 85.85 -47.85 -21.46 7 0.30 (Hl-lb) 50 W14X23 3 130 50.31 -111.15 -2.41 38.60 0.60 3 0.12 (Hl-lb) 50 W14X233 135 145.55 -0.08 1.89 0.03 -0.63 13 0.51 (Hl-la) 50 HSS10X10X3/8 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 247 -13.96 -319.80 -0.00 35.05 0.00 5 0.47 (Hl-lb) 50 W27X94 Frame #4; RAM Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 4/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Level: Roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 51 38.65 225.02 -0.00 -23.06 -0.01 9 0.22 (Hl-lb) 50 Wl 4X233 Per HI.3 52 11.13 -348.43 -0.00 35.44 0.09 5 0.32 (Hl-lb) 50 W14X233 Per HI.3 53 21.56 360.93 -0.00 -35.46 0.05 9 0.34 (Hl-lb) 50 W14X233 Per HI.3 54 27.79 -234.48 -0.00 22.80 -0.06 5 0.22 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 190 6.48 -235.06 -0.11 19.32 0.06 9 0.48 (Hl-lb) 50 W24X76 192 18.34 -190.63 0.11 -16.89 -0.06 5 0.40 (Hl-lb) 50 W24X76 197 12.93 -242.68 0.12 29.54 0.05 5 0.50 (Hl-lb) 50 W24X76 Level: Raise course Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 53 39.69 -214.03 -0.45 -23.06 -0.01 9 0.21 (Hl-lb) 50 Wl 4X233 Per HI.3 54 12.17 326.34 2.17 35.44 0.09 5 0.30 (Hl-lb) 50 W14X233 Per HI.3 55 22.59 -316.38 0.52 -35.46 0.05 9 0.30 (Hl-lb) 50 Wl 4X233 Per HI.3 56 28.83 202.45 -0.75 22.80 -0.06 5 0.19 (Hl-lb) 50 W14X233 Per HI.3 Level: Mezz+Low roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 75 126.42 -305.74 -12.24 -35.43 -0.68 9 0.31 (Hl-lb) 50 W14X23 3 Per HI.3 76 75.08 362.43 13.39 44.89 0.62 5 0.35 (Hl-lb) 50 W14X233 Per HI.3 77 75.50 -360.75 -13.98 -43.92 -0.79 9 0.35 (Hl-lb) 50 W14X233 Per HI.3 78 104.60 308.79 16.69 34.07 0.96 5 0.31 (Hl-lb) 50 Wl 4X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 240 3.65 -472.53 -0.00 -65.38 0.02 9 0.68 (Hl-lb) 50 W24X103 Code Check Summarv RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 5/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size 245 3.45 -395.82 0.03 47.68 -0.01 9 0.57 (Hl-lb) 50 W24X103 250 0.86 -443.03 -0.01 57.11 0.00 5 0.63 (Hl-lb) 50 W24X103 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 100 111.19 98.50 85.59 -38.66 -16.09 7 0.27 (Hl-lb) 50 W14X233 101 130.68 103.18 92.55 -33.24 -23.14 7 0.29 (Hl-lb) 50 W14X233 102 140.26 89.98 99.62 -28.99 -24.91 7 0.30 (Hl-lb) 50 W14X233 103 129.00 -104.06 -104.93 36.66 19.57 3 0.32 (Hl-lb) 50 W14X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 208 0.00 -315.65 0.00 -44.87 0.00 13 0.45 (Hl-lb) 50 W21X111 212 0.00 -312.86 0.00 -44.07 0.00 13 0.45 (Hl-lb) 50 W21X111 216 0.00 -327.13 -0.00 46.19 -0.00 17 0.47 (Hl-lb) 50 W21X111 Frame #5: Level: Roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 40 15.82 95.56 -0.00 -1.86 0.83 9 0.09 (Hl-lb) 50 W14X233 Per HI.3 41 20.99 -93.30 -0.00 1.98 -1.50 5 0.09 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 155 -2.08 -87.64 -0.55 -10.27 0.03 5 0.13 (Hl-lb) 50 W27X94 Level: Raise course Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 39 114.55 -42.00 -102.50 -80.95 -6.06 8 0.25 (Hl-lb) 50 Wl 4X233 40 63.64 19.96 -118.05 23.23 -10.24 8 0.25 (Hl-lb) 50 Wl 4X233 Level: Mezz+Low roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 62 139.64 447.90 -0.02 -47.72 1.44 9 0.45 (Hl-lb) 50 W14X233 Per HI.3 63 184.65 -510.33 -14.37 48.41 3.09 5 0.52 (Hl-lb) 50 W14X233 Per HI.3 64 182.12 -441.45 -48.44 42.69 6.64 5 0.55 (Hl-lb) 50 W14X233 m RAM Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 6/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Beam Pu Mux # kip kip-ft 192 11.49 -472.39 196 9.16 -454.62 Muy kip-ft 0.11 -0.12 Vux kip -43.30 -44.74 Vuy kip 0.03 0.04 LC Interact. 9 0.69 (Hl-lb) Per HI.3 5 0.66 (Hl-lb) Per HI.3 Fy ksi 50 50 Size W27X94 W27X94 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC # kip kip-ft kip-ft kip kip 84 140.68 -510.20 31.92 -47.72 1.44 9 85 194.49 -445.44 67.39 48.41 3.09 9 86 183.16 420.86 92.65 42.69 6.64 5 Frame #9: Level: Roof Col. Pu Mux Muy Vux Vuy LC # kip kip-ft kip-ft kip kip 21 49.39 281.80 0.00 -26.53 0.07 10 22 20.64 -460.46 -0.00 44.53 0.06 6 23 35.31 478.52 0.00 -44.85 0.03 10 24 41.89 -305.38 0.00 27.54 -0.01 6 Beam Pu Mux Muy Vux Vuy LC # kip kip-ft kip-ft kip kip 75 8.85 -294.31 -0.06 -26.56 0.03 10 80 20.72 -268.28 -0.09 -24.48 0.05 6 85 15.50 -315.97 -0.09 42.40 -0.03 6 Level: Raise course Col. Pu Mux Muy Vux Vuy LC # kip kip-ft kip-ft kip kip 21 50.43 -223.86 1.10 -26.53 0.07 10 22 21.90 381.36 1.42 44.53 0.06 6 23 36.57 -371.87 0.53 -44.85 0.03 10 24 42.93 220.13 -0.29 27.54 -0.01 6 Interact. 0.57 (Hl-lb) 0.59 (Hl-lb) 0.61 (Hl-lb) Interact. 0.27 (Hl-lb) Per HI .3 0.35 (Hl-lb) Per HI.3 0.36 (Hl-lb) Per HI.3 0.29 (Hl-lb) Per HI.3 Interact. 0.43 (Hl-lb) 0.40 (Hl-lb) 0.47 (Hl-lb) Interact. 0.22 (Hl-lb) Per HI.3 0.29 (Hl-lb) Per HI.3 0.28 (Hl-lb) Per HI.3 0.21 (Hl-lb) Per HI.3 Fy ksi 50 50 50 Fy ksi 50 50 50 50 Fy ksi 50 50 50 Fy ksi 50 50 50 50 Size W14X233 W14X233 Wl 4X233 Size Wl 4X233 Wl 4X283 W14X283 W14X233 Size W27X94 W27X94 W27X94 Size W14X233 W14X283 W14X283 W14X233 Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 7/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Level: Mezz+Low roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 34 114.47 304.95 -0.01 -33.42 -0.15 10 0.31 (Hl-lb) 50 Wl 4X233 Per HI .3 35 99.52 -300.22 -0.01 33.12 0.40 6 0.31 (Hl-lb) 50 Wl 4X233 36 128.18 -317.46 -4.70 -34.30 -0.28 10 0.33 (Hl-lb) 50 W14X23 3 Per HI.3 37 78.34 443.67 3.88 52.14 0.13 6 0.34 (Hl-lb) 50 W14X283 Per HI.3 38 55.81 452.76 1.63 52.21 0.05 6 0.35 (Hl-lb) 50 W14X283 Per HI.3 39 101.72 304.78 -0.25 32.57 0.01 6 0.31 (Hl-lb) 50 Wl 4X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 108 28.35 -315.27 -0.15 33.11 0.18 6 0.48 (Hl-lb) 50 W27X94 111 1.59 -472.79 0.00 -54.68 -0.01 10 0.68 (Hl-lb) 50 W24X103 114 -0.12 -414.18 0.03 39.49 -0.01 10 0.59 (Hl-lb) 50 W24X103 119 0.88 -449.16 0.01 -41.51 -0.00 6 0.64 (Hl-lb) 50 W24X103 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 49 115.51 -366.72 -3.36 -33.42 -0.15 10 0.37 (Hl-lb) 50 W14X233 Per HI .3 50 61.55 -361.10 -19.13 33.12 0.40 10 0.38 (Hl-lb) 50 W14X233 52 217.03 125.12 -58.94 -52.40 2.23 11 0.28 (Hl-lb) 50 W14X233 53 140.01 62.11 -109.24 -46.01 3.36 3 0.23 (Hl-lb) 50 W14X283 54 129.35 -58.23 119.59 -37.99 1.40 7 0.24 (Hl-lb) 50 W14X283 55 25.34 -288.31 -16.36 -53.40 1.16 10 0.30 (Hl-lb) 50 Wl 4X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 117 -0.00 -335.21 0.00 73.34 0.00 18 0.48 (Hl-lb) 50 W21X111 121 -0.00 -319.90 0.00 45.42 0.00 18 0.46 (Hl-lb) 50 W21X111 123 -0.00 -248.82 0.00 25.04 0.00 10 0.36 (Hl-lb) 50 W21X111 Frame #13: Level: Roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 4 45.69 298.37 0.00 -24.57 -0.03 10 0.31 (Hl-lb) 46 W14X233 Per HI.3 Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 8/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size 5 39.28 -297.60 -0.00 24.25 0.12 6 0.28 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size » kip kip-ft kip-ft kip kip ksi 1 15.11 -306.83 0.78 28.54 -0.38 10 0.46 (Hl-lb) 50 W27X94 Level: Raise course Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 4 46.73 -178.20 -0.83 -24.57 -0.03 10 0.18 (Hl-lb) 50 W14X233 Per HI.3 5 40.32 179.93 3.02 24.25 0.12 6 0.18 (Hl-lb) 50 W14X233 Per H 1.3 Level: Mezz+Low roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 1 19.71 -134.16 0.05 -13.35 -0.01 10 0.13 (Hl-lb) 50 W14X233 Per HI.3 2 28.96 2.14 116.63 -17.32 2.67 16 0.22 (Hl-lb) 50 W14X233 3 34.38 113.51 77.73 13.17 4.55 6 0.26 (Hl-lb) 50 W14X233 6 94.73 -318.02 -15.25 -31.39 -0.85 10 0.32 (Hl-lb) 50 W14X233 Per HI.3 7 106.35 325.74 -2.73 30.58 -0.36 6 0.33 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 1 10.60 -117.33 0.40 9.30 -0.17 10 0.24 (Hl-lb) 50 W24X76 Per HI.3 8 10.94 -104.26 -1.30 11.23 -0.18 6 0.24 (Hl-lb) 50 W24X76 14 6.82 -348.98 7.37 -38.08 0.08 10 0.63 (Hl-lb) 50 W14X132 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 1 20.74 -187.55 0.00 -13.35 -0.01 10 0.18 (Hl-lb) 50 W14X233 Per HI.3 2 32.12 -151.70 80.70 -17.32 2.67 18 0.30 (Hl-lb) 50 W14X233 3 35.42 166.19 95.94 13.17 4.55 6 0.34 (Hl-lb) 50 W14X233 6 71.38 88.97 255.78 -55.21 58.66 16 0.61 (Hl-lb) 46 W14X233 7 166.88 115.42 67.33 51.09 1.92 6 0.27 (Hl-lb) 50 W14X233 m RAM Code Check Summary RAM Frame vl 4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 9/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 1 -0.00 -327.54 -0.00 37.54 -0.00 10 0.47 (Hl-lb) 50 W27X94 Frame #21: Level: Roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 48 21.86 -59.77 35.98 -13.15 -0.37 9 0.13 (Hl-lb) 50 W14X233 56 22.63 70.47 -32.50 14.51 0.38 5 0.13 (Hl-lb) 50 W14X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 186 9.83 -128.89 -0.10 -15.31 -0.04 4 0.29 (Hl-lb) 50 W18X86 Level: Raise course Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 49 157.94 180.01 -6.47 -62.52 1.62 8 0.22 (Hl-lb) 50 W14X233 59 144.10 -181.95 6.74 63.20 -1.69 4 0.21 (Hl-lb) 50 W14X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi W27X94 18 -0.00 -335.89 0.00 -39.52 0.00 4 0.48 (Hl-lb) 50 W27X94 Level: Mezz+Low roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 17 -3.74 248.81 -0.01 29.38 0.00 4 0.31 (Hl-lb) 46 W14X193 25 17.19 -344.63 -0.00 39.00 0.00 4 0.39 (Hl-lb) 50 W14X193 Per HI.3 33 32.69 256.12 -0.02 31.32 0.00 4 0.30 (Hl-lb) 50 W14X193 Per HI.3 65 102.09 -272.48 0.01 -33.85 -0.00 8 0.34 (Hl-lb) 50 W14X193 Per HI.3 71 141.04 -390.17 0.26 43.88 0.00 4 0.49 (Hl-lb) 50 W14X193 Per HI.3 72 290.41 -0.01 -1.28 -0.25 0.02 17 0.86 (Hl-la) 50 W12X65 83 195.97 290.43 -0.15 35.50 0.04 4 0.39 (Hl-lb) 50 W14X193 Per HI.3 84 228.13 0.07 1.30 -0.23 0.03 13 0.68 (Hl-la) 50 W12X65 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 43 21.89 -244.85 -0.64 -23.27 -0.36 8 0.37 (Hl-lb) 50 W27X94 Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 10/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size 79 8.86 -265.13 -1.88 22.21 0.41 4 0.41 (Hl-lb) 50 W27X94 204 7.50 -287.74 -0.06 -30.04 -0.07 8 0.42 (Hl-lb) 50 W27X94 Per HI.3 225 -0.19 1051.63 -0.48 175.65 0.03 16 0.97 (Hl-lb) 50 W30X132 Per HI.3 226 6.85 -302.53 -0.19 28.64 0.08 4 0.44 (Hl-lb) 50 W27X94 Per HI.3 274 -0.20 980.17 0.46 163.72 -0.02 12 0.98 (Hl-lb) 50 W30X124 Per HI.3 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 28 -2.88 366.33 0.00 29.38 0.00 4 0.41 (Hl-lb) 50 W14X193 38 18.05 431.32 0.00 39.00 0.00 4 0.49 (Hl-lb) 50 W14X193 Per HI.3 48 33.55 381.39 0.00 31.32 0.00 4 0.44 (Hl-lb) 50 W14X193 Per HI.3 87 102.96 -407.87 0.00 -33.85 -0.00 8 0.49 (Hl-lb) 50 W14X193 Per HI.3 96 141.90 488.31 0.00 43.88 0.00 4 0.60 (Hl-lb) 50 W14X193 Per HI.3 97 290.70 -0.01 -1.28 -0.25 0.02 17 0.86 (Hl-la) 50 W12X65 106 196.83 432.43 0.00 35.50 0.04 4 0.55 (Hl-lb) 50 W14X193 Per HI .3 107 228.41 0.07 1.30 -0.23 0.03 13 0.68 (Hl-la) 50 W12X65 Frame #22: Level: Roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 13 27.36 189.43 -0.00 -18.94 0.60 8 0.18 (Hl-lb) Per HI.3 50 W14X233 17 27.02 -185.49 -0.00 18.46 -0.47 4 0.18 (Hl-lb) Per HI.3 50 W14X23 3 26 27.37 184.32 -0.00 -19.37 0.14 8 0.18 (Hl-lb) Per HI.3 50 W14X233 31 29.27 -183.81 0.00 18.92 -0.31 4 0.18 (Hl-lb) Per HI.3 50 W14X233 49 27.88 141.25 0.00 -9.10 -0.29 8 0.14 (Hl-lb) Per HI.3 50 W14X233 57 27.99 -142.54 -0.00 9.60 0.30 4 0.14 (Hl-lb) Per HI.3 50 W14X233 Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 11/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 52 11.22 -191.70 -0.83 18.29 0.34 8 0.43 (Hl-lb) 50 W18X86 103 14.78 -186.89 -0.30 -18.77 -0.30 8 0.42 (Hl-lb) 50 W18X86 187 3.77 -139.56 0.42 15.73 -0.03 4 0.31 (Hl-lb) 50 W18X86 Level: Raise course Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 13 28.40 -178.30 13.41 -18.94 0.60 8 0.17 (Hl-lb) 50 W14X233 Per HI.3 17 28.06 169.00 -10.07 18.46 -0.47 4 0.16 (Hl-lb) 50 W14X233 Per HI.3 26 28.41 -188.56 3.11 -19.37 0.14 8 0.18 (Hl-lb) 50 W14X233 Per HI.3 30 17.66 63.52 -75.74 18.92 -0.31 5 0.20 (Hl-lb) 50 W14X233 51 103.37 -65.32 115.95 -66.30 -2.56 9 0.30 (Hl-lb) 50 Wl 4X233 61 91.34 47.88 -136.92 57.81 4.17 5 0.31 (Hl-lb) 50 W14X233 Level: Mezz+Low roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 19 82.82 -274.33 -32.24 -36.50 -2.24 7 0.33 (Hl-lb) 50 Wl 4X233 26 96.61 282.40 31.15 38.10 1.99 3 0.34 (Hl-lb) 50 W14X233 45 70.24 32.23 -117.30 -29.39 -0.34 10 0.26 (Hl-lb) 50 W14X233 51 71.01 35.82 -133.53 30.32 0.53 10 0.30 (Hl-lb) 50 Wl 4X233 73 191.12 38.70 -119.43 8.25 -0.55 5 0.31 (Hl-lb) 50 W14X233 85 149.68 -67.50 136.11 9.48 -1.01 9 0.36 (Hl-lb) 50 Wl 4X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 46 3.73 -455.11 -0.81 -46.14 0.27 4 0.67 (Hl-lb) 50 W27X94 148 -7.47 -460.29 0.78 55.56 -0.04 4 0.67 (Hl-lb) 50 W27X94 Per HI.3 236 -6.23 -421.35 -0.03 -43.57 -0.02 4 0.61 (Hl-lb) 50 W27X94 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 30 -7.19 245.44 -86.01 42.45 -30.87 4 0.38 (Hl-lb) 50 W14X233 39 151.41 226.67 -67.60 43.88 -24.19 4 0.37 (Hl-lb) 50 Wl 4X233 59 120.21 -342.86 -4.10 -29.39 -0.34 8 0.35 (Hl-lb) 50 W14X233 Per HI.3 69 72.05 64.91 -180.10 30.32 0.53 10 0.41 (Hl-lb) 50 Wl 4X233 98 238.53 22.55 -1.63 8.25 -0.55 16 0.15 Shear 50 W14X233 RAM Code Check Summarv RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Buiiding Code: IBC Page 12/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size 108 194.03 -30.95 3.88 9.48 -1.01 12 0.12 Shear 50 Wl 4X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 55 0.00 -289.66 -0.00 -28.70 -0.00 4 0.42 (Hl-lb) 50 W27X94 Frame #23: Level: Roof CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 50 23.01 -90.62 95.64 -10.90 5.63 9 0.29 (Hl-lb) 46 Wl 4X233 58 22.34 61.55 -123.12 13.92 1.42 5 0.31 (Hl-lb) 46 Wl 4X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 189 9.41 -149.01 -0.57 16.38 0.13 3 0.23 (Hl-lb) 50 W27X94 Level: Raise course CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 52 24.05 -122.00 118.15 -10.90 5.63 9 0.33 (Hl-lb) 50 Wl 4X233 62 23.38 86.11 -151.90 13.92 1.42 5 0.36 (Hl-lb) 50 W14X233 Level: Mezz+Low roof CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 74 53.34 115.17 -122.38 -11.70 1.17 5 0.34 (Hl-lb) 50 W14X233 86 69.53 117.86 -151.89 15.96 -1.67 5 0.41 (Hl-lb) 50 W14X233 94 75.67 -280.31 0.01 13.92 0.03 4 0.28 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 239 0.24 -294.72 -0.02 -31.92 0.01 8 0.43 (Hl-lb) 50 W27X94 Per HI.3 288 2.89 -276.61 0.04 30.89 -0.00 4 0.40 (Hl-lb) 50 W27X94 Per HI.3 Level: Raise up fl CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 99 89.30 46.82 -4.68 -11.70 1.17 8 0.08 (Hl-lb) 50 Wl 4X233 109 73.23 -63.84 6.66 15.96 -1.67 4 0.08 (Hl-lb) 50 W14X233 Per HI.3 fll Code Check Summarv RAM Frame vl 4.04.05.00 mpJl DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 13/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size 119 76.71 -55.70 -0.13 13.92 0.03 4 0.08 (HI-2) 50 W14X23 3 Frame #24: Level: Roof Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 27 35.32 190.50 0.00 -20.42 0.40 7 0.18 (Hl-lb) 50 Wl 4X233 Per HI.3 33 26.62 334.39 -0.00 -31.44 0.32 7 0.31 (Hl-lb) 50 W14X233 Per HI.3 45 50.90 -284.93 -0.00 23.10 -0.09 11 0.28 (Hl-lb) 50 W14X233 Per HI.3 59 44.73 278.86 0.00 -27.13 -0.00 7 0.27 (Hl-lb) 50 W14X233 Per HI.3 65 44.89 -275.37 0.00 26.57 0.06 3 0.27 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 106 9.49 -237.35 0.08 -25.04 -0.05 11 0.52 (Hl-lb) 50 W18X86 126 15.72 -303.09 -0.10 29.03 -0.02 15 0.67 (Hl-lb) 50 W18X86 220 14.57 -289.95 -0.15 28.50 0.09 7 0.43 (Hl-lb) 50 W27X94 Level: Raise course Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 27 36.34 -202.26 8.54 -20.42 0.40 8 0.20 (Hl-lb) 50 W14X233 Per HI.3 32 27.68 -272.89 6.95 -31.44 0.32 8 0.26 (Hl-lb) 50 W14X233 Per HI.3 45 37.63 167.98 -2.43 23.10 -0.09 4 0.16 (Hl-lb) 50 W14X233 Per HI.3 63 45.71 -232.66 -0.14 -27.13 -0.00 8 0.23 (Hl-lb) 50 W14X233 Per HI.3 71 45.87 226.43 1.47 26.57 0.06 4 0.22 (Hl-lb) 50 W14X233 Per HI.3 Level: Mezz+Low roof CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 46 109.75 -295.05 -6.27 -32.91 -0.64 7 0.30 (Hl-lb) 50 W14X233 Per HI.3 53 107.56 342.96 9.44 40.64 0.86 3 0.34 (Hl-lb) 50 W14X233 Per HI.3 Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 14/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size 59 42.37 361.31 -1.25 46.67 -0.08 3 0.34 (Hl-lb) 50 W14X233 Per HI.3 67 100.17 273.36 -13.09 26.61 -0.71 3 0.28 (Hl-lb) 50 W14X233 Per HI.3 87 122.77 -291.74 28.25 -32.27 1.66 7 0.36 (Hl-lb) 50 Wl 4X233 95 123.00 293.25 -33.34 32.84 -2.01 3 0.37 (Hl-lb) 50 W14X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 150 -2.19 -419.13 0.04 -48.04 -0.02 7 0.61 (Hl-lb) 50 W27X94 167 -4.21 -262.50 0.02 37.47 0.01 7 0.53 (Hl-lb) 50 W24X76 183 -1.30 -311.90 0.02 -39.76 -0.00 3 0.63 (Hl-lb) 50 W24X76 290 2.13 -450.06 0.01 -50.42 -0.00 3 0.65 (Hl-lb) 50 W27X94 Level: Raise up fl Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 61 137.09 5.18 -114.26 -14.13 -8.23 10 0.25 (Hl-lb) 50 W14X233 72 139.92 -9.16 -156.78 18.07 -15.93 9 0.33 (Hl-lb) 50 Wl 4X233 80 152.61 20.21 -150.18 17.55 -6.98 18 0.33 (Hl-lb) 50 W14X233 90 157.02 -7.05 -115.55 20.79 4.25 9 0.25 (Hl-lb) 50 W14X233 110 105.61 30.22 -71.70 -30.07 6.51 9 0.18 (Hl-lb) 50 Wl 4X233 120 84.58 -39.22 71.33 33.05 -8.79 5 0.19 (Hl-lb) 50 W14X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 148 -0.00 -209.51 -0.00 -31.50 -0.00 11 0.30 (Hl-lb) 50 W27X94 165 -0.00 -213.93 -0.00 -31.00 -0.00 11 0.31 (Hl-lb) 50 W27X94 179 -0.00 -210.16 -0.00 30.98 0.00 3 0.30 (Hl-lb) 50 W27X94 229 -0.00 -218.54 -0.00 -23.46 -0.00 3 0.32 (Hl-lb) 50 W27X94 Frame #25: Level: Roof CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 25 39.87 294.21 -0.00 -28.00 0.08 7 0.31 (Hl-lb) 46 W14X233 Per HI.3 28 40.34 -290.76 -0.00 27.43 -0.03 3 0.28 (Hl-lb) 50 W14X233 Per HI.3 55 37.00 276.35 -0.00 -26.04 0.26 7 0.26 (Hl-lb) 50 W14X233 Per HI.3 61 37.78 -277.31 -0.00 26.24 -0.17 3 0.29 (Hl-lb) 46 Wl 4X233 Per HI.3 Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-D k Building Code: IBC Page 15/16 08/21/13 13:36:31 Steel Code: AISC360-10 ASD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 93 15.89 -306.30 1.00 28.87 -0.47 7 0.46 (Hl-lb) 50 W27X94 205 16.34 -288.67 0.83 -26.94 0.40 3 0.44 (Hl-lb) 50 W27X94 Level: Raise course Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 25 40.91 -241.09 1.58 -28.00 0.08 7 0.23 (Hl-lb) 50 Wl 4X233 Per HI.3 28 41.38 232.97 -0.66 27.43 -0.03 0.23 (Hl-lb) 50 W14X233 Per HI.3 57 38.04 -219.09 5.50 -26.04 0.26 7 0.21 (Hl-lb) 50 W14X233 Per HI.3 65 38.82 225.28 -3.69 26.24 -0.17 3 0.22 (Hl-lb) 50 Wl 4X233 Per HI.3 Level: Mezz+Low roof CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 40 101.98 -325.12 0.00 -32.25 -0.08 7 0.33 (Hl-lb) 50 W14X233 Per HI.3 48 88.02 323.28 0.00 31.99 0.04 3 0.32 (Hl-lb) 50 W14X233 Per HI.3 79 107.47 -336.92 0.00 -34.73 -0.32 7 0.34 (Hl-lb) 50 Wl 4X233 Per HI.3 90 95.50 335.47 0.00 35.23 0.22 3 0.33 (Hl-lb) 50 W14X233 Per HI.3 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 126 1.82 -426.33 0.07 46.25 -0.02 7 0.61 (Hl-lb) 50 W21X111 258 8.99 -439.20 -2.57 -52.24 0.31 3 0.65 (Hl-lb) 50 W21X111 Level: Raise up fl CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 140 91.79 9.04 233.42 -53.45 25.17 6 0.45 (Hl-lb) 50 W14X233 141 86.83 -8.57 226.08 56.35 29.02 6 0.44 (Hl-lb) 50 Wl 4X233 142 114.15 1.16 241.21 -52.53 40.30 5 0.47 (Hl-lb) 50 W14X233 143 82.92 -9.40 197.04 51.39 5.45 5 0.39 (Hl-lb) 50 W14X233 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 286 0.00 -201.75 0.00 -35.95 0.00 11 0.29 (Hl-lb) 50 W27X94 Code Check Summarv RAM Frame vl4.04.05.00 Page 16/16 DataBase: 13903 Regal Cinemas 12 at PCR-D k 08/21/13 13:36:31 Building Code: IBC Steel Code: A1SC360-10 ASD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size 287 0.00 -166.85 0.00 -26.14 0.00 3 0.24 (Hl-lb) 50 W27X94 jKw Seismic Provisions Member Code Check Summarv _ y^^ |»l V| RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 i Building Code: IBC Steel Code: AISC341-05 - ASD Frame #1: Story:Roof Column: 68 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 46.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 69 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 72 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 46.00 8.3 Column Sphces — OK 8.4 Column Splices 9.4 Beam and Colunm Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 73 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK , , » 4- I i /v 9.7bUnrestrained Joint-NG '--^^ ^^-^^ -^' -^"^'^ ^ '/^ ' " 9.9 Column Splices Story:Roof Beam:251 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Colunm Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam:264 Type: Special Moment Resisting Frame Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 2/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: A1SC341-05 - ASD Size:W24X76 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 74 Type; Special Moment Resisting Frame Size:W 14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 75 Type: Special Moment Resisting Frame Size:Wl 4X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 80 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 81 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK i \ ( 9.7b Unrestrained Joint —NG ^Yc\j'At Ut^y^ Y<stVA--v oJc 9.9 Column SpHces ' Story:Raise course Beam: 65 Type: No Frame Type Size:W27X94 Fy(ksi): 50.00 Warning: This frame t)'pe is not a valid designation in the current building code. m Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 3/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Mezz+Low Column: 92 Type: No Frame Type roof Size:Wl2X65 Fy(ksi): 50.00 Waming: This frame t>'pe is not a valid designation in the cun-ent building code. Story:Mezz+Low Column: 98 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 99 Type: Special Moment Resisting Frame roof Size:W14X283 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 100 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column:101 Type: No Frame Type roof Size:W14X233 Fy(ksi): 50.00 Waming: This frame type is not a valid designation in the cun'ent building code. Story:Mezz+Low Column:103 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksl): 50.00 8.3 Column SpHces — OK 8.4 Colunm Splices Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 4/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(] .3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 104 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK , r ' , r ^ ' 7\ i /(^ t^ t n * <•' 9.7b Unrestrained Joint — Additional Check Required \^ "' 9.9 Colunm Splices Story:Mezz+Low Column:108 Type: No Frame Type a^cw '^'"! '^^'^'^^ ' roof ) Size:HSS 10X10X3/8 Fy (ksi): 50.00 Waming: This frarae type is not a valid designation in the current building code. Story:Mezz+Low Beam:306 Type: No Frame Type g* "^ "() ^^'" 'p roof Size:W30X108 Fy(ksi): 50.00 Waming: This frame type is not a valid designation in the current building code. Story:Mezz+Low Beam:320 Type; Special Moment Resisting Frame roof Size:W30X108 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations-OK ^ : B.t^H^^ Se-v.. 0.^ 9.8 Lateral Bracing of Beams - NG PVov.^'U Story:Mezz+Low Beam:321 Type: Special Moment Resisting Frame roof Size:W 18X86 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam;322 Type; No Frame Type roof Size:W14X132 Fy (ksi): 50.00 Waming: This frame type is not a valid designation in the cunent building code. m Seismic Provisions Member Code Check Summarv , RAM Frame V 14.04.05.00 Page 5/50 DAM| DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 ! Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Beam:325 Type: Special Moment Resisting Frame roof Size:W14X132 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Column: 117 Type: No Frame Type , ^ c^o\ A€ s Size:W12X65 Fy (ksi): 50.00 C Waming: This frame type is not a valid designation in the current building code. Story:Raise up fl Column:124 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices Story:Raise up fl Column;125 Type: Special Moment Resisting Frame Size:W14X283 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column:126 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 127 Type: N^i-fWitoi-Type Size:W14X233 Fy(ksi): 50.00 Waming: This frame type is not a valid designation in the current building code. Story:Raise up fl Column; 129 Type: Special Moment Resisting Frame Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 6/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices ™ OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 130 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK , 9.7b Unrestrained Joint — .Addhional Check Required ' 9.9 Column Splices Story:Raise up fl Column: 135 Type: No Frame Type j Size:HSS 10X10X3/8 Fy(ksi): 50.00 Warning: This fi-ame type is not a valid designation in the current building code. Story:Raise up fl Beam:247 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK X Ai^^ Y Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 7/50 m^PIl DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 15:48:14 I 1 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #4: Story:Roof Column: 51 Type: Special Moment Resisting Frame Size:Wl4X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 52 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 53 Type: Special Moment Resisting Frame Size:Wl4X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column SpHces 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column SpHces Story:Roof Column: 54 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Beam: 190 Type: Special Moment Resisting Frame Size:W24X76 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam: 192 Type: Special Moment Resisting Frame Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 8/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Size:W24X76 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam:197 Type: Special Moment Resisting Frame Size:W24X76 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 53 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Coiumn: 54 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 55 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 56 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK m UK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 9/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.9 Colunm Splices Story:Mezz+Low Column; 75 Type: Special Moment Resisting Frame roof Size:W 14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 76 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 77 Type: Special Moment Resisting Frame roof Size:Wl 4X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 78 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story;Mezz+Low Beam;240 Type: Special Moment Resisting Frame roof Size:W24X103 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Cormections m RAM Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 10/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:245 Type: Special Moment Resisting Frame roof Size:W24X103 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitafions — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:250 Type: Special Moment Resisting Frame roof Size:W24X103 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connecfions 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Column:100 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices Story:Raise up fl Column: 101 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 102 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 11/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Raise up fl Column: 103 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices Story:Raise up fl Beam:208 Type: Special Moment Resisting Frame Size:W21Xlll Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Cormections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Beam:212 Type: Special Moment Resisting Frame Size:W21Xlll Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Cormections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Beam:216 Type: Special Moment Resisting Frame Size:W21Xlll Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK fil Seismic Provisions Member Code Check Summarv , RAM Frame V 14.04.05.00 Page 12/50 iMMi DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #5: Story:Roof Column: 40 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 41 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Beam:155 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Colunm Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 39 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 40 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 13/50 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Mezz+Low Column: 62 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Colunm Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colunm Splices Story:Mezz+Low Column: 63 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umesfiained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 64 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Beam: 192 Type: Special Moment Resisting Frame roof Size:W27X94 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:196 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 14/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Raise up fl Column: 84 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 85 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colunm Splices Story:Raise up fl Column: 86 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices m RAM Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 15/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Frame #9: Story:Roof Column: 21 Type; Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Colimin Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 22 Type: Special Moment Resisting Frame Size:W14X283 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 23 Type: Special Moment Resisting Frame Size:W14X283 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 24 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Beam: 75 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Colunm Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam: 80 Type: Special Moment Resisting Frame Seismic Provisions Member Code Check Summarv RAM Frame vl 4.04.05.00 Page 16/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Size:W27X94 Fy (ksi): 50.00 ' 9.2 Beam-to-Column Joints and Connecfions 9.4 Beam and Column Limitafions — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam: 85 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Cormecfions 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 21 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 22 Type: Special Moment Resisting Frame Size:W 14X283 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 23 Type: Special Moment Resisting Frame Size:W14X283 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 24 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column SpHces 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 17/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD 9.9 Column Splices Story:Mezz+Low Column: 34 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limhations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 35 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 36 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 37 Type: Special Moment Resisting Frame roof Size:W14X283 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Colimin Splices Story:Mezz+Low Column: 38 Type: Special Moment Resisting Frame roof Size:W14X283 Fy(ksi): 50.00 8.3 Column Splices — OK fil RAM Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 18/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 39 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices Story:Mezz+Low Beam:108 Type: Special Moment Resisting Frame roof Size:W27X94 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:lll Type: Special Moment Resisting Frame roof Size:W24X103 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Cormections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam: 114 Type: Special Moment Resisting Frame roof Size:W24X103 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam: 119 Type: Special Moment Resisting Frame roof Size:W24X103 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 19/50 RAMI DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 J Building Code: IBC Steel Code: AISC341-05 - ASD Story:Raise up fl Column: 49 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 50 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 52 Type: No Frame Type Size:W14X233 Fy(ksi): 50.00 Warning: This frame type is not a vaiid designation in the current building code. Story:Raise up fl Column: 53 Type: No Frame Type Size:W14X283 Fy(ksi): 50.00 Waming: This frame type is not a valid designation in the current building code. Story:Raise up fl Column: 54 Type: No Frame Type Size:W14X283 Fy(ksi): 50.00 WaiTiing: This frame t>'pe is not a valid designation in the current building code. Story:Raise up fl Column: 55 Type: No Frame Type Size:W14X233 Fy(ksi): 50.00 Waming: Tliis frame type is not a valid designation in the current building code. Story:Raise up fl Beam:117 Type: Special Moment Resisting Frame Size:W21Xlll Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Beam:121 Type: Special Moment Resisting Frame Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 20/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Size:W21Xlll Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Cormections 9.4 Beam and Column Limitafions — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Beam:123 Type: Special Moment Resisting Frame Size:W21Xlll Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 21/50 RAM^ DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 15:48:14 I Building Code: IBC Steel Code: AISC341-05 - ASD Frame #13: Story:Roof Column: 4 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 46.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — NG 9.9 Column Splices Story:Roof Column: 5 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Roof Beam: 7 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Colunm Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 4 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — NG 9.9 Column Splices Story:Raise course Column: 5 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame V 14,04.05.00 Page 22/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Column: 1 Type: Special Moment Resisting Frame roof Size:Wl 4X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9,7b Unrestrained Joint — OK 9,9 Column Splices Story:Mezz+Low Column: 2 Type: Special Moment Resisting Frame roof Size:Wl 4X233 Fy(ksi): 50,00 8.3 Colunm SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 3 Type; Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9,9 Column Splices Story:Mezz+Low Column: 6 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9,7b Unrestrained Joint — Additional Check Required 9.9 Column Splices Story:Mezz+Low Column: 7 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK fil Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 23/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.9 Column Splices Story:Mezz+Low Beam: 1 Type: Special Moment Resisting Frame roof Size:W24X76 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam: 8 Type: Special Moment Resisting Frame roof Size:W24X76 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam: 14 Type: Special Moment Resisting Frame roof Size:W14X132 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Column: 1 Type: Special Moment Resisting Frame Size:Wl 4X233 Fy(ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 2 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Coliurm Splices 9.4 Beam and Column Limitafions — OK 9.7b Umesfi-ained Joint — OK 9.9 Column SpHces Story:Raise up fl Column: 3 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 fil Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 24/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: A1SC341-05 - ASD 8.3 Column Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 6 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 46.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitafions — OK 9,7b Umestrained Joint — OK 9.9 Column SpHces Story:Raise up fl Column: 7 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Beam: 1 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limhations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 25/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Frame #21: Story:Roof Column: 48 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 56 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Beam:186 Type: Special Moment Resisting Frame Size:Wl 8X86 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story :Raise course Column: 49 Type; Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 59 Type: Special Moment Resisting Frame Size:Wl4X233 Fy(ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Beam: 18 Type: No Frame Type Wj» Seismic Provisions Member Code Check Summarv fm I vl RAM Frame vl4.04.05.00 Page 26/50 RAMi D^t^^se: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 I ! Building Code: IBC Steel Code: AISC341-05 - ASD Size:W27X94 Fy (ksi): 50.00 Waming: This franie type is not a valid designation in the current building code. Story:Mezz+Low Column: 17 Type: Special Moment Resisting Frame roof Size:W14Xl93 Fy (ksi): 46.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9,9 Column Splices Story:Mezz+Low Column: 25 Type: Special Moment Resisting Frame roof Size:W14X193 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices Story:Mez2+Low Column; 33 Type: Special Moment Resisting Frame roof Size:W14Xl93 Fy(ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9,7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 65 Type: Special Moment Resisting Frame roof Size:W14X193 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 71 Type: Special Moment Resisting Frame roof Size:W14X193 Fy(ksi): 50.00 Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 27/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 72 Type: No Frame Type roof Size:W12X65 Fy(ksi): 50.00 Waming: This frame type is not a valid designation in the current building code. Story:Mezz+Low Column: 83 Type: Special Moment Resisting Frame roof Size:W14X193 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 84 Type: No Frame Type roof Size:W 12X65 Fy(ksi): 50.00 Waming: This frame type is not a valid designation in the current building code. Story:Mezz+Low Beam: 43 Type: Special Moment Resisting Frame roof Size:W27X94 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam: 79 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame v 14.04.05.00 Page 28/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Beam:204 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:225 Type: No Frame Type roof Size:W30X132 Fy (ksi): 50.00 Waming: This frame type is not a valid designation in the cmrent building code. Story:Mezz+Low Beam:226 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limhations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:274 Type: No Frame Type roof Size:W30X124 Fy (ksi): 50.00 Waming: This franie type is not a valid designation in the current building code. Story:Raise up fl Column: 28 Type: Special Moment Resisting Frame Size:W14X193 Fy (ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column SpHces Story:Raise up fl Column: 38 Type: Special Moment Resisting Frame Size:W14X193 Fy (ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Umestrained Jomt — OK 9.9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 29/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: A1SC341 -05 - ASD Story:Raise up fl Column: 48 Type: Special Moment Resisting Frame Size:Wl4X193 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 87 Type: Special Moment Resisting Frame Size:W14X193 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colunm Splices Story:Raise up fl Column: 96 Type: Special Moment Resisting Frame Size:W14X193 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Stor>':Raisc up fl Column: 97 Type: No Frame Type Size:Wl2X65 Fy(ksi): 50.00 Waming: This frame t>pe is not a valid designation in the current building code. Story:Raise up fl Column:106 Type: Special Moment Resisting Frame Size:Wl4X193 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column:107 Type: No Frame Type Size:W 12X65 Fy(ksi): 50,00 Waming: This frame tvpe is not a valid designation in the current building code. Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 30/50 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Frame #22: Story:Roof Column: 13 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 17 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Colunm Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 26 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Roof Column: 31 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9,7b Umestrained Joint — OK 9.9 Column Splices Story:Roof Column: 49 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 31/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Roof Column: 57 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices Story:Roof Beam: 52 Type: Special Moment Resisting Frame Size:Wl8X86 Fy (ksi): 50.00 9,2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9,8 Lateral Bracing of Beams — OK Story:Roof Beam:103 Type: Special Moment Resisting Frame Size:W 18X86 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam; 187 Type: Special Moment Resisting Frame Size:W18X86 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Colunm Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 13 Type: Special Moment Resisting Frame Size:Wl4X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unresn-ained Joint — OK 9.9 Colunm Splices Story:Raise course Column: 17 Type: Special Moment Resisting Frame Size:W 14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column SpHces 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column SpHces fil Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 32/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1,3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Raise course Column: 26 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50,00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitafions — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 30 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Colunm Limitafions — OK 9.7b Umestrained Joint — OK 9,9 Column Splices Story:Raise course Column: 51 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 61 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 19 Type: Special Moment Resisting Frame roof Size:Wl4X233 Fy (ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colunm Splices Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 33/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Mezz+Low Column: 26 Type: Special Moment Resisting Frame roof Size:W 14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colmnn SpHces Story:Mezz+Low Column: 45 Type: Special Moment Resisting Frame roof Size:Wl4X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Colunm Splices Story:Mezz+Low Column: 51 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column SpHces — OK 8.4 Column SpHces 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story;Mezz+Low Column: 73 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 85 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limhations — OK 9.7b Umestrained Joint — OK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 34/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.9 Column Splices Story:Mezz+Low Beam: 46 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:148 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:236 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Column: 30 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 39 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 59 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 35/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umesfiained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 69 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column SpHces Story:Raise up fl Column: 98 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limhations — OK 9.7b Umestrained Joint — OK 9,9 Column Splices Story:Raise up fl Column: 108 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Beam: 55 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limhations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04,05,00 Page 36/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1,3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #23: Story:Roof Column: 50 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 46,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Roof Column: 58 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 46.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limhations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Roof Beam:189 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 52 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9,7b Umestrained Joint — OK 9.9 Colunm Splices Story:Raise course Column: 62 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices RfjlJI Seismic Provisions Member Code Check Summarv WIV: RAM Frame vl4.04.05.00 Page 37/50 mi^l DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 \ Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Column: 74 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Lhnhations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 86 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 94 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colunm Splices Story:Mezz+Low Beam:239 Type: Special Moment Resisting Frame roof Size:W27X94 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Colunm Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:288 Type: Special Moment Resisting Frame roof Size:W27X94 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limhations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame v 14.04.05.00 Page 38/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Raise up fl Column: 99 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limhations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 109 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colunm Splices Story:Raise up fl Column:lI9 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colimm Splices fil Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05,00 Page 39/50 I DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: A1SC341-05 - ASD Frame #24: Story:Roof Column: 27 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Roof Column: 33 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9,9 Column Splices Story;Roof Column: 45 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Umesfiained Joint — OK 9.9 Colunm Splices Story:Roof Column: 59 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9,9 Column Splices Story:Roof Column: 65 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9,4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 40/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Roof Beam:106 Type: Special Moment Resisting Frarae Size:W18X86 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam: 126 Type: Special Moment Resisting Frame Size:W18X86 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Cormections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam:220 Type: Special Moment Resisting Frarae Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 27 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 32 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 45 Type: Special Moment Resisting Frame Size:Wl 4X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 41/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Raise course Column: 63 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column SpHces 9,4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 71 Type: Special Moraent Resisting Frarae Size:W14X233 Fy(ksi): 50.00 8.3 Column SpHces — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 46 Type: Special Moment Resisting Frarae roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column SpHces Story:Mezz+Low Column: 53 Type: Special Moraent Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 59 Type: Special Moraent Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9,7b Umestrained Joint — OK 9,9 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame vl4,04,05.00 Page 42/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Column: 67 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colmnn Splices Story:Mezz+Low Column: 87 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 95 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Colunm Splices Story:Mezz+Low Beam:150 Type: Special Moment Resisting Frame roof Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Cormections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:167 Type: Special Moment Resisting Frame roof Size:W24X76 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9,4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 43/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Mezz+Low Beam: 183 Type: Special Moment Resisting Frame roof Size:W24X76 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beara:290 Type: Special Moment Resisting Frame roof Size:W27X94 Fy (ksi): 50,00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9,8 Lateral Bracing of Beams — OK Story:Raise up fl Column: 61 Type; Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9,7b Umestrained Joint — OK 9,9 Column Splices Story:Raise up fl Column: 72 Type: Special Moraent Resisting Frame Size:W14X233 Fy (ksi): 50,00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column: 80 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story;Raise up fl Column; 90 Type; Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 44/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: A1SC341-05 - ASD 9.4 Beam and Column Limitafions — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column:110 Type: Special Moment Resisting Frame Size:Wl4X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Colunm Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Column:120 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitafions — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Raise up fl Beam:148 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connecfions 9,4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Beam: 165 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Coimections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Beam: 179 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-CoIumn Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story :Raise up fl Beam:229 Type: Special Moment Resisting Frarae Size:W27X94 Fy(ksi): 50.00 Seismic Provisions Member Code Check Summarv RAM Frame V 14.04.05.00 Page 45/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Seismic Provisions Member Code Check Sumniarv RAM Frame vl4.04.05.00 Page 46/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Frame #25: Story:Roof Column: 25 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 46.00 8.3 Colurrm Splices — OK 8.4 Column Splices 9.4 Beam and Column Lhnitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Roof Column: 28 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — NG 9.9 Column Splices Story:Roof Column: 55 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Roof Column: 61 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 46.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — NG 9.9 Column Splices Story;Roof Beam: 93 Type: Special Moment Resisting Frame Size:W27X94 Fy(ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Roof Beam:205 Type: Special Moraent Resisting Frame Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 47/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341 -05 - ASD Size:W27X94 Fy (ksi): 50.00 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise course Column: 25 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 28 Type: Special Moraent Resisting Frarae Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Colunm Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — NG 9.9 Colurrm Splices Story:Raise course Column; 57 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 8.3 Colunm Splices — OK 8.4 Column SpHces 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — OK 9.9 Column Splices Story:Raise course Column: 65 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Unrestrained Joint — NG 9.9 Column Splices Story:Mezz+Low Column: 40 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 48/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 48 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umesfiained Joint — Additional Check Required 9.9 Column Splices Story:Mezz+Low Column: 79 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — OK 9.9 Column Splices Story:Mezz+Low Column: 90 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 8.3 Column Splices — OK 8.4 Column Splices 9.4 Beam and Column Limitations — OK 9.7b Umestrained Joint — Additional Check Required 9.9 Column Splices Story:Mezz+Low Beam:126 Type: Special Moraent Resisting Frame roof Size:W21X111 Fy(ksi): 50.00 9.2 Beam-to-Column Jomts and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Mezz+Low Beam:258 Type: Special Moment Resisting Frame roof Size:W21Xlll Fy(ksi): 50.00 Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 49/50 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: AISC341-05 - ASD 9.2 Beam-to-Column Joints and Connections 9.4 Beam and Coiumn Limitations — OK 9.8 Lateral Bracing of Beams — OK Story:Raise up fl Column: 140 Type: No Frarae Type Size:W14X233 Fy(ksi): 50.00 Waming: This frame type is not a valid designation in the current building code. Story:Raise up fl Column: 141 Type: No Frame Type Size:W14X233 Fy(ksi): 50.00 Waming: This frame tjpe is not a valid designation in the current building code. Story:Raise up fl Column:142 Type: No Frarae Type Size:W14X233 Fy(ksi): 50.00 Warning: This frame type is not a valid designation in the current building code. Story:Raise up fl Column: 143 Type: No Frame Type Size:W14X233 Fy(ksi): 50.00 Waming: This franie type is not a valid designation in the current building code. Story:Raise up fl Beam:286 Type: No Frame Type Size:W27X94 Fy(ksi): 50.00 WaiTiing: This frame t>pe is not a valid designation in the current building code. Story:Raise up fl Beam:287 Type: No Frame Type Size:W27X94 Fy(ksi): 50.00 Warning: This frame type is not a valid designation in the cun-ent building code. Seismic Provisions Member Code Check Summarv RAM Frame vl4.04.05.00 Page 50/50 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 15:48:14 Building Code: IBC Steel Code: A1SC341 -05 - ASD Frame #26: RAM Frame V14.04 - AISC 3 60-10 ASD DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 13:56:38 Joint Code Check - Standard Provisions No Checks Performed OK Web Plate Req'd Addl. Check Req'd Web Pl/Stiff Failed 5 330 131 193 329 4«Y- J^'^-t coci< C^<4*: re-{ 324 O fll RAM Joint Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) Building Code: IBC 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frarae #1: Sty Jnt# Element Side Loc. Dimensions(in) 5 32 Web Plate Not Required Stiffener All Both Not Required 5 33 Web Plate Not Required Stiffener All Both Not Required 5 34 Web Plate Not Required Stiffener All Both Not Required 5 35 Web Plate Not Required Stiffener All Both Not Required 4 67 Web Plate Not Required Stiffener All Both Not Required 4 68 Web Plate Not Required Stiffener All Both Not Required 3 117 No beams fixed to colunm flange. 3 122 Web Plate Not Required Stiffener All Both Not Required 3 123 Web Plate Not Required Stiffener All Both Not Required 3 124 Web Plate Not Required Stiffener SideA Top 6.375x 6.875x 0.625 Stiffener SideA Bot 6.375X 6.875X 0.625 3 125 Web Plate Not Required Stiffener SideB Top 6.375X 6.875x0.625 Stiffener SideB Bot 6.375X 6.875X 0.625 3 126 Web Plate Not Required Stiffener All Both Not Required 3 127 Web Plate Not Required Stiffener All Both Not Required 2 185 Web Plate Not Required Stiffener All Both Not Required 2 186 Web Plate Not Required Stiffener All Both Not Required AISC Provision K1,3;K1,2 K1.3 K1.3;K1.2 K1.3;K1.2 fil Joint Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) Building Code: IBC Page 2/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #4: Sty Jnt# Element Side Loc. Dimensions(in) 5 21 Web Plate Not Required Stiffener AH Both Not Required 5 22 Web Plate Not Required Stiffener All Both Not Required 5 23 Web Plate Not Required Stiffener All Both Not Required 5 24 Web Plate Not Required Stiffener All Both Not Required 3 105 Web Plate Not Required Stiffener All Both Not Required 3 106 Web Plate Not Required Stiffener All Both Not Required 3 107 Web Plate Not Required Stiffener All Both Not Required 3 108 Web Plate Not Required Stiffener All Both Not Required 2 164 Web Plate Not Required Stiffener All Both Not Required 2 165 Web Plate Not Required Stiffener All Both Not Required 2 166 Web Plate Not Required Stiffener All Both Not Required 2 167 Web Plate Not Required Stiffener All Both Not Required AISC Provision Joint Code Check Summarv RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) Building Code: IBC Page 3/11 08/21/13 14:20:32 Steel Code: AISC360-10ASD Frame #5: Sty Jnt# Element Side Loc. Dimensions(in) 5 15 Web Plate Not Required Stiffener All Both Not Required 5 16 Web Plate Not Required Stiffener All Both Not Required 3 95 Web Plate Not Required Stiffener All Both Not Required 3 96 Web Plate Not Required Stiffener All Both Not Required 3 97 Web Plate Not Required Stiffener All Both Not Required AISC Provision Joint Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-( 1.3 factor) Building Code: IBC Page 4/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #9: Sty Jnt# Element Side Loc. Dimensions(in) 5 5 Web Plate Not Required Stiffener All Both Not Required 5 6 Web Plate Not Required Stiffener All Both Not Required 5 7 Web Plate Not Required Stiffener All Both Not Required 5 8 Web Plate Not Required Stiffener All Both Not Required 82 W^eb Plate Not Required Stiffener All Both Not Required 3 83 Web Plate Not Required Stiffener All Both Not Required 3 84 Web Plate Not Required Stiffener All Both Not Required 3 85 Web Plate Not Required Stiffener All Both Not Required 3 86 Web Plate Not Required Stiffener All Both Not Required 3 87 Web Plate Not Required Stiffener All Both Not Required 2 142 Web Plate Not Required Stiffener All Both Not Required 2 143 Web Plate Not Required Sfiffener All Both Not Required 2 144 Web Plate Not Required Stiffener All Both Not Required 2 145 Web Plate Not Required Sfiffener All Both Not Required AISC Provision Joint Code Check Summarv RAM Frame vl 4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) Building Code: IBC Page 5/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #13: Sty Jnt# Element Side Loc. Dimensions(in) 5 1 Web Plate Not Required Stiffener All Both Not Required 5 2 Web Plate Not Required Stiffener All Both Not Required 3 72 Web Plate Not Required Sfiffener All Both Not Required 3 73 Web Plate Not Required Stiffener All Both Not Required 3 74 Web Plate Not Required Stiffener AH Both Not Required 3 75 Web Plate Not Required Sfiffener All Both Not Required 3 76 Web Plate Not Required Stiffener All Both Not Required 2 131 Web Plate Not Required Stiffener All Both Not Required 2 132 Web Plate Not Required Stiffener All Both Not Required AISC Provision Joint Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) Building Code: IBC Page 6/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #21: Sty Jnt# Element Side Loc. Dimensions(in) 5 18 Web Plate Not Required Stiffener All Both Not Required 5 26 Web Plate Not Required Stiffener All Both Not Required 4 53 Web Plate Not Required Stiffener All Both Not Required 4 61 Web Plate Not Required Stiffener All Both Not Required 3 77 Web Plate Not Required Sfiffener All Both Not Required 3 79 Web Plate Not Required Stiffener AU Both Not Required 3 81 Web Plate Not Required Stiffener All Both Not Required 3 98 Web Plate Not Required Stiffener All Both Not Required 3 100 Web Plate Not Required Stiffener All Both Not Required 3 102 No beams fixed to column flange. 3 110 Web Plate Not Required Stiffener All Bofii Not Required 3 112 No beams fixed to column flange. AISC Provision Joint Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) Building Code: IBC Page 7/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #22: Sty Jnt# Element Side Loc. Dimensions(in) 5 3 Web Plate Not Required Stiffener All Both Not Required 5 4 Web Plate Not Required Stiffener All Both Not Required 5 10 Web Plate Not Required Stiffener All Both Not Required 5 13 Web Plate Not Required Stiffener AH Both Not Required 5 19 Web Plate Not Required Stiffener All Both Not Required 5 27 Web Plate Not Required Stiffener All Both Not Required 3 78 Web Plate Not Required Sfiffener All Both Not Required 3 80 Web Plate Not Required Stiffener All Both Not Required 3 89 Web Plate Not Required Stiffener All Both Not Required 3 92 Web Plate Not Required Stiffener All Bofii Not Required 3 103 Web Plate Not Required Sfiffener All Both Not Required 3 113 Web Plate Not Required Sfiffener All Both Not Required 2 136 Web Plate Not Required Stiffener All Both Not Required 2 138 Web Plate Not Required Stiffener All Both Not Required AISC Provision Joint Code Check Summarv RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-( 1.3 factor) Building Code: IBC Page 8/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #23: Sty Jnt# Element Side Loc. Dimensions(in) 5 20 Web Plate Not Required Stiffener All Both Not Required 5 28 Web Plate Not Required Stiffener All Both Not Required 3 104 Web Plate Not Required Stiffener All Both Not Required 3 114 Web Plate Not Required Stiffener All Both Not Required 3 118 Web Plate Not Required Stiffener All Both Not Required AISC Provision Joint Code Check Summarv RAM Frame V 14.04,05.00 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) Building Code: IBC Page 9/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #24: Sty Jnt# Element Side Loc. Dimensions(in) 5 11 Web Plate Not Required Stiffener All Both Not Required 5 14 Web Plate Not Required Stiffener All Both Not Required 5 17 Web Plate Not Required Stiffener All Both Not Required 5 29 Web Plate Not Required Stiffener All Both Not Required 5 31 Web Plate Not Required Stiffener All Bofii Not Required 3 90 Web Plate Not Required Sfiffener All Both Not Required 3 93 Web Plate Not Required Sfiffener All Both Not Required 3 94 Web Plate Not Required Stiffener All Both Not Required 3 99 Web Plate Not Required Stiffener All Both Not Required 3 115 Web Plate Not Required Stiffener All Both Not Required 3 119 Web Plate Not Required Stiffener All Both Not Required 2 148 Web Plate Not Required Stiffener All Both Not Required 2 151 Web Plate Not Required Sfiffener All Both Not Required 2 152 Web Plate Not Required Stiffener All Both Not Required 2 158 Web Plate Not Required Stiffener All Both Not Required 2 173 Web Plate Not Required Stiffener All Both Not Required 2 178 Web Plate Not Required Stiffener All Both Not Required AISC Provision fil RAM Joint Code Check Summarv RAM Frame vl4,04.05.00 DataBase: 13903 Regal Cinemas Building Code: IBC 2 at PCR-21-SMF-( 1.3 factor) Page 10/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #25: Sty Jnt# Element Side Loc. Dimensions(in) 5 9 Web Plate Not Required Stiffener All Both Not Required 5 12 Web Plate Not Required Stiffener All Both Not Required 5 25 Web Plate Not Required Stiffener All Both Not Required 5 30 Web Plate Not Required Stiffener All Both Not Required 3 88 Web Plate Not Required Stiffener All Both Not Required 3 91 Web Plate Not Required Stiffener All Both Not Required 3 109 Web Plate Not Required Stiffener All Both Not Required 3 116 Web Plate Not Required Stiffener All Both Not Required 2 146 Web Plate Not Required Stiffener All Both Not Required 2 149 Web Plate Not Required Stiffener All Botii Not Required 2 168 Web Plate Not Required Stiffener AH Both Not Required 2 174 Web Plate Not Required Stiffener All Both Not Required AISC Provision Joint Code Check Summarv RAM Frame vl4.04,05,00 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) Building Code: IBC Page 11/11 08/21/13 14:20:32 Steel Code: AISC360-10 ASD Frame #26: Sty Jnt# Element Frame #27: Sty Jnt# Element Side Loc. Side Loc. Dimensions(in) AISC Provision Dimensions(in) AISC Provision Seismic Provisions Joint Code Check Summarv ^-j _ \ J RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC34I-05 - ASD Frame #1: Story:Roof Joint: 32 Type: Special Moment Resisting Frame Size:W 14X233 Fy (ksi): 46.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Cormecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9.6 Column-Beam Moment Rafio — OK 9.7a Restrained Beam-to-Column Cormecfion — OK Story:Roof Joint: 33 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9.6 Column-Beam Moment Rafio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Roof Joint: 34 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 46.00 9.2a Connecfion Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Colunm-Beam Moment Rafio — OK 9.7a Restrained Beam-to-Colunm Connecfion — OK Story:Roof Joint: 35 Type: Special Moraent Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise course Joint: 67 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4,04.05.00 Page 2/29 DataBase: 13903 Regal Cinemas 12 at PCR-21 -SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Raise course Joint: 68 Type: Special Moment Resisting Frarae Size:Wl 4X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Coimection — OK Story:Mezz+Low Joint: 117 Type: No Frame Type roof Size:W 12X65 Fy(ksi): 50.00 Warning: This frame t>pe is not a valid designation in the current building code. Story:Mezz+Low Joint: 122 Type: Special Moment Resisting Frarae roof Size:W14X233 Fy (ksi): 50.00 9,2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Cormecfions: Thickness — OK 9.6 Column-Beam Moment Rafio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint; 123 Type: Special Moment Resisting Frame roof Size:Wl 4X283 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Colunm Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK Web plate thickness (in) = 0.750 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 124 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Coimections: Thickness — OK Web plate thickness (in) = 2.125 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 3/29 DataBase: 13903 Regal Cinemas 12 at PCR-21 -SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Joint: 125 Type: Special Moment Resisting Frame roof Size:Wl4X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Sfiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.375 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 126 Type: Special Moment Resisting Frame roof Size:Wl4X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Sfrength — OK With Web Plate / Sfiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint;127 Type; Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strengtii — OK With Web Plate / Sfiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — Caution Story:Raise up fl Joint: 185 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Cormection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint: 186 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Sfrength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK fll Seismic Provisions Joint Code Check Summarv RAM Frame V 14.04.05.00 Page 4/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: A1SC341-05 - ASD 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — Caution Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 5/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD Frame #4: Story:Roof Joint: 21 Type: Special Moment Resisting Frarae Size:W14X233 Fy (ksi): 50,00 9,2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Colunm Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 22 Type: Special Moment Resisting Frame Size:Wl4X233 Fy(ksi): 50,00 9,2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9,6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 23 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50,00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate tiiickness (in) = 0,500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Cormection — OK Story:Roof Joint: 24 Type: Special Moment Resisting Frame Size:W 14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 105 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 6/29 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Mezz+Low Joint: 106 Type: Special Moment Resisting Frame roof Size:Wl4X233 Fy(ksi): 50,00 9,2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Sfiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.875 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Mezz+Low Joint;107 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Cormections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK Web plate tiiickness (in) = 1.875 9.6 Column-Beam Moment Rafio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 108 Type: Special Moment Resisting Frarae roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Colunm Connecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story;Raise up fl Joint;164 Type; Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint: 165 Type: Special Moment Resisting Frame Size:W14X233 FyOfsi): 50,00 Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 7/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 2,000 9,6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint:166 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 2,000 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint: 167 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 8/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #5: Story:Roof Joint: 15 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Colunm Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Colunm Connecfion — OK Story:Roof Joint: 16 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connecfion Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Sfrength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Rafio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Mezz+Low Joint: 95 Type: Special Moment Resisting Frame roof Size:W 14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9.6 Colurrm-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 96 Type: Special Moraent Resisting Frame roof Size:Wl 4X233 Fy (ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1,250 9,6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 97 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Sfrength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK fll Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 9/29 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK fil Seismic Provisions Joint Code Check Summarv RAM Frame V 14,04.05.00 Page 10/29 DataBase: 13903 Regal Cinemas 12 at PCR-21 -SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD Frame #9: Story:Roof Joint: 5 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9,2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 6 Type: Special Moment Resisting Frarae Size:W14X283 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK Whh Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0,500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 7 Type: Special Moraent Resisting Frame Size:W14X283 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Story:Roof Joint: 8 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Cormections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 82 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl 4.04.05.00 Page 11/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 83 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Sfrength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 84 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 85 Type: Special Moment Resisting Frame roof Size:W14X283 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Sfrength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Coimections: Thickness — OK Web plate thickness (in) = 1,125 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 86 Type: Special Moment Resisting Frame roof Size:W14X283 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.125 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame V 14.04.05.00 Page 12/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Joint: 87 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50,00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9,6 Column-Beam Moment Rafio — OK 9,7a Restrained Beam-to-Colunm Connection — OK Story:Raise up fl Joint:142 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9,2a Connecfion Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Colunm-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint:143 Type: Special Moment Resisting Frarae Size:W14X283 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK Web plate thickness (in) = 1.250 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint:144 Type: Special Moment Resisting Frame Size:Wl 4X283 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.250 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Raise up fl Joint:14S Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connecfion Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Comiection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 13/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD Frame #13: Story:Roof Joint: 1 Type: Special Moraent Resisting Frarae Size:W14X233 Fy (ksi): 46,00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Roof Joint; 2 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connecfion Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Colunm Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 72 Type: Special Moment Resisting Frame roof Size:Wl4X233 Fy(ksi): 50,00 9,2a Connecfion Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connecfion — OK Story:Mezz+Low Joint: 73 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50,00 9.2a Connecfion Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK With Web Plate / Sfiffeners 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK Web plate thickness (in) = 0.500 9.6 Colunm-Beam Moment Rafio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 74 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Seismic Provisions Joint Code Check Summarv RAM Frame V 14.04.05.00 Page 14/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 75 Type: Special Moraent Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — Caution Story:Mezz+Low Joint: 76 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint:131 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 46.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Colunm Connection — OK Story :Raise up fl Joint: 132 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connecfion — OK fll Seismic Provisions Joint Code Check Summarv RAM Frame vl4,04,05.00 Page 15/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1,3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #21: Story;Roof Joint: 18 Type; Special Moment Resisting Frame Size:W 14X233 Fy(ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beara-to-Colurrm Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story;Roof Joint: 26 Type: Special Moraent Resisting Frame Size:W14X233 Fy(ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Colunm Coimection — OK Story:Raise course Joint: 53 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Coimection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK StoryrRaise course Joint: 61 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 77 Type: Special Moment Resisting Frame roof Size:W14X193 Fy (ksi): 46.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9.6 Column-Beam Moment Ratio — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04,05,00 Page 16/29 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD 9,7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 79 Type: Special Moment Resisting Frame roof Size:W14X193 Fy(ksi): 50.00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1,500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Stor>':Mezz+Low Joint: 81 Type: Special Moraent Resisting Frarae roof Size:W14X193 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 98 Type: Special Moment Resisting Frame roof Size:W14X193 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Coluran Connection — OK Story: Mezz+Low Joint:100 Type: Special Moraent Resisting Frame roof Size:W14X193 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04,05.00 Page 17/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Mezz+Low Joint:102 Type: No Frame Type roof Size:W12X65 Fy (ksi): 50.00 Warning: This frame t>pe is not a valid designation in the cun-ent building code. Story:Mezz+Low Joint: 110 Type: Special Moraent Resisting Frame roof Size:W14X193 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9,3a PEinel-Zone of Beam-to-Column Connections: Strength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint:112 Type: No Frame Type roof Size:W12X65 Fy(ksi): 50.00 Waming: This franie type is not a valid designation in the current building code. Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 18/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #22: Story:Roof Joint: 3 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Colunm-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 4 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Colunm-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Story:Roof Joint: 10 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 13 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 19 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame V 14.04.05,00 Page 19/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD Story:Roof Joint: 27 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Colunm Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 78 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Colunm Connection — OK Story:Mezz+Low Joint: 80 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 89 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 92 Type: Special Moraent Resisting Frame roof Size:Wl4X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4,04.05.00 Page 20/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Story: Mezz+Low Joint: 103 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint:113 Type: Special Moment Resisting Frarae roof Size:Wl 4X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint:136 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Cormections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Colunm-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK StoryrRaise up fl Joint:138 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 21/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #23: Story:Roof Joint: 20 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 46.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 28 Type: Special Moraent Resisting Frarae Size:W14X233 Fy(ksi): 46.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 104 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint:114 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint:118 Type; Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 22/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 23/29 DataBase: 13903 Regal Cinemas 12 at PCR-2l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #24: Story:Roof Joint: 11 Type: Special Moraent Resisting Frarae Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Colunm Connection — OK Story:Roof Joint: 14 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.125 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 17 Type: Special Moment Resisting Frarae Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 29 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3 b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Colunm-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 31 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4,04.05,00 Page 24/29 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1,3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Story:Mezz+Low Joint: 90 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50,00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 93 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strengtii — OK Witii Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.125 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 94 Type: Special Moraent Resisting Frame roof Size:W14X233 Fy (ksi): 50,00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.500 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 99 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 115 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl 4.04.05.00 Page 25/29 DataBase: 13903 Regal Cinemas 12 at PCR-21 -SMF-(1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Rafio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Mezz+Low Joint:119 Type: Special Moraent Resisting Frarae roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfrength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Rafio — OK 9.7a Restrained Beam-to-Column Coimection — OK Story:Raise up fl Joint: 148 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Coluran Connecfions: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Raise up fl Joint:151 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK With Web Plate / Sfiffeners 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK Web plate thickness (in) = 1.125 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Raise up fl Joint: 152 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Comiections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 1.125 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Story:Raise up fl Joint: 158 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 Seismic Provisions Joint Code Check Summarv RAM Frame vl 4,04.05.00 Page 26/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD 9.2a Cormection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9,6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Story:Raise up fl Joint: 173 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50,00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Coimections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Story:Raise up fl Joint:178 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame V 14.04.05.00 Page 27/29 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341-05 - ASD Frame #25: Story:Roof Joint: 9 Type: Special Moraent Resisting Frame Size:W 14X233 Fy(ksi): 46.00 9,2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 12 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Roof Joint: 25 Type: Special Moment Resisting Frame Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-CoIumn Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Colunm Connection — OK Story:Roof Joint: 30 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 46.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zxme of Beam-to-Column Connecfions: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 88 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Sfiength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.375 9.6 Column-Beam Moment Ratio — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4.04.05.00 Page 28/29 DataBase: 13903 Regal Cinemas 12 at PCR-2 l-SMF-( 1.3 factor) 08/21/13 17:10:17 Buiiding Code: IBC Steel Code: AISC341 -05 - ASD 9.7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 91 Type: Special Moment Resisting Frame roof Size:W14X233 Fy (ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Sfiffeners 9.3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK Web plate thickness (in) = 0.375 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — Caution Story:Mezz+Low Joint: 109 Type: Special Moment Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Coimection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9,3b Panel-Zone of Beam-to-Column Connecfions: Thickness — OK Web plate thickness (in) = 0,375 9,6 Column-Beam Moment Ratio — OK 9,7a Restrained Beam-to-Column Connection — OK Story:Mezz+Low Joint: 116 Type: Special Moraent Resisting Frame roof Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK With Web Plate / Stiffeners 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK Web plate thickness (in) = 0.375 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-CoIumn Connection — Caution Story:Raise up fl Joint:146 Type: Special Moraent Resisting Frarae Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connecfion — OK Story:Raise up fl Joint:149 Type: Special Moment Resisting Frame Size:Wl 4X233 Fy(ksi): 50.00 Seismic Provisions Joint Code Check Summarv RAM Frame V 14.04.05.00 Page 29/29 DataBase: 13903 Regal Cinemas 12 at PCR-21-SMF-(1.3 factor) 08/21/13 17:10:17 Building Code: IBC Steel Code: AISC341 -05 - ASD 9.2a Connection Required Shear Strength 9,3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restramed Beam-to-Column Connection — OK Story:Raise up fl Joint: 168 Type: Special Moraent Resisting Frarae Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connecfions: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Resfrained Beam-to-Column Connection — OK Story:Raise up fl Joint: 174 Type: Special Moment Resisting Frame Size:W14X233 Fy(ksi): 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness — OK 9.6 Column-Beam Moment Ratio — OK 9.7a Restrained Beam-to-Column Connection — OK ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Westfield Carlsbad, Regal Cinemas 12 at PCR 2525 El Camino Real #100, Carlsbad, CA Westfield Design & Construction Job No. Date: Page: 13903 09/08/13 SMF- AISC 358-Ch5 RBS-Moment Connection Design Check for SMF Input <Step 1 > Beam d= L= Zx= Column dc= Zxc= W27X94 26.9 in 26 ft 278 in'^3 W14X233 16 in 436 in'^3 (SCM TB 1-1) tw= Fu= Fy= twc= Fyc= 0.49 in bf= 10.00 in 65 ksi Lp= 7.49 ft 50 ksi Ry= 1.1 (per AISC 341 TB 1-6-1) 1.07 in bfc= 15.9 in 50 ksi Ryc= 1.1 tf= 0.745 in Lr= 21.6 ft (SCM TB 3-6) Lb,max= 8.81 ft (SDM TB 4-2) tfc= 1.72 in Ag= 68.5 sqin 5.0 =0.5bf<=a<=0.75bf= 7.5 16.14 =0.6d<=b<=0.85d= 22.9 1,0 =0.1bf<=c<=0,25bf= 2,5 Use a= 6.0 in b= 18.0 in c= 2.00 in R=(4*c'^2-f-b'^2)/(8*c)= dc= Sc=dc/2-^a-^b/2= L'=L-2*Sc/12= 0.600 bf 0.669 d 0.200 bf 21.3 In 16 in 23.0 in 22.2 ft <Step 2> Plastic section modulus at reduced beam section Ze=Zx-2*c*tf*(d-tO= 200.1 in'^3 <Step 3> Probable maximum moment at reduced beam section Mpr=Cpr*Ry*Fy*Ze= Cpr=(Fy-f-Fu)/(2*Fy)= 1.15 Mpr=Cpr*Ry*Fy*Ze= 12654 k-in Vpr=2*Mpr/L'= 95 kips <Step 4> Max shear at reduced beam section (Vgravity toad from D-0.7E=1.115D-0,7Eh) Vgravity= (read from program output) 58 kip Vrbs=Vpr-i-Vgravity= 153 kip V^bs'=-Vpr-^Vgravity= -37 kip CL of Col PBS Geometry CL of RBS Sh— i Mf Vu -I'i'ii'i'ii iiiiNiiiir Free-body diagram between center of PBS and face of column Project Regal Cinemas 12 at PCR ANF & Associates Consulting Structural Engineers Location 2525 El Camino Real #100. Carlsbad, CA Engineer: Vicky Liu For Westfield Design & Construction Job No. Date: Page: 13903 09/08/13 SMF- <Step 5> Probable maximum moment at face of the column Sh=a+b/2= 15.0 in wu= 0 Mg=wu*Sh'^2/2= 0.00 k-in Mf=Mpr-f-Vrbs*Sh-KMg= 14951 k-in AISC 358-Ch5 RBS-Moment Connection Design Check for SMF <Step 6> Plastic moment of beam on expected yield stress Mpe=Zxb*Ry*Fy= 15290 k-in <Step 7> Check Mf<=(t)d*Mpe (t)d== 1 (for ductile limit state) Mf= 14951 <=(t)d*Mpe= 15290 TRUE 4^ <Step8> Req. Shear Strength Vu=Vrbs= 153 kips (Check shear strength according AISC-Ch.G by program) h/tw,beam= 41.9 <=2.24(E/Fyw)\5= 53.9 TRUE per G.2 Cv= 1 Vn=0.6*Fy*Aw*Cv= 395 kips (t)*Vn=1.0*Vn= 395 kips>Vu? TRUE <Step 9> Vu Req. and beam web to column connection weld length iw=d-(tf-H-Hl/2)*2= 22.4 in size, s= <t)Vn=0.75*0.6*70*0.707*lw*s= 156.0 kip >Vu TRUE (Beam web shall be connected to col flange using CJP grove weld) <Step 10> Beam Frange Continuity Plate Req. If tcf satisfied following limit, then no continuity plates shall be provided tfc>=0.4*(1.8*bf*tf*Fyb*Ryb/(Fyc*Ryc))''0.5= 1.46 in TRUE tfc>=bf/6= 1.67 TRUE No continuity plate req in 5/16 in Beam Frange Continuity Plate Req. Thickness cL of RBS CLofbol CLof RBS -Sc p r dc Sh ANF & Associates Project Regal Cinemas 12 at PCR Job No.: 13903 Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Date: 09/08/13 Engineer: Vicky Liu For Westfield Design & Construction Page: SMF- <Step 11> Check column panel zone According AISC 341-05, 9.3 9.3a Shear strength Vu<<j)Vn which checked by Enercalc per AISC 360-05 9.3b panel zone thickness tcw>=(dz+wz)/90 where dz=d-tf= 26.2 in wz=dc-tfc= 14.3 in twc= 1.07 >=(dz-^wz)/90= 0.45 in TRUE (AISC 341-10.3 Connection for SMF & IMF, beam web parallel to column web) 9.3c Column web thickness O.K., No double plate req. <Step 12> Check column-beam moment ratio According AISC 341-05, 9.6 For SMF (Seismic provision 9.6: sum(Mpc*)/sum(Mpb*)>1) Z(Mv)=((Vrbs-^Vrbs')*Sc=Vg*Sc= 1334 k-in I{Mpb)=Mpr-H(Mv)= 13988 k-in Column Pu= 51.2 kips (read from etabs output) Mpc=Ryc*Zxc*(Fyc-Pu/Ag)= 23621 k-in > sum(Mpb) TRUE (AISC 341-10.6 No additional requirements for IMF or OMF. ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Westfield Carlsbad, Regal Cinemas 12 at PCR 2525 El Camino Real #100, Carlsbad, CA Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- AISC 358-Ch5 RBS-Moment Connection Design Check for SMF Input :Step 1 > <Step 2> <Step 3> :Step 4> Beam W24x76 d= 23.9 in L= 26 ft Zx= 200 in^3 Column W14x233 dc= 16 in Zxc= 436 in'^3 (SCM TB 1-1) tw= Fu= Fy= twc= Fyc= 0.44 in bf= 8.99 in 65 ksi Lp= 6.78 ft 60 ksi Ry= 1.1 (per AISC 341 TB 1-6-1) 1.07 in bfc= 15.9 in 50 ksi Ryc= 1.1 tf= Lr= Lb,max= tfc= Aa: 0.68 in 19.6 ft (SCM TB 3-6) 7.98 ft (SDM TB 4-2) 1.72 in 68.5 sqin 4.5 =0.5bf<=a<=0.75bf= 6.7 14.34 =0.6d<=b<=0.85d= 20.3 0.9 =0.1bf<=c<=0.25bf= 2.2 Use a= 6,0 in = 0.667 bf b= 18.0 in = 0.753 d c= 1.75 in = 0,195 bf R=(4*c'^2-^b'^2)/(8*c)= 24.0 in dc= 16 in Sc=dc/2-^a+b/2= 23.0 in L'=L-2*Sc/12= 22.2 ft Plastic section modulus at reduced beam section Ze=Zx-2*c*tf*(d-tf)= 144.7 in'^3 Probable maximum moment at reduced beam section Mpr=Cpr*Ry*Fy*Ze= Cpr=(Fy-t-Fu)/(2*Fy)= 1,15 Mpr=Cpr*Ry*Fy*Ze= 9155 k-in Vpr=2*Mpr/L'= 69 kips Max shear at reduced beam section (Vgravity load from D-0.7E=1.115D-0.7Eh) \/gravity= (read from program output) 40 kip Vrbs=Vpr-^Vgravity= 109 kip Vrbs'=-Vpr-fVgravity= -29 kip k- CL ojf Col. i dc — f- *J^M»M//M'y\v^M^>>MVX!X^ j !=• CLof Col PBS Geometry CL of RBS -Sh- Vu Mf -immr Vu 1111111111 Free-body diagram between center of PBS and face of column Project Regal Cinemas 12 at PCR ANF & Associates Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Engineer: Vicky Liu For Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- <Step 5> Probable maximum moment at face of the column Sh=a•^b/2= 15.0 in wu= 0 Mg=wu*Sh'^2/2= 0.00 k-in Mf=Mpr-^Vrbs*Sh•^Mg= 10787 k-in AISC 358-Ch5 RBS-Moment Connection Design Check for SMF <Step 6> Plastic moment of beam on expected yield stress Mpe=Zxb*Ry*Fy= 11000 k-in <Step 7> Check <|)d= Mf= Mf<=(t)d*Mpe 1 (for ductile limit state) 10787 <=(|)d*Mpe= 11000 TRUE 4^ <Step 8> Req. Shear Strength Vu=Vrbs= 109 kips (Check shear strength according AISC-Ch.G by program) h/tw,beam= 41.9 <=2.24(E/Fyw)^5= 53.9 TRUE per G.2 Cv= 1 Vn=0.6Ty*Aw*Cv= 315 kips <j)*Vn=1.0*Vn= 315 kips>Vu? TRUE <Step 9> Vu Req. and beam web to column connection weld length lw=d-(tf-H-H/2)*2= 19.5 in size, s= 5/16 in (|)Vn=0.75*0.6V0*0.707*lw*s= 136.0 kip >Vu TRUE (Beam web shall be connected to col flange using CJP grove weld) <Step 10> Beam Frange Continuity Plate Req. If tcf satisfied following limit, then no continuity plates shall be provided tfc>=0.4*(1.8*bf*tf*Fyb*Ryb/(Fyc*Ryc))'^0.5= 1.33 in TRUE tfc>=bf/6= 1.50 TRUE No continuity plate req in Beam Franqe Continuity Plate Req. Thickness ci of RBS CL of bol CL of RBS I U Sc ^ c , ^ Sh ^ i ANF & Associates Project Regal Cinemas 12 at PCR Job No.: 13903 Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Date: 09/08/13 Engineer: Vicky Liu For Westfield Design & Construction Page: SMF- 6 <Step 11> Check column panel zone According AISC 341-05, 9.3 9.3a Shear strength ViKtjjVn which checked by Enercalc per AISC 360-05 9.3b panel zone thickness tcw>=(dz-^wz)/90 where dz=d-tf= 23.2 in wz=dc-tfc= 14.3 in twc= 1.07 >=(dz-^wz)/90= 0.42 in TRUE (AISC 341-10.3 Connection for SMF & IMF, beam web parallel to column web) 9.3c Column web thickness O.K., No double plate req. <Step 12> Check column-beam moment ratio According AISC 341-05, 9.6 For SMF (Seismic provision 9.6: sum(Mpc*)/sum(Mpb*)>1) Z(Mv)=((Vrbs-frVrbsTSc=Vg*Sc= 920 k-in Z(Mpb)=Mpr-^I;(Mv)= 20149 k-in (1 col-2 beam) Column Pu= 42.4 kips (read from etabs output) Mpc=Ryc*Zxc*(Fyc-Pu/Ag)= 23683 k-in >sum(Mpb) TRUE (AISC 341-10.6 No additional requirements for IMF or OMF. ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Westfield Carlsbad, Regal Cinemas 12 at PCR 2525 El Camlno Real #100, Carlsbad. CA Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- AISC 358-Ch5 RBS-Moment Connection Design Check for SMF Input :Step 1: <Step 2> <Step 3> <Step 4> Beam W21x111 d= 21.5 in L= 26 ft Zx= 279 in'^3 Column W14X233 dc= 16 in Zxc= 436 in''3 (SCM TB 1-1) tw= Fu= Fy= twc= Fyc= 0.55 in bf= 12.30 in 65 ksi Lp= 10.2 ft 50 ksi Ry= 1.1 (per AISC 341 TB 1-6-1) 1,07 in bfc= 15,9 in 50 ksi Ryc= 1.1 tf= 0.875 in Lr= 31.3 ft (SCM TB 3-6) Lb,max= 8.27 ft (SDM TB 4-2) tfc= 1.72 in Ag= 68.5 sqin 6.2 =0.5bf<=a<=0.75bf= 9.2 12.9 =0.6d<=b<=0.85d= 18.3 1.2 =0.1bf<=c<=0.25bf= 3.1 Use a= 6.0 in b= 18.0 in c= 2.00 in R=(4*c'^2•^b'^2)/(8*c)= dc= Sc=dc/2-Ha+b/2= L'=L-2*Sc/12= 0.488 bf 0.837 d 0.163 bf 21.3 in 16 in 23.0 in 22.2 ft Plastic section modulus at reduced beam section Ze=Zx-2*c*tf*(d-tf)= 206.8 in'^3 Probable maximum moment at reduced beam section Mpr=Cpr*Ry*Fy''Ze= Cpr=(Fy-^Fu)/(2Ty)= 1.15 Mpr=Cpr*Ry*Fy*Ze= 13081 k-in Vpr=2*Mpr/L'= 98 kips Max shear at reduced beam section (Vgravity load from D+0.75L-H525E=1.086D-^0.75L-i-0.525Eh) Vgravity= (read from program output) 73 kip Vrbs=Vpr-^Vgravity= 171 kip Vrbs--Vpr+Vgravity= -25 kip CLof Col PBS Geometry CL of RBS Sh— Vu Mf 1 llllilllll Vu lUlllllllH Free-body diagram between center of PBS and face of column Project Regal Cinemas 12 at PCR ANF & Associates Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Engineer: Vicky Liu For Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- 8 <Step 5> Probable maximum moment at face of the column Sh=a-Hb/2= 15.0 in wu= 0 Mg=wu*Sh'^2/2= 0.00 k-in Mf=Mpr+Vrbs*Sh-4-Mg= 15651 k-in AISC 358-Ch5 RBS-Moment Connection Design Check for SMF <Step 6> Plastic moment of beam on expected yield stress Mpe=Zxb*Ry*Fy= 15345 k-in <Step 7> Check (t)d= Mf= Mf<=(})d*Mpe 1 (for ductile limit state) 15651 <=(tid*Mpe= 15345 FALSE JE 4^ <Step 8> Req, Shear Strength Vu=Vrbs= 171 kips (Check shear strength according AISC-Ch.G by program) h/tw,beam= 41.9 <=2.24(E/Fyw)'^.5= 53.9 TRUE per G.2 Cv= 1 Vn=0.6*Fy*Aw*Cv= 355 kips <j)*Vn=1.0*Vn= 355 kips>Vu? TRUE <Step 9> Vu Req. and beam web to column connection weld length lw=d-(tf-t-1+1/2)*2= 16.8 in size, s= (t)Vn=0.75*0.6*70*0.707*lw*s= 186.5 kip >Vu TRUE (Beam web shall be connected to col flange using CJP grove weld) <Step 10> Beam Frange Continuity Plate Req. If tcf satisfied following limit, then no continuity plates shall be provided tfc>=0.4*(1.8*bf''tf*Fyb*Ryb/(Fyc*Ryc))'^0.5= 1.76 in tfc>=bf/6= 2.05 FALSE Need provide continuity plate tp= 1 >= tf = 0.875 in 8/16 in Beam Franqe Continuity Plate Req. Thickness cL of RBS CL of bol CL of RBS FALSE •Sc .dc_ ^ Sh ANF & Associates Project Regal Cinemas 12 at PCR Job No.: 13903 Consulting Structural Engineers Location 2525 El Camlno Real #100, Carlsbad, CA Date: 09/08/13 Engineer: Vicky Liu For Westfield Design & Construction Page: SMF- <Step 11> Check column panel zone According AISC 341-05, 9.3 9.3a Shear strength Vu<(t>Vn which checked by Enercalc per AISC 360-05 9.3b panel zone thickness tcw>=(dz-»-wz)/90 where dz=d-tf= 20.6 in wz=dc-tfc= 14.3 in twc= 1.07 >=(dz-^wz)/90= 0.39 in TRUE (AISC 341-10.3 Connection for SMF & IMF, beam web parallel to column web) 9.3c Column web thickness O.K., No double plate req. :Step 12> Check column-beam moment ratio According AISC 341-05, 9.6 For SMF (Seismic provision 9.6: sum(Mpc*)/sum(Mpb*)>1) Z(Mv)=((Vrbs-^Vrbs')*Sc=Vg*Sc= 1679 k-in S(Mpb)=Mpr-HZ(Mv)= 14760 k-in Column Pu= 51.2 kips (read from etabs output) Mpc=Ryc*Zxc*(Fyc-Pu/Ag)= 23621 k-in > sum(Mpb) TRUE (AISC 341-10.6 No additional requirements for IMF or OMF. ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Westfield Carlsbad, Regal Cinemas 12 at PCR 2525 El Camino Real #100, Carlsbad, CA Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- 10 AISC 358-Ch5 RBS-Moment Connection Design Check for SMF Input <Step 1> <Step 2> <Step 3> <Step 4> Beam d= L= Zx= Column dc= Zxc= W30x108 29.8 in 41 ft 346 ^-^3 W14x257 16.4 in 487 in''3 (SCM TB 1-1) tw= Fu= Fy= twc= Fyc= 0.545 in bf= 10.50 in 65 ksi Lp= 7.59 ft 50 ksi Ry= 1.1 (per AISC 341 TB 1-6-1) 1.18 in bfc= 16.0 in 50 ksi Ryc= 1.1 tf= Lr= Lb,max= tfc= Aaz 0.76 in 22 ft (SCM TB 3-6) 8.94 ft (SDM TB 4-2) 1.89 in 75.6 sqin 5.3 =0.5bf<=a<=0.75bf= 7.9 17.88 =0.6d<=b<=0.85d= 25.3 1.1 =0.1bf<=c<=0.25bf= 2.6 CL Ojf Col Use a= 6.0 in b= 18.0 in c= 2.25 in R=(4*c'^2-t-b'^2)/(8*c)= dc= Sc=dc/2+a-t-b/2= L'=L-2*Sc/12= 1 •dc bf d 0.571 0.604 0.214 bf 19.1 in 16.4 in 23.2 in 37.1 ft Plastic section modulus at reduced beam section Ze=Zx-2*c*tf*(d-tf)= 246.7 in'*3 Probable maximum moment at reduced beam section Mpr=Cpr*Ry*Fy*Ze= Cpr=(Fy-^Fu)/(2*Fy)= 1.15 Mpr=Cpr*Ry*Fy*Ze= 15603 k-in Vpr=2*Mpr/L'= 70 kips Max shear at reduced beam section (Vgravity load from D-0.7E=1.115D-0.7Eh) Vgravity= (read from program output) 59 kip Vrbs=Vpr+Vgravity= 129 kip Vrbs'=-Vpr-t-Vgravity= -11 kip CL of Col PBS Geometry CL of RBS NT Sh— Vu Mf -IIIIIIIIIII -iiiiiiiiiir Free-body diagram between center of PBS and face of column Project Regal Cinemas 12 at PCR ANF & Associates Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Engineer: Vicky Liu For Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF-11 <Step 5> Probable maximum moment at face of the column Sh=a-Hb/2= 15.0 in wu= 0 Mg=wu*Sh'*2/2= 0.00 k-in Mf=Mpr•^Vrbs•*Sh-^Mg= 17538 k-in AISC 358-Ch5 RBS-Moment Connection Design Check for SMF <Step 6> Plastic moment of beam on expected yield stress Mpe=Zxb*Ry*Fy= 19030 k-in <Step 7> <Step 8> Check Mf<=(|>d*Mpe (|id= 1 (for ductile limit state) Mf= 17538 <=(t)d*Mpe= 19030 ±4 TRUE JE tf Req. Shear Strength Vu=Vrbs= 129 kips (Check shear strength according AISC-Ch.G by program) h/tw,beam= 41.9 <=2.24(E/Fyw)^5= 53.9 TRUE per G.2 Cv= 1 Vn=0.6*Fy*Aw*Cv= 487 kips (t)*Vn=1.0*Vn= 487 kips>Vu? TRUE <Step 9> Vu Req. and beam web to column connection weld length lw=d-(tf+1-^1/2)*2= 25.3 in size, s= (J)Vn=0.75*0.6*70*0.707*lw*s= 175.9 kip >Vu TRUE (Beam web shall be connected to col flange using CJP grove weld) <Step 10> Beam Frange Continuity Plate Req. If tcf satisfied following limit, then no continuity plates shall be provided tfc>=0.4*(1.8*bf*tf*Fyb*Ryb/(Fyc*Ryc))'^0.5= 1.52 in tfc>=bf/6= 1:75 TRUE No continuity plate req 5/16 in Beam Franqe Continuity Plate Req. Thickness cLof RBS CLofbol CL of RBS TRUE in J^- sc . , dc , 4 Sh . ^ ••• W r ^ i ANF & Associates Project Regal Cinemas 12 at PCR Job No.: 13903 Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Date: 09/08/13 Engineer: Vicky Liu For Westfield Design & Construction Page: SMF- 12 <Step 11> Check column panel zone According AISC 341-05, 9.3 9.3a Shear strength Vu<())Vn which checked by Enercalc per AISC 360-05 9.3b panel zone thickness tcw>=(dz+wz)/90 where dz=d-tf= 29.0 in wz=dc-tfc= 14.5 in twc= 1,18 >=(dz+wz)/90= 0.48 in TRUE (AISC 341-10.3 Connection for SMF & IMF, beam web parallel to column web) 9.3c Column web thickness O.K., No double plate req. <Step 12> Check column-beam moment ratio According AISC 341-05, 9.6 For SMF (Seismic provision 9.6: sum(Mpc*)/sum(Mpb*)>1) E(Mv)=((Vrbs-^V^bs•)*Sc=Vg*Sc= 1369 k-in E(Mpb)=Mpr-H(Mv)= 16972 k-in (1 col-1 beam) Column Pu= 51.2 kips (read from etabs output) Mpc=Ryc*Zxc*(Fyc-Pu/Ag)= 26422 k-in > sum(Mpb) TRUE (AISC 341-10.6 No additional requirements for IMF or OMF. ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Westfield Carlsbad, Regal Cinemas 12 at PCR 2525 El Camino Real #100, Carlsbad. CA Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- 13 AISC 358-Ch5 RBS-Moment Connection Design Check for SMF Input <Step 1> Beam W14x132 (SCM TB1-1) d= 15 in tw= 0.745 in bf= 15.60 in tf= 1.19 in L= 26 ft Fu= 65 ksi Lp= 14.1 ft Lr= 66.7 ft (SCM TB 3-6) Zx= 287 in'^3 Fy= 50 ksi Ry= 1.1 Lb,max= 16.6 ft Column V\/14x233 (per AISC 341 TB 1-6-1) (SDM TB 4-2) dc= 16 in twc= 1.07 in bfc= 15.9 in tfc= 1.72 in Zxc= 436 in'^3 Fyc= 50 ksi Ryc= 1.1 68.5 sqin 7.8 =0.5bf<=a<=0.75bf= 11.7 9 =0,6d<=b<=0.85d= 12.8 1.6 =0.1bf<=c<=0.25bf= 3.9 CL Ojf Col. Sc- Use a= 8,0 in b= 10,0 in c= 2.5 in R=(4*c'^2-t-b'^2)/(8*c)= dc= Sc=dc/2-t-a+b/2= L'=L-2*Sc/12= 0.513 bf 0.667 d 0.160 bf 6.3 in •dc 1 i J. i W/M'/M'/Mf/SW.fM'^MVM i I r 16 in 21.0 in 22.5 ft / CL of RBS i <Step 2> Plastic section modulus at reduced beam section Ze=Zx-2*c*tf''(d-tf)= 204.8 in'^3 <Step 3> Probable maximum moment at reduced beam section Mpr=Cpr*Ry*Fy*Ze= Cpr=(Fy+Fu)/(2*Fy)= 1.15 Mpr=Cpr*Ry*Fy*Ze= 12966 k-in Vpr=2*Mpr/L'= 96 kips <Step 4> Max shear at reduced beam section (Vgravity load from D+0.75L-^625E=1,086D-^-0.75L-^0.525Eh) Vgravity= (read from program output) 37 kip Vrbs=Vpr^-Vgravity= 133 kip Vrbs'=-Vpr-^Vgravity= -59 kip CL of Col K PBS Geometry CL of RBS Sh Mf IIIIIIIIIII Vu -lllllill Free-body diagram between center of PBS and face of column ANF & Associates Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Engineer: Vicky Liu For Westfield Design & Construction Project Regal Cinemas 12 at PCR Job No.: 13903 Date: Page: 09/08/13 SMF- 14 :Step 5> Probable maximum moment at face of the column Sh=a+b/2= 13.0 in wu= 0 Mg=wu*Sh'^2/2= 0.00 k-in Mf=Mpr-i-Vrbs*Sh-HMg= 14684 k-in AISC 358-Ch5 RBS-Moment Connection Design Check for SMF :Step 6> Plastic moment of beam on expected yield stress Mpe=Zxb*Ry*Fy= 15785 k-in <Step 7> Check (t)d= Mf= Mf<=(|)d*Mpe 1 (for ductile limit state) 14684 <=(tid*Mpe= 15785 TRUE 4^ <Step 8> Req, Shear Strength Vu=Vrbs= 133 kips (Check shear strength according AISC-Ch,G by program) h/tw,beam= 41,9 <=2,24(E/Fyw)^5= 53.9 TRUE per G.2 Cv= 1 Vn=0.6*Fy*Aw*Cv= 335 kips (t)*Vn=1.0-*Vn= 335 kips>Vu? TRUE <Step 9> Vu Req. and beam web to column connection weld length lw=d-(tf+H1/2)*2= 9.6 in size, s= (j)Vn=0.75*0.6*70*0.707*lw*s= 147.3 kip >Vu TRUE (Beam web shall be connected to col flange using CJP grove weld) <Step 10> Beam Frange Continuity Plate Req. If tcf satisfied following limit, then no continuity plates shall be provided tfc>=0.4*(1.8*bf*tf*Fyb*Ryb/(Fyc*Ryc))'^0.5= 2.31 in tfc>=bf/6= 2.60 FALSE Need provide continuity plate tp= 1.25 >= tf = 1.19 in 11/16 in Beam Franqe Continuity Plate Req. Thickness dL of RBS CL of'Col CL of RBS FALSE •Sc I"* Idc . Sh f 1 ANF & Associates Project Regal Cinemas 12 at PCR Job No.: 13903 Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Date: 09/08/13 Engineer: Vicky Liu For Westfield Design & Construction Page: SMF- 15 <Step 11> Check column panel zone According AISC 341-05, 9.3 9.3a Shear strength Vu<<t)Vn which checked by Enercalc per AISC 360-05 9.3b panel zone thickness tcw>=(dz-<-wz)/90 where dz=d-tf= 13.8 in wz=dc-tfc= 14.3 in twc= 1.07 >=(dz-*-wz)/90= 0.31 in TRUE (AISC 341-10.3 Connection for SMF & IMF, beam web paraiiel to column web) 9.3c Column web thickness O.K., No double plate req. <Step 12> Check column-beam moment ratio According AISC 341-05, 9.6 For SMF (Seismic provision 9.6: sum(Mpc*)/sum(Mpb*)>1) Z(Mv)=((Vrbs-t-VrbsTSc=Vg*Sc= 777 k-in I;(Mpb)=Mpr-^^:(Mv)= 19989 k-in (1 col-2 beam with \/V18x86) Column Pu= 54.5 kips (read from etabs output) Mpc=Ryc*Zxc*(Fyc-Pu/Ag)= 23598 k-in > sum(Mpb) TRUE (AISC 341-10.6 No additional requirements for IMF or OMF. ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Westfield Carlsbad, Regal Cinemas 12 at PCR 2525 El Camino Real #100, Carlsbad, CA Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- / AISC 358-Ch5 RBS-Moment Connection Design Check for SMF Input <Step 1> <Step 2> <Step 3> <Step 4> Beam d= L= Zx= Column dc= Zxc= W24x103 24.5 in 26 ft 280 in'^3 W14x233 16 in 436 in'^3 (SCM TB 1-1) tw= Fu= Fy= twc= Fyc= 0.55 in bf= 9.00 in 65 ksi Lp= 7.03 ft 50 ksi Ry= 1.1 (per AiSC 341 TB 1-6-1) 1.07 in bfc= 15.9 in 50 ksi Ryc= 1.1 tf= 0.98 in Lr= 21.9 ft (SCM TB 3-6) Lb,max= 8.27 ft (SDM TB 4-2) tfc= 1.72 in Ag= 68.5 sqin 4.5 =0.5bf<=a<=0.75bf= 6.8 14.7 =0.6d<=b<=0.85d= 20.8 0.9 =0.1bf<=c<=0.25bf= 2.3 Use a= 6.0 in b= 18.0 in c= 1.75 in R=(4*c'^2-^b'^2)/(8*c)= dc= Sc=dc/2-^a•»-b/2= L'=L-2*Sc/12= 0.667 bf 0.735 d 0.194 bf 24.0 in 16 in 23.0 in 22.2 ft Plastic section modulus at reduced beam section Ze=Zx-2*c*tf*(d-tf)= 199.3 in'^3 Probable maximum moment at reduced beam section Mpr=Cpr*Ry*Fy*Ze= Cpr=(Fy-t-Fu)/(2*Fy)= 1.15 Mpr=Cpr*Ry*Fy*Ze= 12607 k-in Vpr=2*Mpr/L'= 95 kips Max shear at reduced beam section (Vgravity load from D-0.7E=1.115D-0.7Eh) Vgravity= (read from program output) 64 kip Vrbs=Vpr-*-Vgravity= 159 kip Vrbs--Vpr-t-Vgravity= -31 kip CL of Col K PBS Geometry CLof RBS Sh— Vu Mf I Bll t| Vu 11,1111111 Free-body diagram between center of PBS and face of column Project Regal Cinemas 12 at PCR ANF & Associates Consulting Structural Engineers Location 2525 El Camlno Real #100, Carlsbad, CA Engineer: Vicky Liu For Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- iq <Step 5> Probable maximum moment at face of the column Sh=a•^b/2= 15.0 in wu= 0 Mg=wu*Sh'^2/2= 0.00 k-in Mf=Mpr-^Vrbs*Sh-^Mg= 14989 k-in AISC 358-Ch5 RBS-Moment Connection Design Check for SMF <Step 6> Plastic moment of beam on expected yield stress Mpe=Zxb*Ry*Fy= 15400 k-in <Step 7> Check (t)d= Mf= Mf<=(l)d*Mpe 1 (for ductile limit state) 14989 <=(t)d*Mpe= 15400 -tL TRUE -Nr J£ <Step 8> Req. Shear Strength Vu=Vrbs= 159 kips (Check shear strength according AISC-Ch.G by program) h/tw,beam= 41.9 <=2,24(E/Fyw)'^,5= 53.9 TRUE per G.2 Cv= 1 Vn=0.6*Fy*Aw*Cv= 404 kips (t)*Vn=1.0*Vn= 404 kips>Vu? TRUE <Step 9> Vu Req. and beam web to column connection weld length lw=d-(tf-H+1/2)*2= 19.5 in size, s= (|)Vn=0.75*0.6*70*0.707*lw*s= 136.0 kip >Vu FALSE (Beam web shall be connected to col flange using CJP grove weld) <Step 10> Beam Frange Continuity Plate Req. If tcf satisfied following limit, then no continuity plates shall be provided tfc>=0.4*(1.8*bf*rFyb*Ryb/(Fyc*Ryc))'^0.5= 1.59 in tfc>=bf/6= 1.50 TRUE No continuity plate req 5/16 in Beam Franqe Continuity Plate Req. Thickness CL of bol CL of RBS TRUE in \^ Sc • r , dc , Sh ^ ' ' ; , i •4 ANF & Associates Project Regal Cinemas 12 at PCR Job No.: 13903 Consulting Structural Engineers Location 2525 El Camino Real #100. Carlsbad. CA Date: 09/08/13 Engineer: Vicky Liu For Westfield Design & Construction Page: SMF- :Step 11> Check column panel zone According AISC 341-05, 9.3 9.3a Shear strength Vu<(t)Vn which checked by Enercalc per AISC 360-05 9.3b panel zone thickness tcw>=(dz-<-wz)/90 where dz=d-tf= 23.5 in VK=dc-tfc= 14.3 in twc= 1.07 >=(dz+wz)/90= 0.42 in TRUE (AtSC 341-10.3 Connection for SMF & IMF. beam web parallel to column web) 9.3c Column web thickness O.K., No double plate req. :Step 12> Check column-beam moment ratio According AISC 341-05, 9.6 For SMF (Seismic provision 9.6: sum(Mpc*)/sum(Mpb*)>1) E(Mv)=((Vrbs-HVrbsTSc=Vg*Sc= 1472 k-in Z(Mpb)=Mpr-i-I(Mv)= 14079 k-in Column Pu= 51.2 kips (read from etabs output) Mpc=Ryc*Zxc*(Fyc-Pu/Ag)= 23621 k-in > sum(Mpb) TRUE (AISC 341-10.6 No additional requirements for IMF or OMF. ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Westfield Carlsbad, Regal Cinemas 12 at PCR 2525 El Camino Real #100, Carlsbad, CA Westfield Design & Construction Job No. Date: Page: 13903 09/08/13 SMF- I y AISC 358-Ch5 RBS-Moment Connection Design Check for SMF Input <Step 1> <Step 25 <Step 3> <Step 4> Beam d= L= Zx= Column dc= Zxc= W18x86 25.3 in 26 ft 186 in'^3 W14x233 16 in 436 in'^S (SCM TB 1-1) tw= Fu= Fy= twc= Fyc= 0.48 in bf= 11.10 in 65 ksi Lp= 9.29 ft 50 ksi Ry= 1.1 (per AISC 341 TB 1-6-1) 1.07 in bfc= 15.9 in 50 ksi Ryc= 1.1 tf= 0.77 in Lr= 28.5 ft (SCM TB 3-6) Lb,max= 10.9 ft (SDM TB 4-2) tfc= 1.72 in Ag= 68.5 sqin 0.541 bf 0.632 d 0.248 bf 13.0 in 5.6 =0.5bf<=a<=0.75bf= 8.3 15.18 =0.6d<=b<=0.85d= 21.5 1.1 =0.1bf<=c<=0.25bf= 2.8 Use a= 6.0 in = b= 16.0 in = c= 2.75 in = R=(4*c'^2-^b'^2)/(8*c)= dc= 16 in Sc=dc/2+a-Hb/2= 22.0 in L'=L-2*Sc/12= 22.3 ft Plastic section modulus at reduced beam section Ze=Zx-2*c*tr(d-tf)= 82,1 in'^3 Probable maximum moment at reduced beam section Mpr=Cpr*Ry*Fy*Ze= Cpr=(FyfFu)/(2*Fy)= 1.15 Mpr=Cpr*Ry*Fy*Ze= 5194 k-in Vpr=2*Mpr/L'= 39 kips Max shear at reduced beam section (Vgravity load from D-0.7E=1.115D-0.7Eh) Vgravity= (read from program output) 48 kip Vrbs=Vpr+Vgravity= 87 kip Vrbs'=-Vpr-t-Vgravity= 10 kip PBS Geometry CLof Cot i Free-body diagram between center of PBS and face of column Project Regal Cinemas 12 at PCR ANF & Associates Consulting Structural Engineers Location 2525 El Camlno Real #100. Carlsbad. CA Engineer: Vicky Liu For Westfield Design & Construction Job No.; Date: Page: 13903 09/08/13 SMF- <Step 5> Probable maximum moment at face of the column Sh=a-*-b/2= 14.0 in wu= 0 Mg=wu*Sh'^2/2= 0.00 k-in Mf=Mpr-^V^bs*Sh•^Mg= 6413 k-in AISC 358-Ch5 RBS-Moment Connection Design Check for SMF <Step 6> Plastic moment of beam on expected yield stress Mpe=Zxb*Ry*Fy= 10230 k-in <Step 7> Check <t)d= Mf= Mf<=(t)d*Mpe 1 (for ductile limit state) 6413 <=(j)d*Mpe= 10230 TRUE 4^ <Step 8> Req. Shear Strength Vu=Vrbs= 87 kips (Check shear strength according AISC-Ch.G by program) h/tw,beam= 41.9 <=2.24(E/Fyw)^5= 53.9 TRUE per G.2 Cv= 1 Vn=0.6*Fy*Aw*Cv= 364 kips <t>*Vn=1.0*Vn= 364 kips>Vu? TRUE <Step 9> Vu Req. and beam web to column connection weld length lw=d-(tf-^1•^1/2)*2= 20.8 in size, s= (|)Vn=0.75*0.6*70*0.707*lw*s= 144.5 kip >Vu TRUE (Beam web shal! be connected to col flange using CJP grove weld) <Step 10> Beam Frange Continuity Plate Req. If tcf satisfied following limit, then no continuity plates shall be provided tfc>=0,4*(1.8*bf*tf*Fyb*Ryb/(Fyc*Ryc))'^0.5= 1.57 in TRUE tfc>=bf/6= 1.85 FALSE Need provide continuity plate tp= 1 >= tf = 0.77 in 5/16 in Beam Frange Continuity Ptate Req. Thickness clLofRBS CLofbol CL of RBS Sc » 1^ , dc , - Sh ^ ^ pi, M ANF & Associates Project Consulting Structural Engineers Location Engineer: Vicky Liu For Regal Cinemas 12 at PCR 2525 El Camino Real #100, Carlsbad, CA Westfield Design & Construction Job No.: Date: Page: 13903 09/08/13 SMF- :Step ll> Check column panel zone According AISC 341-05. 9.3 9.3a Shear strength Vu<<t)Vn which checked by Enercalc per AISC 360-05 9.3b panel zone thickness tcw>=(dz-t-wz)/90 where dz=d-tf= 24.5 in wz=dc-tfc= 14.3 in twc= 1.07 >=(dz-^wz)/90= 0.43 in (AISC 341-10.3 Connection for SMF & IMF, beam web parailei to column web) 9.3c Column web thickness O.K., No double plate req. TRUE :Step 12> Check column-beam moment ratio According AISC 341-05, 9.6 For SMF (Seismic provision 9.6: sum(Mpc*)/sum(Mpb*)>1) Z(Mv)=((Vrbs-»-VrbsrSc=Vg*Sc= 1063 k-in Z(Mpb)=Mpr-»-Z(Mv)= 23228 k-in (1 col-2 beam with W30x 108) Column Pu= 100.9 kips (read from etabs output) Mpc=Ryc*Zxc*(Fyc-Pu/Ag)= 23274 k-in > sum(Mpb) TRUE (AISC 341-10.6 No additional requirements for IMF or OMF.