I. INTRODUCTION

a) Structural Systems

In the earliest structures at the beginning of the 20th century, structural members were assumed to carry primarily the gravity loads. Today, however, by the advances in structural design/systems and highstrength materials, building height is increased, which necessitates taking into consideration mainly the lateral loads such as wind and earthquake. Understandably, especially for the tall buildings, as the slenderness, and so the flexibility increases, buildings suffer from the lateral loads resulting from wind and earthquake more and more. As a general rule, when other things being equal, the taller the building, the more necessary it is to identify the proper structural system for resisting the lateral loads. Currently, there are many structural systems that can be used for the lateral resistance of tall buildings[2,3].

Structural systems of tall buildings can be divided into two broad categories: interior structures and exterior structures.

This classification is based on the distribution of the components of the primary lateral load-resisting system over the building.

b) Shear Wall Structure

Shear Wall-Frame Systems (Dual Systems), The system consists of reinforced concrete frames interacting with reinforced concrete shear walls are adequate for resisting both the vertical and the horizontal loads acting on them.

c) Necessity of Shear Walls

Shear wall system has two distinct advantages over a frame system.

• It provides adequate strength to resist large lateral loads with-out excessive additional cost.
• It provides adequate stiffness to resist lateral displacements to permissible limits, thus reducing risk of non-structural damage.

d) Seismic Load

The seismic weight of building is the sum of seismic weight of all the floors [8]. The seismic weight of each floor is its full dead load plus appropriate amount of imposed load, the latter being that part of the imposed loads that may reasonably be expected to be attached to the structure at the time of earthquake shaking. Earthquake forces experienced by a building result from ground motions (accelerations) which are also fluctuating or dynamic in nature, in fact they reverse direction somewhat chaotically[2,3]. In theory and practice, the lateral force that a building experiences from an earthquake increases in direct proportion with the acceleration of ground motion at the building site and the mass of the building. As the ground accelerates back and forth during an earthquake it imparts back-and-forth (cyclic) forces to a building through its foundation which is forced to move with the ground [1].

e) Geo-Technical Consideration

The seismic motion that reaches a structure on the surface of the earth is influenced by local soil conditions. The subsurface soil layers underlying the building foundation may amplify the response of the building to earthquake motions originating in the bedrock.

Three soil types are considered here:

I. Hard - Those soils, which have an allowable bearing capacity of more than $10\mathrm{t}/\mathrm{m}2$ II. Medium - Those soils, which have an allowable bearing capacity less than or equal to $10\mathrm{t}/{\mathrm{m}}^2$

III. Soft - Those soils, which are liable to large differential settlement or liquefaction during an earthquake.

The allowable bearing pressure shall be determined in accordance with IS: 1888-1982 load test (Revision 1992).

II. METHODOLOGY

a) To understand and evaluation building structures and aims to the effect of Seismic load on column Forces in Different Type of RC Shear Walls in Concrete Frame Structures under Different Type of Soil Condition with seismic loading.

b) Modeling a $G+29$ story high building for five different cases [9-11].

c) Analyzing the building dynamic analysis using linear, i.e. Response Spectrum Analysis [1-3].

d) Analyzing the results and arriving at conclusions.

a) Dynamic Analysis

• Dynamic analysis may be executed to get the design seismic force, and its spread in different levels through the height of the building, and also various lateral load resisting element[1-2-3,8].

b) Response Spectrum Method

This method is executed to design spectrum, where as it is specified with a code for specific- site design can be used for a project site for the purposes of dynamic of steel and reinforce concrete buildings, the values of damping for building may be taken as 2 and 5 percent of the critical, respectively. response spectrum method is typically implemented in linear elastic procedures and also very much easier to use. This also called as or mode superposition method or model method, It also made on the idea of the superposition of responses given by the building through various modes of vibrations, each vibration modes is recorded as with its own particular deformed shape, with its own modal damping and its own frequency [7,8].

III. MODELING OF BUILDING

a) Details of the Building

A symmetrical building[15] of plan $38.5\mathrm{m}$ X $35.5\mathrm{m}$ located with location in high Seismic zone considered. Four bays of length $7.5\mathrm{m}$ & one bays of length $8.5\mathrm{m}$ along X - direction and four bays of length $7.5\mathrm{m}$ & one bays of length $5.5\mathrm{m}$ along Y - direction are provided. Shear is provided the center inner core of model building.

Struct I: G+29 story'shall building with Plus shape RC shear wall at the center of structure.

Struct II: G+29 story'stall building with Box shape RC shear wall at the center of structure.

Struct III: G+29 story'stall building with C- shape RC shear wall at the center of structure.

Struct IV: G+29 story'stall building with E- shape RC shear wall at the center of structure.

Struct V: G+29 story'stall building with I- shape RC shear wall at the center of structure.

b) Load Combinations

As per IS 1893 (Part 1): 2002 Clause no. 6.3.1.2, the following load cases have to be considered for analysis:

Earthquake load must be considered for $+\mathrm{X}$, $-\mathrm{X}$, $+\mathrm{Y}$ and $-\mathrm{Y}$ Directions [5-7].

c) The Building Details

Type of frame: Special RC moment resisting frame fixed at the base, Number of storeys: G+29, Floor height: 3.5 m, Depth of Slab: 225 mm, Size of beam: (300 × 600) mm, Size of column (exterior): (1250×1250) mm up to story five, Size of column (exterior): (900×900) mm Above story five, Size of column (interior): (1250×1250) mm up to story ten, Size of column (interior): (900×900) mm Above story ten, Live load on floor: 4 KN/m2, Floor finish: 2.5 KN/m2, Wall load: 25 KN/m, Grade of Concrete: M 50 concrete, Grade of Steel: Fe 500, Thickness of shear wall: 450 mm, Seismic zone: V, Important Factor: 1.5, Density of concrete: 25 KN/m3, Type of soil: Type I=Soft Soil, Type II=Medium Soil, Type III= Hard Soil, Response spectra: As per IS 1893(Part-1):2002, Damping of structure: 5 percent & All the analyses has been carried out as per the Indian Standard code books [4-8].

IV. RESULTS AND DISCUSSIONS

Parametric results in column forces such as column axial force, column moment, column shear force & column torsion with different load combination/load Cases such as 1.2 (DL+LL+EQXP), 1.2 (DL+LL+EQYP), 1.5 (DL+EQXP), 1.5 (DL+EQYP),

EQXP & EQYP in different type of soil conditions (soft, medium and hard) were considered, in this regard we compared all column forces in different type of soil condition of structures II, III, IV, V with structure I (plus shape shear wall), also compared forces in hard and medium soils with soft soil for all five structures.

Column Axial Force, P in Soft Soil					Struct I	Struct II	Struct III	Struct IV	Struct V
Story	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"P"	"P"	"P"	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0	-24171.0618	-24285.0493	-24629.8602	-24381.5444	-24398.1773
1ST	C34	67	1.2(DL+LL+EQXP)	1.45	-24103.093	-24217.0806	-24561.8915	-24313.5757	-24330.2086
1ST	C34	67	1.2(DL+LL+EQXP)	2.9	-24035.1243	-24149.1118	-24493.9227	-24245.6069	-24262.2398
1ST	C34	67	1.2(DL+LL+EQYP)	0	-23630.6382	-23276.1711	-23447.6424	-23345.1752	-23441.1649
1ST	C34	67	1.2(DL+LL+EQYP)	1.45	-23562.6694	-23208.2023	-23379.6736	-23277.2065	-23373.1961
1ST	C34	67	1.2(DL+LL+EQYP)	2.9	-23494.7007	-23140.2336	-23311.7049	-23209.2377	-23305.2274
Column Axial Force, P in Medium Soil
1ST	C34	67	1.2(DL+LL+EQXP)	0	-24937.4993	-25121.0698	-25571.6279	-25446.3503	-25240.6514
1ST	C34	67	1.2(DL+LL+EQXP)	1.45	-24869.5305	-25053.1011	-25503.6591	-25378.3816	-25172.6826
1ST	C34	67	1.2(DL+LL+EQXP)	2.9	-24801.5618	-24985.1323	-25435.6904	-25310.4128	-25104.7139
1ST	C34	67	1.2(DL+LL+EQYP)	0	-24202.5232	-23748.9954	-23963.8116	-23949.6572	-23939.1144
1ST	C34	67	1.2(DL+LL+EQYP)	1.45	-24134.5545	-23681.0267	-23895.8428	-23881.6884	-23871.1456
1ST	C34	67	1.2(DL+LL+EQYP)	2.9	-24066.5857	-23613.0579	-23827.8741	-23813.7197	-23803.1769
Column Axial Force, P in Hard Soil
1ST	C34	67	1.2(DL+LL+EQXP)	0	-25597.4871	-25840.9764	-26382.5944	-26235.5482	-25966.1151
1ST	C34	67	1.2(DL+LL+EQXP)	1.45	-25529.5184	-25773.0076	-26314.6257	-26167.5794	-25898.1464
1ST	C34	67	1.2(DL+LL+EQXP)	2.9	-25461.5496	-25705.0389	-26246.6569	-26099.6107	-25830.1776
1ST	C34	67	1.2(DL+LL+EQYP)	0	-24694.9798	-24156.1497	-24408.2906	-24397.697	-24367.9043
1ST	C34	67	1.2(DL+LL+EQYP)	1.45	-24627.011	-24088.181	-24340.3219	-24329.7283	-24299.9355
1ST	C34	67	1.2(DL+LL+EQYP)	2.9	-24559.0423	-24020.2122	-24272.3531	-24261.7595	-24231.9668

Column Moment, M in Soft Soil					Struct I	Struct I	Struct II	Struct II	Struct III	Struct IV	Struct IV	Struct V	Struct V
Sto ry	Colu mn	Uniq ue Name	Load Case/Com bo	Stati on m	"M2"	"M3"	"M2"	"M3"	"M2"	"M3"	"M2"	"M3"	"M3"
1S T	C34	67	1.2(DL+LL+ EQXP)	0	-244.01 18	979.47 15	-171.67 74	1061.1 112	-251.86 41	1421.2 435	-239.99 22	1271.7 973	-249.77 58	971.72 83
1S T	C34	67	1.2(DL+LL+ EQXP)	1.45	-146.26 84	805.69 93	-84.416 8	912.71 96	-151.39 27	1219.8 181	-142.18 6	1095.4 925	-150.87 48	826.99 06
1S T	C34	67	1.2(DL+LL+ EQXP)	2.9	-48.525 1	631.92 71	2.8438	764.32 8	-50.921 3	1018.3 927	-44.379 9	919.18 78	-51.973 8	682.25 29
1S T	C34	67	1.2(DL+LL+ EQYP)	0	1727.5 733	-24.707 5	1026.4 07	-134.63 53	1218.6 199	-173.18 54	-1153.6 344	-157.40 43	1174.9 664	-74.852 3
1S T	C34	67	1.2(DL+LL+ EQYP)	1.45	1393.6 416	-70.519 4	-893.97 23	-94.628	1027.4 053	-112.27 58	-974.88 51	-107.00 72	-954.74 75	-81.408 3
1S T	C34	67	1.2(DL+LL+ EQYP)	2.9	1059.7 1	-116.33 13	761.53 75	-54.620 7	836.19 07	-51.366 3	796.13 58	-56.610 1	734.52 87	-87.964 4
Column Moment, M in Medium Soil
1S T	C34	67	1.2(DL+LL+ EQXP)	0	-312.52 42	1329.5 266	-216.79	1461.8 423	-325.85 38	1958.0 803	-325.92 7	1862.7 469	-322.56 99	1328.7 543
1S T	C34	67	1.2(DL+LL+ EQXP)	1.45	-197.67 08	1112.7 719	-115.99 39	1264.1 942	-207.08 2	1683.6 228	-206.75 27	1610.8 77	-205.97 96	1142.9 081
1S T	C34	67	1.2(DL+LL+ EQXP)	2.9	-82.817 5	896.01 72	-15.197 8	1066.5 461	-88.310 2	1409.1 652	-87.578 5	1359.0 072	-89.389 3	957.06 19
1S T	C34	67	1.2(DL+LL+ EQYP)	0	2368.8 316	-36.156 8	1412.6 049	-164.37 29	1674.0 045	-210.34 29	1686.2 828	-200.78 17	1615.0 795	-94.595 2
1S T	C34	67	1.2(DL+LL+ EQYP)	1.45	1896.6 069	-78.885 5	1214.6 153	-105.79 85	1396.0 833	-128.02 5	1406.1 652	-125.34 18	1297.6 668	-92.514 4
1S T	C34	67	1.2(DL+LL+ EQYP)	2.9	1424.3 822	-121.61 42	1016.6 256	-47.224 2	1118.1 621	-45.707	1126.0 477	-49.901 9	980.25 41	-90.433 6
Column Moment, M in Hard Soil
1S T	C34	67	1.2(DL+LL+ EQXP)	0	-371.52 09	1630.9 629	-255.63 69	1806.9 164	-389.56 71	2420.3 565	-389.65 26	2300.9 465	-385.25 37	1636.1 935
1S T	C34	67	1.2(DL+LL+ EQXP)	1.45	-241.93 4	1377.1 956	-143.18 53	1566.8 529	-255.03 67	2083.0 102	-254.63 2	1993.0 377	-253.43 1	1414.9 482
1S T	C34	67	1.2(DL+LL+ EQXP)	2.9	-112.34 71	1123.4 282	-30.733 6	1326.7 894	-120.50 62	1745.6 638	-119.61 13	1685.1 289	-121.60 82	1193.7 03
1S T	C34	67	1.2(DL+LL+ EQYP)	0	2921.0 262	-46.015 9	1745.1 642	-189.98 02	2066.1 412	-242.33 97	2081.2 226	-232.94 53	1994.0 659	-111.59 61
1S T	C34	67	1.2(DL+LL+ EQYP)	1.45	2329.7 158	-86.089 7	1490.7 245	-115.41 76	1713.5 56	-141.58 67	-1725.9 364	-138.93 69	1592.9 584	-102.07 8
1S T	C34	67	1.2(DL+LL+ EQYP)	2.9	1738.4 055	-126.16 34	1236.2 848	-40.855	1360.9 708	-40.833 8	1370.6 502	-44.928 5	1191.8 51	-92.559 9

Column Shear, V in Soft Soil					Struct I	Struct I	Struct II	Struct II	Struct III	Struct III	Struct IV	Struct IV	Struct V	Struct V
Sto ry	Col umn	Uniq ue Name	Load Case/Combo	Stati on m	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"
1ST	C34	67	1.2(DL+LL+ EQXP)	0	119.8 429	- 67.40 92	102.3 39	- 60.17 98	138.9 141	- 69.29 06	121.5 895	- 67.45 25	99.81 91	- 68.20 76
1ST	C34	67	1.2(DL+LL+ EQXP)	1.45	119.8 429	- 67.40 92	102.3 39	- 60.17 98	138.9 141	- 69.29 06	121.5 895	- 67.45 25	99.81 91	- 68.20 76
1ST	C34	67	1.2(DL+LL+ EQXP)	2.9	119.8 429	- 67.40 92	102.3 39	- 60.17 98	138.9 141	- 69.29 06	121.5 895	- 67.45 25	99.81 91	- 68.20 76
1ST	C34	67	1.2(DL+LL+ EQYP)	0	31.59 44	230.2 977	- 27.59 12	91.33 43	- 42.00 66	131.8 722	- 34.75 66	123.2 754	4.521 4	151.8 751
1ST	C34	67	1.2(DL+LL+ EQYP)	1.45	31.59 44	230.2 977	- 27.59 12	91.33 43	- 42.00 66	131.8 722	- 34.75 66	123.2 754	4.521 4	151.8 7511
1ST	C34	67	1.2(DL+LL+ EQYP)	2.9	31.59 44	230.2 977	- 27.59 12	91.33 43	- 42.00 66	131.8 722	- 34.75 66	123.2 754	4.521 4	151.8 7515
Column Shear, V in Medium Soil
1ST	C34	67	1.2(DL+LL+ EQXP)	0	149.4 86	- 79.20 92	136.3 091	- 69.51 45	189.2 811	- 81.91 16	173.7 034	- 82.18 92	128.1 698	- 80.40 71
1ST	C34	67	1.2(DL+LL+ EQXP)	1.45	149.4 86	- 79.20 92	136.3 091	- 69.51 45	189.2 811	- 81.91 16	173.7 034	- 82.18 92	128.1 698	- 80. 40 71
1ST	C34	67	1.2(DL+LL+ EQXP)	2.9	149.4 86	- 79.20 92	136.3 091	- 69.51 45	189.2 811	- 81.91 16	173.7 034	- 82.18 92	128.1 698	- 80. $40$ 71
1ST	C34	67	1.2(DL+LL+ EQYP)	0	29.46 81	325.6 722	- 40.39 61	136.5 446	- 56.77 1	191.6 698	- 52.02 75	193.1 845	-1.435	218.9 053
1ST	C34	67	1.2(DL+LL+ EQYP)	1.45	29.46 81	325.6 722	- 40.39 61	136.5 446	- 56.77 1	191.6 698	- 52.02 75	193.1 845	-1.435	218.9 053

Column Torsion, T in Soft Soil					Struct I	Struct II	Struct III	Struct IV	Struct V
Story	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"T"	"T"	"T"	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0	-41.6175	-29.3334	-44.901	-42.3525	-43.8436
1ST	C34	67	1.2(DL+LL+EQXP)	1.45	-41.6175	-29.3334	-44.901	-42.3525	-43.8436
1ST	C34	67	1.2(DL+LL+EQXP)	2.9	-41.6175	-29.3334	-44.901	-42.3525	-43.8436
1ST	C34	67	1.2(DL+LL+EQYP)	0	45.3145	31.9525	48.8724	46.1375	48.5638
1ST	C34	67	1.2(DL+LL+EQYP)	1.45	45.3145	31.9525	48.8724	46.1375	48.5638
1ST	C34	67	1.2(DL+LL+EQYP)	2.9	45.3145	31.9525	48.8724	46.1375	48.5638
Column Torsion, T in Medium Soil
1ST	C34	67	1.2(DL+LL+EQXP)	0	-56.5981	-39.8539	-61.0208	-61.1008	-59.584
1ST	C34	67	1.2(DL+LL+EQXP)	1.45	-56.5981	-39.8539	-61.0208	-61.1008	-59.584
1ST	C34	67	1.2(DL+LL+EQXP)	2.9	-56.5981	-39.8539	-61.0208	-61.1008	-59.584
1ST	C34	67	1.2(DL+LL+EQYP)	0	61.6294	43.4949	66.5111	66.66	66.09
1ST	C34	67	1.2(DL+LL+EQYP)	1.45	61.6294	43.4949	66.5111	66.66	66.09
1ST	C34	67	1.2(DL+LL+EQYP)	2.9	61.6294	43.4949	66.5111	66.66	66.09
Column Torsion, T in Hard Soil
1ST	C34	67	1.2(DL+LL+EQXP)	0	-69.4981	-48.9132	-74.9017	-75.004	-73.1383
1ST	C34	67	1.2(DL+LL+EQXP)	1.45	-69.4981	-48.9132	-74.9017	-75.004	-73.1383
1ST	C34	67	1.2(DL+LL+EQXP)	2.9	-69.4981	-48.9132	-74.9017	-75.004	-73.1383
1ST	C34	67	1.2(DL+LL+EQYP)	0	75.6784	53.4342	81.6999	81.8788	81.182
1ST	C34	67	1.2(DL+LL+EQYP)	1.45	75.6784	53.4342	81.6999	81.8788	81.182
1ST	C34	67	1.2(DL+LL+EQYP)	2.9	75.6784	53.4342	81.6999	81.8788	81.182

Column Axial Force, Pin Soft Soil					Struct I	Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station'm	"P"	"P"	"P"	"P"	"P"
1ST	C34	67	1.5(DL+EQXP)	0	-25183.8699	-25355.396	-25767.3656	-25468.0736	-25450.8356
1ST	C34	67	1.5(DL+EQXP)	1.45	-25098.9089	-25270.435	-25682.4047	-25383.1127	-25365.8747
1ST	C34	67	1.5(DL+EQXP)	2.9	-25013.948	-25185.4741	-25597.4437	-25298.1518	-25280.9137
1ST	C34	67	1.5(DL+EQYP)	0	-24508.3404	-24094.2982	-24289.5933	-24172.6121	-24254.57
1ST	C34	67	1.5(DL+EQYP)	1.45	-24423.3794	-24009.3372	-24204.6324	-24087.6512	-24169.6091
1ST	C34	67	1.5(DL+EQYP)	2.9	-24338.4185	-23924.3763	-24119.6714	-24002.6903	-24084.6481
Column Axial Force, P in Medium Soil
1ST	C34	67	1.5(DL+EQXP)	0	-26141.9168	-26400.4216	-26944.5752	-26799.081	-26503.9282
1ST	C34	67	1.5(DL+EQXP)	1.45	-26056.9558	-26315.4607	-26859.6142	-26714.1201	-26418.9672
1ST	C34	67	1.5(DL+EQXP)	2.9	-25971.9949	-26230.4998	-26774.6533	-26629.1591	-26334.0063
1ST	C34	67	1.5(DL+EQYP)	0	-25223.1967	-24685.3286	-24934.8048	-24928.2146	-24877.0069
1ST	C34	67	1.5(DL+EQYP)	1.45	-25138.2357	-24600.3677	-24849.8439	-24843.2537	-24792.046
1ST	C34	67	1.5(DL+EQYP)	2.9	-25053.2748	-24515.4068	-24764.8829	-24758.2927	-24707.0851
Column Axial Force, P in Hard Soil
1ST	C34	67	1.5(DL+EQXP)	0	-26966.9016	-27300.3048	-27958.2834	-27785.5783	-27410.7578
1ST	C34	67	1.5(DL+EQXP)	1.45	-26881.9407	-27215.3439	-27873.3224	-27700.6174	-27325.7969
1ST	C34	67	1.5(DL+EQXP)	2.9	-26796.9797	-27130.383	-27788.3615	-27615.6564	-27240.836
1ST	C34	67	1.5(DL+EQYP)	0	-25838.7674	-25194.2715	-25490.4036	-25488.2644	-25412.9943
1ST	C34	67	1.5(DL+EQYP)	1.45	-25753.8064	-25109.3106	-25405.4426	-25403.3035	-25328.0334
1ST	C34	67	1.5(DL+EQYP)	2.9	-25668.8455	-25024.3496	-25320.4817	-25318.3425	-25243.0724

Column Moment, M in Soft Soil				Struct I	Struct I	Struct II	Struct II	Struct III	Struct III	Struct IV	Struct IV	Struct V	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"M2"	"M3"	"M2"	"M3"	"M2"	"M3"	"M2"	"M3"	"M3"
1ST	C34	67	1.5(DL+ EQXP)	0	-300.97 13	1225.7 47	-213.58	1343.4 34	-313.8 242	1800.2 079	-298.97 71	1609.5 397	-311.21 44
1ST	C34	67	1.5(DL+ EQXP)	1.45	-185.76 63	1027.6 976	-111.24 83	1165.8 496	-194.9 693	1551.5 389	-183.46 03	1395.0 708	-194.32 03
1ST	C34	67	1.5(DL+ EQXP)	2.9	-70.561 4	829.64 82	-8.9167	988.26 53	-76.11 45	1302.8 699	-67.943 6	1180.6 019	-77.426 3
1ST	C34	67	1.5(DL+ EQYP)	0	2163.5 101	-29.476 6	1284.0 256	-151.24 91	1524. 2808	-192.82 82	1443.0 562	-176.96 23	1469.7 135
1ST	C34	67	1.5(DL+ EQYP)	1.45	1739.1 213	-67.575 7	1111.7 38	-93.334 9	1278. 5282	-113.57 85	1212.8 786	-108.05 39	-84.300 4
1ST	C34	67	1.5(DL+ EQYP)	2.9	1314.7 324	-105.67 48	-939.45 04	-35.420 6	1032. 7756	-34.328 8	982.70 11	-39.145 4	-905.70 18
Column Moment, M in Medium Soil
1ST	C34	67	1.5(DL+ EQXP)	0	-386.6 118	1663.3 159	-269.97 07	1844. 3479	-406.31 13	2471.2 54	-406.39 56	2348.2 268	-402.20 7
1ST	C34	67	1.5(DL+ EQXP)	1.45	-250.0 193	1411.5 384	-150.71 97	1605. 1929	-264.58 1	2131.2 948	-264.16 87	2039.3 015	-263.20 13
1ST	C34	67	1.5(DL+ EQXP)	2.9	-113.4 269	1159.7 609	-31.468 7	1366. 0378	-122.85 06	1791.3 356	-121.94 18	1730.3 762	-1226.4 4
1ST	C34	67	1.5(DL+ EQYP)	0	2965. 0829	-43.788 3	1766.7 729	-188.4 211	2093.5 115	-239.27 51	-2108.8 666	-231.18 4	-113.43 67
1ST	C34	67	1.5(DL+ EQYP)	1.45	2367. 8278	-78.033 4	1512.5 417	-107.2 981	1739.3 757	-133.26 49	-1751.9 788	-130.97 2	-98.183
1ST	C34	67	1.5(DL+ EQYP)	2.9	1770. 5727	-112.27 85	1258.3 105	-26.17 5	1385.2 398	-27.254 7	1395.0 909	-30.760 1	-82.929 4
Column Moment, M in Hard Soil
1ST	C34	67	1.5(DL+ EQXP)	0	-460.3 577	2040.1 114	-318.52 93	2275. 6905	-485.95 3	3049.0 992	-486.05 26	2895.9 762	-480.56 17
1ST	C34	67	1.5(DL+ EQXP)	1.45	-305.3 483	1742.0 68	-184.70 89	1983. 5162	-324.52 43	2630.5 29	-324.01 77	2517.0 023	-322.51 55
1ST	C34	67	1.5(DL+ EQXP)	2.9	-150.3 389	1444.0 245	-50.888 5	1691. 342	-163.09 56	-2211.9 588	-161.98 28	-2138.0 283	-164.46 93
1ST	C34	67	1.5(DL+ EQYP)	0	3655. 3261	-56.112 2	2182.4 72	-220.4 303	2583.6 823	-279.27 11	2602.5 414	-271.38 85	-134.68 77
1ST	C34	67	1.5(DL+ EQYP)	1.45	2909. 214	-87.038 6	1857.6 783	-119.3 219	2136.2 165	-150.21 71	2151.6 928	-147.96 59	-110.13 75
1ST	C34	67	1.5(DL+ EQYP)	2.9	2163. 1019	-117.96 5	1532.8 845	-18.21 35	1688.7 508	-21.163 2	1700.8 441	-24.543 4	-85.587 3

Column Shear, V in Soft Soil					Struct I	Struct I	Struct II	Struct II	Struct III	Struct IV	Struct IV	Struct V	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"	"V2"
1ST	C34	67	1.5(DL+ EQXP)	0	136.58 58	- 79.45 17	122.47 2	- 70.573 6	171.49 59	- 81.968 9	147.90 96	- 79.666 7	- 116.04 79
1ST	C34	67	1.5(DL+ EQXP)	1.45	136.58 58	- 79.45 17	122.47 2	- 70.573 6	171.49 59	- 81.968 9	147.90 96	- 79.666 7	- 116.04 79
1st	C34	67	1.5(DL+ EQXP)	2.9	136.58 58	- 79.45 17	122.47 2	- 70.573 6	171.49 59	- 81.968 9	147.90 96	- 79.666 7	- 116.04 79
1sT	C34	67	1.5(DL+ EQYP)	0	26.275 2	292.6 819	- 39.940 9	118.81 9	- 54.654 9	169.48 46	- 47.523 1	158.74 31	- 3.0742
1ST	C34	67	1.5(DL+ EQYP)	1.45	26.275 2	292.6 819	- 39.940 9	118.81 9	- 54.654 9	169.48 46	- 47.523 1	158.74 31	- 3.0742
1ST	C34		1.5(DL+ EQYP)	2.9	26.275 2	292.6 819	- 39.940 9	118.81 9	- 54.654 9	169.48 46	- 47.523 1	158.74 31	- 3.0742
Column Shear, V in Medium Soil
1ST	C34	67	1.5(DL+ EQXP)	0	173.63 97	- 94.201 7	164.93 45	- 82.242 1	234.45 46	- 97.745 1	213.05 19	- 98.087 5	- 151.48 63
1ST	C34	67	1.5(DL+ EQXP)	1.45	173.63 97	- 94.201 7	164.93 45	- 82.242 1	234.45 46	- 97.745 1	213.05 19	- 98.087 5	- 151.48 63
lST	C34	67	1.5(DL+ EQXP)	2.9	173.63 97	- 94.201 7	164.93 45	- 82.242 1	234.45 46	- 97.745 1	213.05 19	- 98.087 5	- 151.48 63
IST	C34	67	1.5(DL+ EQYP)	0	23.617 3	411.90 01	- 55.946 9	175.33 19	- 73.110 5	244.23 16	- 69.111 7	246.12 96	- 10.519 7
1ST	C34	67	1.5(DL+ EQYP)	1.45	23.617 3	411.90 01	- 55.946 9	175.33 19	- 73.110 5	244.23 16	- 69.111 7	246.12 96	- 10.519 7
1ST	c34	67	1.5(DL+ EQYP)	2.9	23.617 3	411.90 01	- 55.946 9	175.33 19	- 73.110 5	244.23 16	- 69.111 7	246.12 96	- 10.519 7
Column Shear, V in Hard Soil
1ST	C34	67	1.5(DL+ EQXP)	0	205.54 72	- 106.90 31	201.49 95	- 92.289 9	288.66 91	- 111.33 02	261.36 13	- 111.74 82	- 182.00 27
1ST	C34	67	1.5(DL+ EQXP)	1.45	205.54 72	- 106.90 31	201.49 95	- 92.289 9	288.66 91	- 111.33 02	261.36 13	- 111.74 82	- 182.00 27'
1ST	C34	67	1.5(DL+ EQXP)	2.9	205.54 72	- 106.90 31	201.49 95	- 92.289 9	288.66 91	- 111.33 02	261.36 13	- 111.74 82	- 182.00 27'
1ST	C34	67	1.5(DL+ EQYP)	0	21.328 5	514.56 01	- 69.729 9	223.99 57	- 89.002 7	308.59 71	- 85.119	310.93 01	- 16.931 2
1ST	C34	67	1.5(DL+ EQYP)	1.45	21.328 5	514.56 01	- 69.729 9	223.99 57	- 89.002 7	308.59 71	- 85.119	310.93 01	- 16.931 2
1ST	C3A	67	1.5(DL+ EQYP)	2.9	21.328 5	514.56 01	- 69.729 9	223.99 57	- 89.002 7	308.59 71	- 85.119	310.93 01	- 16.931 2

Column Torsion, T in Soft Soil					Struct I	Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station'm	"T"	"T"	"T"	"T"	"T"
1ST	C34	67	1.5(DL+EQXP)	0	-52.0172	-36.6355	-56.0881	-52.909	-54.7871
1ST	C34	67	1.5(DL+EQXP)	1.45	-52.0172	-36.6355	-56.0881	-52.909	-54.7871
1ST	C34	67	1.5(DL+EQXP)	2.9	-52.0172	-36.6355	-56.0881	-52.909	-54.7871
1ST	C34	67	1.5(DL+EQYP)	0	56.6478	39.9718	61.1286	57.7035	60.7221
1ST	C34	67	1.5(DL+EQYP)	1.45	56.6478	39.9718	61.1286	57.7035	60.7221
1ST	C34	67	1.5(DL+EQYP)	2.9	56.6478	39.9718	61.1286	57.7035	60.7221
Column Torsion, T in Medium Soil
1ST	C34	67	1.5(DL+EQXP)	0	-70.743	-49.7861	-76.2378	-76.3444	-74.4626
1ST	C34	67	1.5(DL+EQXP)	1.45	-70.743	-49.7861	-76.2378	-76.3444	-74.4626
1ST	C34	67	1.5(DL+EQXP)	2.9	-70.743	-49.7861	-76.2378	-76.3444	-74.4626
1ST	C34	67	1.5(DL+EQYP)	0	77.0414	54.3999	83.1769	83.3566	82.6299
1ST	C34	67	1.5(DL+EQYP)	1.45	77.0414	54.3999	83.1769	83.3566	82.6299
1ST	C34	67	1.5(DL+EQYP)	2.9	77.0414	54.3999	83.1769	83.3566	82.6299
Column Torsion, T in Hard Soil
1ST	C34	67	1.5(DL+EQXP)	0	-86.8679	-61.1102	-93.589	-93.7234	-91.4055
1ST	C34	67	1.5(DL+EQXP)	1.45	-86.8679	-61.1102	-93.589	-93.7234	-91.4055
1ST	C34	67	1.5(DL+EQXP)	2.9	-86.8679	-61.1102	-93.589	-93.7234	-91.4055
1ST	C34	67	1.5(DL+EQYP)	0	94.6026	66.824	102.1629	102.3801	101.4949
1ST	C34	67	1.5(DL+EQYP)	1.45	94.6026	66.824	102.1629	102.3801	101.4949
1ST	C34	67	1.5(DL+EQYP)	2.9	94.6026	66.824	102.1629	102.3801	101.4949

Column Axial Force, P in Soft Soil					Struct I	Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station)m	"P"	"P"	"P"	"P"	"P"
1ST	C34	67	EQXP	0	-1774.1609	-1935.2327	-2180.0176	-1997.9011	-1950.1714
1ST	C34	67	EQXP	1.45	-1774.1609	-1935.2327	-2180.0176	-1997.9011	-1950.1714
1ST	C34	67	EQXP	2.9	-1774.1609	-1935.2327	-2180.0176	-1997.9011	-1950.1714
1ST	C34	67	EQYP	0	-1323.8079	-1094.5008	-1194.8361	-1134.2601	-1152.661
1ST	C34	67	EQYP	1.45	-1323.8079	-1094.5008	-1194.8361	-1134.2601	-1152.661
1ST	C34	67	EQYP	2.9	-1323.8079	-1094.5008	-1194.8361	-1134.2601	-1152.661
Column Axial Force, P in Medium Soil
1ST	C34	67	EQXP	0	-2412.8589	-2631.9165	-2964.824	-2885.2394	-2652.2331
1ST	C34	67	EQXP	1.45	-2412.8589	-2631.9165	-2964.824	-2885.2394	-2652.2331
1ST	C34	67	EQXP	2.9	-2412.8589	-2631.9165	-2964.824	-2885.2394	-2652.2331
1ST	C34	67	EQYP	0	-1800.3788	-1488.5211	-1624.9771	-1637.9951	-1567.6189
1ST	C34	67	EQYP	1.45	-1800.3788	-1488.5211	-1624.9771	-1637.9951	-1567.6189
1ST	C34	67	EQYP	2.9	-1800.3788	-1488.5211	-1624.9771	-1637.9951	-1567.6189
Column Axial Force, P in Hard Soil
1ST	C34	67	EQXP	0	-2962.8488	-3231.8386	-3640.6295	-3542.9042	-3256.7862
1ST	C34	67	EQXP	1.45	-2962.8488	-3231.8386	-3640.6295	-3542.9042	-3256.7862
1ST	C34	67	EQXP	2.9	-2962.8488	-3231.8386	-3640.6295	-3542.9042	-3256.7862
1ST	C34	67	EQYP	0	-2210.7593	-1827.8164	-1995.3763	-2011.3616	-1924.9438
1ST	C34	67	EQYP	1.45	-2210.7593	-1827.8164	-1995.3763	-2011.3616	-1924.9438
1ST	C34	67	EQYP	2.9	-2210.7593	-1827.8164	-1995.3763	-2011.3616	-1924.9438

Column Moment, M in Soft Soil					Struct I	Struct I	Struct II	Struct II	Struct III	Struct III	Struct IV	Struct IV	Struct V	Struc t V
"Story"	"Column"	"Unique- Name"	"Load Case- Combo"	"Station"m	"M2"	"M3"	"M2"	"M3"	"M2"	"M3"	"M2"	"M3"	"M2"	"M3"
1ST	C34	67	EQXP	0	-158.5935	810.312 8	- 104.427 2	927.618 4	- 171.27 25	1242.67 79	- 161.363	1109. 5618	- 168.5 048	826.4 492
1ST	C34	67	EQXP	1.45	-118.987	710.816 2	- 73.0951	813.598 6	- 128.91 04	1073.62 19	- 121.236 7	967.6 594	- 127.5 574	731.2 906
1ST	C34	67	EQXP	2.9	-79.3805	611.319 7	-41.763	699.578 8	- 86.548 4	904.566	- 81.1104	825.7 569	- 86.60 99	636.1 319
1ST	C34	67	EQYP	0	1484.394 1	-26.503	893.976 6	-68.837	1054.1 309	- 86.0128	999.992 5	- 81.43 95	1018. 7804	- 45.70 12
1ST	C34	67	EQYP	1.45	1164.271 4	-19.366	742.229 1	- 25.8578	- 36.4563	- 36.4563	- 34.42 38	- 793.7 946	- 25.70 85
1ST	C34	67	EQYP	2.9	844.1487	-12.229	590.481 7	17.1215	652.71 16	13.1002	619.319 3	12.59 2	568.8 088	- 5.715 8
Column Moment, M in Medium Soil
1ST	C34	67	EQXP	0	- 215.6871	1102.02 54	- 142.020 9	1261.56 1	- 232.93 06	1690.04 19	- 232.975 4	1602.0 199	- 229.16 66	1123.971
1ST	C34	67	EQXP	1.45	- 161.8223	966.710 1	- 99.4093	1106.49 41	- 175.31 82	1460.12 58	- 175.042 3	1397.1 465	- 173.47 8	994. 5552
1ST	C34	67	EQXP	2.9	- 107.9575	831.394 8	- 56.7977	951.427 1	- 117.70 58	1230.20 98	- 117.109 3	1192.2 73	- 117.78 95	865. 1394
1ST	C34	67	EQYP	0	2018.776	- 36.0441	1215.80 81	- 93.6183	1433.6 18	- 116.977 5	1443.86 61	- 117.58 73	1385.5 413	- 62.1 537
1ST	C34	67	EQYP	1.45	1583.409 1	- 26.3378	1009.43 16	- 35.1666	1160.6 529	- 49.5806	- 49.702 6	- 49.702 5	1079.5 607	- 34.9 636
1ST	C34	67	EQYP	2.9	1148.042 2	- 16.6314	803.055 1	23.2852	887.68 78	17.8162	894.245 9	18.182 2	773.58	- 7.77 35
Column Moment, M in Hard Soil
1ST	C34	67	EQXP	0	- 264.8511	1353.22 23	- 174.393 4	1549.12 27	- 286.02 51	2075.27 21	-286.08	1967.1 862	- 281.40 31	1380.170 2
1ST	C34	67	EQXP	1.45	- 198.7083	1187.06 31	- 122.068 8	1358.70 96	- 215.28 04	1792.94 86	- 214.941 7	1715.6 137	- 213.02 08	1221.255 3
1ST	C34	67	EQXP	2.9	- 132.5655	1020.90 39	- 69.7443	1168.29 65	- 144.53 58	1510.62 52	- 143.803 3	1464.0 411	- 144.63 86	1062.340 3
1ST	C34	67	EQYP	0	2478.938 1	-44.26	1492.94 09	- 114.957 8	1760.3 985	- 143,641 4	1772.98 27	- 144.39 03	1701.3 633	- 76.3 21
1ST	C34	67	EQYP	1.45	1944.333 2	- 32.3412	1239.52 26	- 43.1825	1425.2 135	- 60.8821	1435.53 2	- 61.031 8	1325.6 37	- 42.9 332
1ST	C34	67	EQYP	2.9	1409.728 3	- 20.4224	986.104 4	28.5929	1090.0 284	21.8773	1098.08 13	22.326 7	949.91 07	- 9.54 54

Column Shear, V in Soft Soil					Struct I	Struct I	Struct II	Struct II	Struct III	Struct III	Struct IV	Struct IV	Struct V	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station'm	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"	"V2"	"V3"
1ST	C34	67	EQXP	0	68.6183	-27.3148	78.6344	-21.6083	116.590 3	-29.2152	97.8638	-27.6733	65.62 67	-28.2396
1ST	C34	67	EQXP	1.45	68.6183	-27.3148	78.6344	-21.6083	116.590 3	-29.2152	97.8638	-27.6733	65.62 67	-28.2396
1ST	C34	66	EQXP	2.9	68.6183	-27.3148	78.6344	-21.6083	116.590 3	-29.2152	97.8638	-27.6733	65.62 67	-28.2396
1ST	C34	65	EQYP	0	-4.9221	220.774 3	-29.6409	104.653 4	-34.1769	138.420 4	-32.4246	131.2666	-13.78 81	155.162 6
1ST	C34	67	EQYP	1.45	-4.9221	220.774 3	-29.6409	104.653 4	-34.1769	138.420 4	-32.4246	131.2666	-13.78 81	155.162 6
1ST C34	67	EQYP	2.9	-4.9221	220.774 3	-29.6409	104.653 4	-34.1769	138.420 4	-32.4246	131.2666	-13.78 81	155.162 6
Column Shear, V in Medium Soil
1ST	C34	67	EQXP	0	93.3209	-37.1481	106.942 7	-29.3873	158.562 8	-39.7327	141.292	-39.9538	89.2523	-38.4059
1ST	C34	67	EQXP	1.45	93.3209	-37.1481	106.942 7	-29.3873	158.562 8	-39.7327	141.292	-39.9538	89.2523	-38.4059
1ST	C34	C7	EQXP	2.9	93.3209	-37.1481	106.942 7	-29.3873	158.562 8	-39.7327	141.292	-39.9538	89.2523	-38.4059
1ST	C34	B7	EQYP	0	-6.694	300.253	-40.3116	142.328 6	-46.4806	188.251 8	-46.8171	189.524 2	-18.7518	211.021 2
1ST	C34	67	EQYP	1.45	-6.694	300.253	-40.3116	142.328 6	-46.4806	188.251 8	-46.8171	189.524 2	-18.7518	211.021 2
1ST	C33	67	EQYP	2.9	-6.694	300.253	-40.3116	142.328 6	-46.4806	188.251 8	-46.8171	189.524 2	-18.7518	211.021 2
Column Shear, V in Hard Soil
1ST	C34	67	EQXP	0	114.592 6	-45.6157	131.319 4	-36.0859	194.705 8	-48.7894	173.498 3	-49.0609	109.596 5	-47.1602
1ST	C34	67	EQXP	1.45	114.592 6	-45.6157	131.319 4	-36.0859	194.705 8	-48.7894	173.498 3	-49.0609	109.596 5	-47.1602
1 ST	C34	67	EQXP	2.9	114.592 6	-45.6157	131.319 4	-36.0859	194.705 8	-48.7894	173.498 3	-49.0609	109.596 5	-47.1602
1(ST)	C34	67	EQYP	0	-8.2199	368.693	-49.5002	174.771 2	-57.0754	231.162 1	-57.4886	232.724 6	-23.0261	259.121 6
1ST	C34	67	EQYP	1.45	-8.2199	368.693	-49.5002	174.771 2	-57.0754	231.162 1	-57.4886	232.724 6	-23.0261	259.121 6
1ST	C 34	67	EQYP	2.9	-8.2199	368.693	-49.5002	174.771 2	-57.0754	231.162 1	-57.4886	232.724 6	-23.0261	259.121 6

Column Torsion, T in Soft Soil					Struct I	Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station'm	"T"	"T"	"T"	"T"	"T"
1ST	C34	67	EQXP	0	-34.6774	-24.353	-37.3143	-35.2051	-36.4362
1ST	C34	67	EQXP	1.45	-34.6774	-24.353	-37.3143	-35.2051	-36.4362
1ST	C34	67	EQXP	2.9	-34.6774	-24.353	-37.3143	-35.2051	-36.4362
1ST	C34	67	EQYP	0	37.766	26.7186	40.8301	38.5365	40.5699
1ST	C34	67	EQYP	1.45	37.766	26.7186	40.8301	38.5365	40.5699
1ST	C34	67	EQYP	2.9	37.766	26.7186	40.8301	38.5365	40.5699
Column Torsion, T in Medium Soil
1ST	C34	67	EQXP	0	-47.1612	-33.12	-50.7475	-50.8287	-49.5533
1ST	C34	67	EQXP	1.45	-47.1612	-33.12	-50.7475	-50.8287	-49.5533
1ST	C34	67	EQXP	2.9	-47.1612	-33.12	-50.7475	-50.8287	-49.5533
1ST	C34	67	EQYP	0	51.3617	36.3373	55.529	55.6386	55.1751
1ST	C34	67	EQYP	1.45	51.3617	36.3373	55.529	55.6386	55.1751
1ST	C34	67	EQYP	2.9	51.3617	36.3373	55.529	55.6386	55.1751
Column Torsion, T in Hard Soil
1ST	C34	67	EQXP	0	-57.9112	-40.6695	-62.315	-62.4147	-60.8485
1ST	C34	67	EQXP	1.45	-57.9112	-40.6695	-62.315	-62.4147	-60.8485
1ST	C34	67	EQXP	2.9	-57.9112	-40.6695	-62.315	-62.4147	-60.8485
1ST	C34	67	EQYP	0	63.0692	44.62	68.1863	68.321	67.7517
1ST	C34	67	EQYP	1.45	63.0692	44.62	68.1863	68.321	67.7517
1ST	C34	67	EQYP	2.9	63.0692	44.62	68.1863	68.321	67.7517

Modal Load Participation Ratios			Struct I	Struct I	Struct II	Struct II	Struct III	Struct III	Struct IV	Struct IV	Struct V	Struct V
"Case"	"Item Type"	"Item"	"Static"	"Dynamic"	"Static"	"Dynamic"	"Static"	"Dynamic"	"Static"	"Dynamic"	"Static"	"Dynamic"
			%	%	%	%	%	%	%	%	%	%
Modal	Acceleration	UX	99.82	86.71	99.99	94.7	99.98	94.59	99.99	94.54	99.97	91.54
Modal	Acceleration	UY	99.79	87.46	99.98	91.46	99.97	91.85	99.97	91.83	99.97	92.51
Modal	Acceleration	UZ	0	0	0	0	0	0	0	0	0	0

Modal Load Participation Ratios			Struct I	Struct I	Struct II	Struct II	Struct III	Struct III	Struct IV	Struct IV	Struct V	Struct V
"Case"	"Item Type"	"Item"	"Static"	"Dynamic"	"Static"	"Dynamic"	"Static"	"Dynamic"	"Static"	"Dynamic"	"Static"	"Dynamic"
			%	%	%	%	%	%	%	%	%	%
Modal	Acceleration	UX	99.82	86.71	99.99	94.7	99.98	94.59	99.99	94.54	99.97	91.54
Modal	Acceleration	UY	99.79	87.46	99.98	91.46	99.97	91.85	99.97	91.83	99.97	92.51
Modal	Acceleration	UZ	0	0	0	0	0	0	0	0	0	0

Graph 1: Modal Load Participation Ratios of Structures

Struct I				Struct II		Struct III		Struct IV		Struct V
Case	Mode	Period	Frequency	Period	Frequency	Period	Frequency	Period	Frequency	Period	Frequency
		sec	cyc/sec	sec	cyc/sec	sec	cyc/sec	sec	cyc/sec	sec	cyc/sec
Modal	1	6.298	0.159	5.785	0.173	6.415	0.156	6.375	0.157	6.382	0.157
Modal	2	6.248	0.16	5.606	0.178	6.32	0.158	6.21	0.161	5.694	0.176
Modal	3	5.545	0.18	4.684	0.213	5.767	0.173	5.792	0.173	5.642	0.177
Modal	4	2.062	0.485	1.701	0.588	2.114	0.473	2.102	0.476	2.088	0.479
Modal	5	1.952	0.512	1.547	0.646	1.958	0.511	1.901	0.526	1.565	0.639
Modal	6	1.603	0.624	1.475	0.678	1.568	0.638	1.575	0.635	1.524	0.656
Modal	7	1.191	0.84	0.9	1.112	1.219	0.82	1.212	0.825	1.19	0.84
Modal	8	1.027	0.974	0.838	1.193	1.028	0.972	0.983	1.017	0.791	1.264
Modal	9	0.803	1.245	0.645	1.551	0.82	1.22	0.815	1.226	0.711	1.406
Modal	10	0.782	1.279	0.613	1.632	0.711	1.406	0.714	1.401	0.703	1.423
Modal	11	0.645	1.55	0.5	2.002	0.641	1.56	0.604	1.656	0.565	1.769
Modal	12	0.581	1.72	0.45	2.222	0.592	1.689	0.589	1.697	0.423	2.363

Graph 2: Modal Periods and Frequencies

Graph 3: Modal Frequencies

Column axial forces "P"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case- Combo"	"Station"m	"P"	"P"	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	0%	2%	1%	1%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-2%	-1%	-1%	-1%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	1%	2%	1%	1%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-2%	-1%	-1%	-1%
1ST	C34	67	EQXP	0,1.45,2.9	8%	19%	11%	9%
1ST	C34	67	EQYP	0,1.45,2.9	-21%	-11%	-17%	-15%
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"P"	"P"	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	1%	2%	2%	1%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-2%	-1%	-1%	-1%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	1%	3%	2%	1%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-2%	-1%	-1%	-1%
1ST	C34	67	EQXP	0,1.45,2.9	8%	19%	16%	9%
1ST	C34	67	EQYP	0,1.45,2.9	-21%	-11%	-10%	-15%

Column axial forces "P"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"P"	"P"	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	1%	3%	2%	1%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-2%	-1%	-1%	-1%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	1%	4%	3%	2%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-3%	-1%	-1%	-2%
1ST	C34	67	EQXP	0,1.45,2.9	8%	19%	16%	9%
1ST	C34	67	EQYP	0,1.45,2.9	-21%	-11%	-10%	-15%

Column moment forces "M"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"M"	"M"	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	564%	4%	-5%	4%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-54%	-35%	-42%	-46%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	-54%	4%	-1%	4%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-62%	-39%	-47%	-47%
1ST	C34	67	EQXP	0,1.45,2.9	0%	45%	41%	44%
1ST	C34	67	EQYP	0,1.45,2.9	0%	13%	8%	5%

Column moment forces "M"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"M"	"M"	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	-187%	5%	5%	5%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-55%	-35%	-34%	-46%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	-55%	5%	5%	4%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-62%	-39%	-38%	-47%
1ST	C34	67	EQXP	0,1.45,2.9	0%	45%	45%	44%
1ST	C34	67	EQYP	0,1.45,2.9	0%	13%	13%	5%
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"M"	"M"	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	-127%	6%	5%	5%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-55%	-35%	-34%	-46%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	-55%	6%	6%	5%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-62%	-39%	-38%	-47%
1ST	C34	67	EQXP	0,1.45,2.9	0%	45%	45%	44%
1ST	C34	67	EQYP	0,1.45,2.9	0%	13%	13%	5%

Column shear forces "V"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"V"	"V"	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1,45,2.9	-17%	14%	1%	-20%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1,45,2.9	215%	175%	191%	-599%
1ST	C34	67	1.5(DL+EQXP)	0,1,45,2.9	-12%	20%	8%	-18%
1ST	C34	67	1.5(DL+EQYP)	0,1,45,2.9	166%	148%	155%	955%
1ST	C34	67	EQXP	0,1,45,2.9	13%	41%	30%	-5%
1ST	C34	67	EQYP	0,1,45,2.9	83%	86%	85%	64%

Column shear forces "V"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"V"	"V"	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1,45,2.9	-10%	21%	14%	-17%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1,45,2.9	173%	152%	157%	2154%
1ST	C34	67	1.5(DL+EQXP)	0,1,45,2.9	-5%	26%	18%	-15%
1ST	C34	67	1.5(DL+EQYP)	0,1,45,2.9	142%	132%	134%	325%
1ST	C34	67	EQXP	0,1,45,2.9	13%	41%	34%	-5%
1ST	C34	67	EQYP	0,1,45,2.9	83%	86%	86%	64%

Column shear forces "V"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"V"	"V"	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	-6%	25%	18%	-15%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	154%	140%	143%	521%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	-2%	29%	21%	-13%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	131%	124%	125%	226%
1ST	C34	67	EQXP	0,1.45,2.9	13%	41%	34%	-5%
1ST	C34	67	EQYP	0,1.45,2.9	83%	86%	86%	64%

Column torsion forces "T"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"T"	"T"	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	-42%	7%	2%	5%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-42%	7%	2%	7%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	-42%	7%	2%	5%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-42%	7%	2%	7%
1ST	C34	67	EQXP	0,1.45,2.9	-42%	7%	1%	5%
1ST	C34	67	EQYP	0,1.45,2.9	-41%	8%	2%	7%

Column torsion forces "T"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"T"	"T"	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	-42%	7%	7%	5%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-42%	7%	8%	7%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	-42%	7%	7%	5%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-42%	7%	8%	7%
1ST	C34	67	EQXP	0,1.45,2.9	-42%	7%	7%	5%
1ST	C34	67	EQYP	0,1.45,2.9	-41%	8%	8%	7%

Column torsion forces "T"					Struct II	Struct III	Struct IV	Struct V
"Story"	"Column"	"Unique - Name"	"Load Case-Combo"	"Station"m	"T"	"T"	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	-42%	7%	7%	5%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-42%	7%	8%	7%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	-42%	7%	7%	5%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-42%	7%	8%	7%
1ST	C34	67	EQXP	0,1.45,2.9	-42%	7%	7%	5%
1ST	C34	67	EQYP	0,1.45,2.9	-41%	8%	8%	7%

Column Axial Forces "P"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique- Name"	"Load Case-Combo"	"Station"m	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	3%	6%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	2%	4%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	4%	7%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	3%	5%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Axial Forces "P"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	3%	6%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	2%	4%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	4%	7%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	2%	4%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Axial Forces "P"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	4%	7%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	2%	4%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	4%	8%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	3%	5%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Axial Forces "P"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique- Name"	"Load Case-Combo"	"Station"m	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	4%	7%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	3%	4%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	5%	8%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	3%	5%
1ST	C34	67	EQXP	0,1.45,2.9	31%	44%
1ST	C34	67	EQYP	0,1.45,2.9	31%	44%

Column Axial Forces "P"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"P"	"P"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	3%	6%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	2%	4%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	4%	7%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	3%	5%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Moment Forces "M"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	20%	32%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	-7%	-14%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	21%	34%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	-11%	-23%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Moment Forces "M"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	25%	38%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	32%	46%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	26%	39%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	29%	43%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Moment Forces "M"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	27%	40%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	27%	41%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	25%	39%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Moment Forces "M"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	30%	43%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	33%	46%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	31%	43%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	31%	44%
1ST	C34	67	EQXP	0,1.45,2.9	31%	44%
1ST	C34	67	EQYP	0,1.45,2.9	31%	44%

Column Moment Forces "M"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"M"	"M"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	22%	35%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	415%	169%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	23%	36%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	71%	82%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Shear Forces "V"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	30%	44%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	29%	42%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Shear Forces "V"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	56%	61%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	40%	52%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Shear Forces "V"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	31%	45%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	29%	43%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Shear Forces "V"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	36%	48%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	31%	43%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	34%	47%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	31%	43%
1ST	C34	67	EQXP	0,1.45,2.9	31%	44%
1ST	C34	67	EQYP	0,1.45,2.9	31%	44%

Column Shear Forces "V"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"V"	"V"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	30%	44%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	29%	43%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Torsion Forces "T"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	0%	0%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	26%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Torsion Forces "T"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	27%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	27%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Torsion Forces "T"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	27%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	27%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

Column Torsion Forces "T"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	31%	44%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	31%	44%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	31%	44%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	31%	44%
1ST	C34	67	EQXP	0,1.45,2.9	31%	44%
1ST	C34	67	EQYP	0,1.45,2.9	31%	44%

Column Torsion Forces "T"					"Medium soil"	"Hard soil"
"Story"	"Column"	"Unique-Name"	"Load Case-Combo"	"Station"m	"T"	"T"
1ST	C34	67	1.2(DL+LL+EQXP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.2(DL+LL+EQYP)	0,1.45,2.9	27%	40%
1ST	C34	67	1.5(DL+EQXP)	0,1.45,2.9	26%	40%
1ST	C34	67	1.5(DL+EQYP)	0,1.45,2.9	27%	40%
1ST	C34	67	EQXP	0,1.45,2.9	26%	40%
1ST	C34	67	EQYP	0,1.45,2.9	26%	40%

a) Discussion on Results

When a structure is subjected to earthquake, it responds by vibrating. An example force can be resolved into three mutually perpendicular directions: two horizontal directions (X and Y directions) and the vertical direction (Z) [8]. This motion causes the structure to vibrate or shake in all three directions; the predominant direction of shaking is horizontal. All the structures are primarily designed for gravity loads-force equal to mass time's gravity in the vertical direction. Vertical acceleration should also be considered in structures with large spans those in which stability for design, or for overall stability analysis of structures. The basic intent of design theory for earthquake resistant structures is that buildings should be able to resist minor earthquakes without damage, resist moderate earthquakes without structural damage but with some non-structural damage. To avoid collapse during a major earthquake, Members must be ductile enough to absorb and dissipate energy by post elastic deformation. Redundancy in the structural system permits redistribution of internal forces in the event of the failure of key elements. When the primary element or system yields or fails, the lateral force can be redistributed to a secondary system to prevent progressive failure.

When a structure is subjected to an earthquake excitation, it interacts with the foundation and the soil, and thus changes the motion of the ground[2,8]. This means that the movement of the whole ground-structure system is influenced by the type of soil as well as by the type of structure. Understanding of soil structure interaction will enable the designer to design structures that will behave better during an earthquake.

V. CONCLUSIONS

From the above results and discussions, following conclusions can be drawn:

• The shear wall and it is position has a significant influenced on the time period, the time period is not influenced by the type of soil, in tall building with box shape Shear Walls is showing the low time period which shows a very significant performance.
• Shear is effected marginally by placing of the shear wall, grouping of shear wall and type of soil. The shear is increased by adding shear wall due to increase the seismic weight of the building.
• The Axial force and Moment in the column increases when the type of soil changes from hard to medium and medium to soft. Since the column moment increase as the soil type changes, soil structure interaction must be suitably considered while designing frames for seismic force.
• It is evident that the maximum column axial force is various with type of soil and placing of the shear wall.
• It is evident that the maximum column shear force in X-direction is influenced by the type of soil and placing of the shear wall.
• It is evident that the maximum column shear force in Y-direction has no influence on the type of soil and placing shear wall.
• It is evident that the maximum column torsion is same for all columns in a structure, but is influenced by the type of soil and placing shear wall.
• It is evident that the maximum column moment in X-direction has no influence on the type of soil and placing shear wall.
• It is evident that the maximum column moment in Y-direction is influenced by the type of soil and placing of shear wall.
• It is evident that the results from 1.2 (DL + IL ± EL) combination load is closed to the 1.5 (DL + EL) and there is no more difference between these combination load.
• Based on the analysis and discussion, shear wall are very much suitable for resisting earthquake induced lateral forces in multistoried structural systems when compared to multistoried structural systems whit out shear walls. They can be made to behave in a ductile manner by adopting proper detailing techniques.
• According to IS-1893:2002 the number of modes to be used in the analysis should be such that the total sum of modal masses of all modes considered is at least 90 percent of the total seismic mass. Here the maximum mass is for the tall building with box shape RC shear wall.
• ETABS is the robust software which is utilized for analyzing any kind of multi building structures.

ACKNOWLEDGMENTS

Conflict of Interest

The author declare no conflict of interest.

Data Availability Statement

All data generated or analysed during this study are included in this article.