CIE 535
Structural Steel Design
PROJECT
DESIGN OF FOUR STOREY BUILDING
BY
Kalpesh Parikh
1
Acknowledgment
My deepest gratitude goes to Dr. Eric M Lui for his continuous and constructive advice and follow up.
His successive advisories and comments were the pillars in my every step during the Project. We are
thankful to him for the fact that he has inspired and helped us know about the Structural Steel Design.
2
Index
1. Introduction
04
2. Loads Calculation
06
3. Modeling Procedure and design assumption
10
4. Load Model
16
5. Computer Model
24
6. Analysis and design result
28
7. Design Summary
51
8. Conclusion
52
-Reference
3
1 Introduction
To analyze and design a four storey structural steel frame which is located in the campus of
Syracuse University using Risa-3d Software. Below Plans shows how the Floor Plan looks for
Stories 1 and 2 and Stories 3 and 4.
General Information
Structural type used it is a Moment Frame Building and from the plan we can see that at the
centre it is surrounded by the shear wall.
Material Properties
Steel: Which has high yield strength (Fy) and high tensile strength (Fu) is used .Thermal effect is
considered into the building as there are two materials are used α= 6.5 x 10 -6 . In the project
steel is used as Columns and Beams. Material to be used A992 steel and standard section the
avaibility of the steel is checked from (AISC table 2-3). So it’s Fy= 50 ksi and Fu= 65 ksi. We
are using Hot Rolled wide flange shapes.
Concrete: Concrete used for the project is light weight concrete which has lesser density and we
can add some of the cementious materials to it like Fly ash and silica to enhance the
serviceability of the structure. For Project it is used to construct Shear wall.
4
Soil Type
As it is located in the Syracuse University Glacial Silt soil is considered.
Description about dimensioning Floors and orientation
Floor system – First two floors are intended to house large auditorium and Department faculty
offices and third and fourth stories are intended for classroom ion of the Columns, design studios
and laboratories. In the third floor and fourth floor. As we can see the Plan for the 3rd and 4th
stories there are beams provided in the y-direction in the plan.
Floor to Floor height – For first floor I have considered 15ft and second to forth floor i have
considered 12ft each so overall height of the building is 51 ft.
Shear Wall- 12 inch thick shear wall is provided at the periphery of elevator core/staircase to
provide the additional strength to the building against lateral wind force and seismic effects.
Columns Placement – Plan above shows column placement for exterior and interior portion of
the building is Longitudinal Direction (X-direction) @ 20’, 15’ and 20’ and Transverse Direction
(Y-Direction) @ 20’, 12’ and 20’. Orientation is about strong axis facing in the wind direction in
order to avoid instability in the structure
Other Components:
The architect of this building called for a use of the following floor, ceiling, cladding, and roof
systems:
1.
2.
3.
4.
5.
Floor- Lightweight concrete on 18 gauge corrugated steel deck.
Ceiling- Acoustical fiber board with mechanical duct allowance.
Partitioning- Steel studs (1st and 2nd stories), movable steel partitions (3rd and 4th stories)
Cladding- Stud walls with brick veneer with glass/sash.
Roof- Five ply felt and gravel with fiberboard insulation.
5
2. Loads
This building is to be designed for dead, live, snow and wind loads.
Dead load
Dead Loads are the weights of materials, equipments or components that remains constant
throughout the structure's life. In the project it includes weight of the materials and components
which are used for floor, ceiling, partitioning, cladding, and roof.
Summary of Dead load
(Obtained from IBC, minimum design dead loads (Table C3-1))
Type
Flooring
Ceiling
Partitioning
Cladding
Roof
Description
Lightweight concrete
on
18
gauges
corrugated steel deck.
Acoustical fiber board
with Mechanical duct
allowance
Steel studs (1st and 2nd
stories),
Movable
steel partitions (3rd
and 4th stories)
Stud walls with brick
veneer
with
Glass/sash
Five ply felt and
gravel
with
Fiberboard insulation
(per inch thickness)
Loads from IBC psf
8/inch and 3 psf
1 psf and 4 psf
8 psf and 4 psf
48 psf and 8 psf
6 psf and 1.5 psf
Live Load
Live load is weight which is superimposed on, or temporarily attached to, a structure (people,
machinery and equipment, furniture, appliances, etc.).
6
Summary of Live Load
(Obtained from the IBC minimum uniformly distributed live load (Table 4-1) and shown below)
st
nd
1 and 2
Floors
Floor
3rd and 4th Floor
Description
Large auditorium
Department/faculty office
Classrooms
Design studio
Laboratories
Uniform (psf)
150
50
40
100
Snow load Calculation
For Syracuse region snow is an important load in order to consider for the analysis.
Pg= The ground snow load = 40psf…………(Fig-S1Graph Shows the value)
Roof slope is θ =0
Ce = Exposure Factor= 0.9……(Table S.1)
Ct = Thermal Factor= 1 ……… (Table S.2)
Iw= Importance Factor =1.1 … (Table S.3)
Pf = 0.7CeCtIwpg = 0.7x0.9x1x1.1x55 = 38.115 psf
Wind Loads
Wind load is type of lateral load acting on the building horizontally and vertically. Majorly it is
resisted by the shear wall and minor by steel/concrete frame structure. Since the wind directions
keeps changing by all the time so it’s necessary by the designer to design the building for both
longitudinal and transverse direction and vertical too.
Computation of Wind load:1. The 3-sec gust wind speed is = 90mph
2. Building is enclosed
Roof slope, θ = 0
Mean roof height = 15+12+12+12 = 51 ft
7
Importance factor, Iw = 1.15
Effective wind area, Ae=10 ft2 (assumed) conservative for component & cladding
Wind exposure C
Category is III
Kzt = 1
𝜆 = 1.5668 ( h = 51’)
Computation of Ps30 :
For MWFRS (Main Wind Force Resisting System): The MWFRS tabulated wind pressure
obtained from ASCE 7 ,figure 6-2 for a building with a roof slope θ = 0 , a 3-sec gust wind
speed is = 90mph are shown in tables below:
Tabulated horizontal wind pressure
Zone
Tabulated horizontal Pressure, psf
End zone A
12.8
End zone B*
Interior zone C
8.5
Interior zone D*
*Horizontal wind pressure for longitudinal and transverse direction .Note B and D do not exist
for building with flat roof.
Calculation of “a”
a ≤ 0.1 * Least horizontal dimension
a ≤ 0.1 *52 = 5.2 ft. (governs)
≤ 0.4 *48 = 19.2 ft
≥ 3 psf
Average horizontal wind pressure (Longitudinally)
PS30 =
12.8 x 2 x 5.2’+8.5 x (55−2 x 5.2)
55
= 9.26 psf
PS = 𝜆Kzt Iw pS30 ≥ 10psf ……………………….(Design horizontal wind pressure)
= 1.5668 * 1* 1.15* 9.26 = 16.68 psf
Average horizontal wind pressure (Transverse)
8
PS30 =
12.8x2x5.2’+8.5x(55−2x5.2’)
55′
= 9.26 psf
Ps = 𝜆Kzt Iw pS30 ≥10psf (Design horizontal wind pressure)
= 1.5668x1x1.15x9.26 = 16.68 psf
Tabulated vertical wind pressure
Vertical Pressure (𝜆Iw pS30 ) psf
End zone E
1.5668 x 1.15 x-15.4 = -27.74
End zone F
1.5668 x 1.15 x-8.8 = -15.86
Interior zone G
1.5668 x 1.15 x-10.7 = -19.279
Interior zone H
1.5668 x 1.15 x-6.8 = -12.26
*Vertical wind pressure for longitudinal and transverse direction
Zone
Average vertical wind pressure (Longitudinally & Transverse)
PS =
−27.74x2x5.2x26−15.86x5.2x2x26−19.279x27.5x10.4−12.26x27.5x10.4
55∗52
= -17 psf
ps = 𝜆Kzt Iw pS30 ≥10psf…………………………………. Design vertical wind pressure
9
3 Modeling Procedures and Design Assumption
1) Grouping of Member:
Column- External Columns, Interior Columns, Fence Columns, Beams- External Beams
and Internal Beams.
2. Global Parameter:
In that Solution Tab I have considered the Number of Section as 7 (Location) means I am going
to report forces, stresses and deflections. I have included the Shear deformation and also used
Torsional warping for the model. And other parameter were kept default like P-Delta effect etc in
that tab.
10
3. Design was performed for steel section Using ASD manual 9th Edition (Direct analysis
Method).
4. Dimensioning the Co-ordinate as per our Frame Plan for each floor Drawing Grid and
Drawing Members.
5. Drawing of member was used as Hot Rolled section as per Member grouping. In Order to start
with something I assumed a W10 x 17 Section.
6. Assigning a Material Properties here I assigned the Material properties of thermal coefficient
density of the Hot Rolled Steel.
7 Design rules were kept default only as we don’t have any design rule to define.
8. Member End (i and j) is kept fixed.
9. Plates were drawn in order to have Diaphragm action, means it transfers lateral force to the
resisting system.
10. Shear wall was drawn at the centre made up of material lightweight concrete using
compressive strength as 4000 psi. Shear wall is taken as 12 inch thick.
11. Plates were also drawn with same light weight concrete with compressive strength 4000 psi.
Loads
Description
Snow Load
Applied in the
direction
Wind
Load- Applied in the
Horizontal Pressure direction
and
Longitudinal
and direction
Transverse direction
Wind Load Vertical Applied in the Y
Pressure
Dead Load- Flooring
Each Floors
Dead Load- Ceiling
Each Floors
Dead
Load- Each Floors
Partioning
Dead Load- Roof
Dead Load - Cladding
Magnitude
Y 38.115 psf
Method used for
applying Loading
Area Load
X 16.68 psf
Z
Area Load
17 Psf
Area Load
51 psf
Surface
Load
(Because of Plates are
used)
5 Psf
Floor 1 and 2 – 8psf
Floor 3 and 4 – 4psf
Surface Load
Surface Load
Roofs only
7.5 psf
Each floor at external 0.672 ksf
11
Surface Load
Distributed Loads
wall
Live Loads- 1 and 1st and 2nd Levels of 150 psf
2nd Levels
the
floor
using
checker box
Live Loads- 3rd and 3rd and 4th Levels of 100 psf
4th Levels
the
floor
using
checker box
** Roof Live Load is assumed which is applied as 50 psf at the roof
st
Surface Load
Surface Load
12 Boundary Condition is given to the frame as a Fixed Support. Even Shear wall in the base
each node is given with fixed support so that there is no instability in the structure..
13 In the design parameter in order to give bracing I specify Lb = segment and use it for my
design analysis in the Risa these are used as KL/r ratio for the calculation.
14 Nice 3D models is being prepared now its time to add loads which are calculated as per the
IBC handbook. Below is the summary of the Loading considered for addition to the model.
12
Pattern Used to Apply Live Load (Checker Box)
1. Complete Live Load applied on the model
2. Checker Box Approach to determine worst effect of live load and get better section for
the design.
15) Loads are Applied using the Basic Load Cases spread sheet each Load Case were entered
into it and then assigning the loads as per the above table shows . The combination that were use
to The Checker box approach so I have to prepare model. The models which is applied with
using first dead load and Live Load 1 and Live Load2 here I tried the checker box method were I
introduce Live load 1 and Roof Load 1 using pattern 1 of the checker box and then similarly I
13
applied Live Load 2 and Roof Load 2.(**Important thing is that 1st and 2nd storey was having
different Live Load then 2nd and 3rd floor) )
16) Self weight was added into the dead load column using Y-Gravity =-1 into the BLC
Spreadsheet.
17) As Risa has in its Memory some ASCE Load Combination but did not fine it the same so I
modified that Combination as per AISC LRFD manual 13th Edition (pg2-18) as per my case.
1.4 D
1.2D + 1.6L + 0.5 (Lr or S)
1.2 D + 1.6 (Lr or S) + (0.5L or 0.8W)
1.2 D + 1.6 W + 0.5L + (0.5Lr or S)
1.2 D + 0.5 L + 0.2 S
0.9D + 1.6 W
18 Drift is assigned using storey wise as there are four stories so I used corner nodes to assigned
the equivalent stories as shown below




Node N1, N13, N16, N4 as Stories 1 in X and Z direction
Node N17, N29, N32, N20 as Stories 2 in X and Z direction
Node N33, N37, N41, N45 as Stories 3 in X and Z direction.
Node N49, N53, N57, N61 as Stories 4 in X and Z direction
So that we can find the Lateral displacement for each floor. Lateral Sway of the building is
caused by Wind Load and Earthquake Load , But as per the condition of small building it should
be limited to the h/300 where h is a stories height so that we can know by result that the given
result satisfies the need to avoid greater lateral drift.
19 Using Load Combination Solve command was used Using Envelop method which solves the
multiple combinations keeping only the maximum and minimum values in the results.
14
Framing System used
The Frame used for the building is an rigid frame system. Rigid Frames are composed of straight
members connected together either by rigid (moment resisting) connections or by hinged
connections to form stable configuration. Unlike the trusses, which are subjected only to the joint
loads, the external loads on frame may be applied on the member as well as joints. The member
of the rigid frame are in general, subjected to bending moment, shear and axial compression or
tension under the external loads. However, the design of horizontal members or beams of
rectangular frames is often governed by bending and shear stresses only, since axial forces in
such member are usually small.Frames like structural steel and reinforced concrete frames are
commonly used in multistory buildings
15
4 Load Model
Load Given
Distributed
Y Gravity Load
Surface
Area Load Area
Loads Description
Initial
Snow Load
SL
Live Load 1
LL
12
Live Load 2
LL
12
Dead Load
DL
Wind Load
WL
Cladding
DL
Roof Live Load 1
RLL
4
Roof Live Load 2
RLL
4
1
-1
32
3
36
Figure Showing Snow Load
16
Cladding (Dead Load)
Figure Showing at Typical Floor
Figure Showing Cladding at each floor
17
Dead Load Model
Figure showing dead load for the slab of 1st Floor
Figure showing dead load for the slab of 2nd Floor and 3rd Floor
18
Figure showing dead load for the floor of roof
Live Load
# Pattern1
Figure showing Live Load shown at 2nd floor - Floor
19
Figure showing Live Load shown at 3rd floor - Floor
Figure showing Live Load shown at 4th floor - Floor
20
Figure showing Roof Live Load shown at - Floor
# Pattern2
Figure showing Live Load shown at 2nd floor - Floor
21
Figure showing Live Load shown at 3rd floor - Floor
Figure showing Live Load shown at 4th floor - Floor
22
Figure showing Roof Live Load shown at - Floor
23
Figure showing Wind Load- Showing Complete Building
Showing wind upward pressure
24
5 Computer Model
Figure showing complete 3d model of four storey building
25
Figure showing shear wall
Figure showing XY view
26
Figure showing YZ view
Top Plan View
27
6 Analysis and Design Result
To analysis the structure I used ASCE 7 LRFD Factored Design Load Combination
ASCE 7
Load
Combination Load
Factored Load Factored
Load Factored Load
Factored
ASCE 1
DL
1.4
ASCE 2 (a)
DL
1.2 LL1
1.6 RLL 1
0.5
ASCE 2 (b)
DL
1.2 LL1
1.6 SL
0.5
ASCE 2 (c)
DL
1.2 RLL 1
1.6 LL1
0.5
ASCE 3 (a)
DL
1.2 SL
1.6 LL1
0.5
ASCE 3 (b)
DL
1.2 RLL 1
1.6 WL
0.8
ASCE 3 (c)
DL
1.2 SL
1.6 LL1
0.5
ASCE 3 (d)
DL
1.2 SL
1.6 WL
0.8
ASCE 4 (a)
DL
1.2 WL
1.6 LL1
0.5 RLL 1
0.5
ASCE 4 (b)
DL
1.2 WL
1.6 LL1
0.5 SL
0.5
ASCE 6
DL
0.9 WL
1.6
ASCE 1
DL
1.4
ASCE 2 (a)
DL
1.2 LL2
1.6 RLL 2
0.5
ASCE 2 (b)
DL
1.2 LL2
1.6 SL
0.5
ASCE 2 (c)
DL
1.2 RLL 2
1.6 LL2
0.5
ASCE 3 (a)
DL
1.2 SL
1.6 LL2
0.5
ASCE 3 (b)
DL
1.2 RLL 2
1.6 WL
0.8
ASCE 3 (c)
DL
1.2 SL
1.6 LL2
0.5
28
ASCE 3 (d)
DL
1.2 SL
1.6 WL
0.8
ASCE 4 (a)
DL
1.2 WL
1.6 LL2
0.5 RLL 2
0.5
ASCE 4 (b)
DL
1.2 WL
1.6 LL2
0.5 SL
0.5
ASCE 6
DL
0.9 WL
1.6
Analysis assumption to built the model
Member Group
Analysis
Section Structure
Assumed Type
Design List
Beam-Exterior
W10X17 Beam
Wide Flange A992 Typical
4.99
3.56
81.9
0.16
Beam-Interior
W10X17 Beam
Wide Flange A992 Typical
4.99
3.56
81.9
0.16
Column-Exterior W10X17 Column
Wide Flange A992 Typical
4.99
3.56
81.9
0.16
Column-Fence
W10X17 Column
Wide Flange A992 Typical
4.99
3.56
81.9
0.16
Column-Interior W10X17 Column
Wide Flange A992 Typical
4.99
3.56
81.9
0.16
Steel Design Area in Iyy
Izz
J
Type Rules Inch^2 inch^4 inch^4 inch^4
Joint Reaction
Joint
N81
X(K)
0.742 11
75.398 11
-0.04 1
-1.46 1
6.19 11
-0.01 16
0 4 -5.004 11
-8.37 1 -0.219 21 -6.632 21
70.626 11 0.231 1 1.358 1
max 0.048 9 193.215 5
min
N90
Mx Klc ft
lc My K-ft lc Mz K-ft lc
max 0.012 8 193.164 5 4.384 10 14.15 10
min
N91
lc Z(k)
max 1.012 21 185.206 5 1.798 11
min
N92
lc Y(K)
4.38 10 14.17 10
0.006 11
0.246 1
0 16 -0.105 8
0 5
0.046 16
71.794 11 0.231 1 1.357 1 -0.005 11
-0.35 9
max 1.763 11 185.211 5 1.755 11 5.869 11
0 5
min
0 11 -4.359 11
-0.98 1
74.088 11
-1.46 1
-8.37 1
29
5.869 16
Joint
N89
X(K)
N86
N85
N84
N83
N82
N97
max 4.011 10 171.414 5 0.034 10 0.286 10
0 16 -1.208 1
N94
62.221 11
-0.02 5
-0.02 1
-0.1 1 -0.008 11 -12.82 10
max 1.782 11
185.26 5 1.694 10 11.72 21
min
76.543 11 1.299 11
-0.97 1
7.45 15
0.228 11
5.859 1
0 16 -4.504 11
max 0.048 9 192.931 5
-0.05 11
-0.06 11
min
-0.37 5
-2.16 5 -0.002 21 -0.349 9
-0.01 16
74.456 11
0 4
0.046 16
max 0.012 8 193.088 5
-0.02 11 0.083 11
0 21
min
-0.37 5
-2.17 5
0 4 -0.105 8
max 1.007 21 185.181 5 1.671 10 11.48 10
0 8 -4.932 11
min
0.736 11
77.836 11 1.278 11 7.453 15
0 11 -6.564 21
max
-0.03 11
171.35 5 0.034 21 0.287 21
0 15
1.888 5
min
-0.32 5
64.105 11
-0.02 1
-0.1 1
0 21
0.033 11
max
-0.07 11
171.64 5 0.041 11
0.33 11
0.002 21
1.894 5
min
-0.32 5
67.549 11
-0.14 5
0 15
0.246 11
max 1.139 11 195.108 16 7.105 21 9.603 21
0.018 16
5.339 16
-0.04 1
-4.98 16
73.267 11
-0.02 5
0.246 1
62.878 11 2.582 1 2.375 1 -0.025 11 -5.516 11
max 2.361 11 194.837 16 3.548 11 6.261 11
min
N93
0.206 1
65.765 11
-1.21 1
0 16 -13.02 10
min
N96
0.206 1
0.006 11
-0.14 5
min
N87
lc Z(k)
max 4.043 10 171.293 5 0.042 11 0.334 11
min
N88
lc Y(K)
Mx Klc ft
lc My K-ft lc Mz K-ft lc
-4.97 16 -30.187 11
-5.39 16
0.004 11
5.33 16
-4.99 16 -0.018 16 -6.742 11
max 5.916 8 194.555 16 2.297 11 5.163 11
0.042 21 -2.464 1
min
0.009 1 -10.15 21
2.364 1
45.272 11
-5.38 16
-4.97 16
max 6.782 21 223.487 8 8.336 21 10.67 21 -0.009 1 -2.472 1
30
Joint
X(K)
min
N383
N388
N389
min
0.232 15
max
1.9 21
min
0.152 15
max 1.797 21
N393
91.971 1 2.578 1 2.372 1 -0.022 8 -11.39 21
16.835 16 0.041 11 0.095 11
3.883 11
-0.17 16
0.007 11
0 1
-0.14 16 -0.008 16
0 1
16.609 16 0.003 11 0.068 11
3.579 11
-0.04 16
16.532 16 0.005 11
3.3 11
-0.02 16
0.004 11
0 1
-0.08 16 -0.011 16
0 1
0.06 11
0.002 11
0 1
-0.05 16 -0.006 16
0 1
16.5 16 0.004 11 0.056 11
3.025 11
-0.01 16
0.001 11
0 1
-0.04 16 -0.004 16
0 1
16.488 16 0.004 11 0.054 11
2.744 11
-0.01 16
0 11
0 1
-0.03 16 -0.002 16
0 1
16.484 16 0.004 11 0.053 11
2.451 11
-0 16
0 11
0 1
-0.02 16 -0.001 16
0 1
0 1
-0.02 16
0 16
0 1
16.485 16 0.004 11 0.054 11
0 16
0 1
-0.02 16
0 11
0 1
16.487 16 0.004 11 0.055 11
0 16
0 1
-0.02 16
0 11
0 1
max 1.555 11
16.49 16 0.005 11 0.058 11
0.001 16
0 1
min
1.077 11
-0.02 16 -0.001 11
0 1
0.075 15
max 1.689 21
0 2
max 1.625 11
min
N392
lc Z(k)
0 11
min
N391
0.319 15
max 1.999 21
min
N390
0.414 15
max 2.092 21
min
N387
0.522 1
max 2.176 21
min
N386
0.639 1
max 2.245 21
min
N385
2.37 1
max 2.276 21
min
N384
lc Y(K)
Mx Klc ft
lc My K-ft lc Mz K-ft lc
-0.16 16
-0.32 16
max 1.478 11
min
-0.49 16
16.484 16 0.004 11 0.053 11
2.143 11
1.814 11
1.46 11
-0 16
-0 16
-0 16
-0 16
16.496 16 0.007 11 0.063 11
0.656 11
-0.01 16
0.002 16
0 1
-0.03 16 -0.002 11
0 1
31
Joint
X(K)
N394
max 1.393 11
min
N395
N396
N397
N653
N654
N655
N656
N657
0.187 11
-0.01 16
0.004 16
0 1
-0.04 16 -0.003 11
0 1
min
-0.345 11
-0.86 16
-0.02 16
0.006 16
0 1
-0.05 16 -0.005 11
0 1
max 1.191 11
16.627 16 0.034 11 0.105 11
min
-0.967 11
-1.08 16
-0.04 16
0.011 16
0 1
-0.08 16 -0.008 11
0 1
max 1.064 11
16.856 16 0.119 11 0.147 11
min
-1.738 11
-1.32 16
-0.17 16
0.008 16
0 1
-0.14 16 -0.006 11
0 1
max 0.146 11
13.642 16 0.985 11
0 1
min
-1.562 11
0 1 -0.008 16 -0.119 11
-0.27 16
-0.71 16
0.003 11
13.398 16 1.187 11
0 1
min
-0.894 11
0 1 -0.016 16 -0.078 11
-0.05 16
-0.66 16
0.008 11
0.173 16
max 0.036 11
13.292 16 1.329 11
0 1
min
-0.02 16
-0.336 11
0 1 -0.007 16 -0.059 11
max
0.01 11
min
-0.01 16
max 0.007 11
-0.01 16
max 0.005 11
-0 16
max 0.004 11
-0 16
max 0.003 11
-0.57 16
13.242 16 1.434 11
0.149 11
-0.46 16
13.218 16 1.516 11
0.586 11
-0.35 16
13.207 16 1.582 11
0.99 11
-0.23 16
13.202 16 1.636 11
1.368 11
0 1
0.004 11
0.089 16
max 0.016 11
min
N660
16.511 16 0.011 11 0.071 11
16.546 16 0.017 11 0.083 11
min
N659
-0.67 16
lc Z(k)
max 1.298 11
min
N658
lc Y(K)
Mx Klc ft
lc My K-ft lc Mz K-ft lc
0.055 16
0.003 11
0.04 16
0 1 -0.004 16
-0.05 11
0 1
0.031 16
0.002 11
0 1 -0.003 16 -0.044 11
0 1
0.001 11
0.026 16
0 1 -0.002 16
-0.04 11
0 1
0.024 16
0.001 11
-0.12 16
0 1
0 16 -0.037 11
13.202 16 1.681 11
0 1
0 20
32
0.023 16
Joint
X(K)
min
N661
0 1
0 5 -0.035 11
13.205 16 1.751 21
0 1
0 8
-0 16
2.075 11 0.056 1
0 1
0 1 -0.034 11
max 0.002 11
13.211 16 1.811 21
0 1
-0 16
2.415 11 0.113 1
0 1
max 0.001 11
13.225 16 1.856 21
0 1
max 0.003 11
min
N663
N664
N665
N666
-0.01 16
2.752 11 0.169 1
0 1
max
0 11
13.251 16 1.882 21
0 1
min
-0.01 16
3.096 11 0.225 1
0 1
max
0 11
13.304 16 1.875 21
0 1
min
-0.02 16
3.457 11 0.278 1
max 0.005 11
13.412 16 1.812 21
-0.05 16
3.858 11 0.324 1
max 0.059 11
13.658 16 1.649 21
min
N923
-0.27 16
4.327 11 0.349 1
max 1.089 11
16.881 16 0.204 8
0 11 -0.033 11
0.003 16
0.031 16
0 11 -0.032 11
0.004 16
0.04 16
0 11 -0.033 11
0.007 16
0.055 16
0 1 -0.001 11 -0.035 11
0 1
0.016 16
0.089 16
0 1 -0.005 11 -0.042 11
0 1
0.008 16
0.173 16
0 1 -0.004 11 -0.067 11
-1.33 16
5.55 11 0.081 1 0.066 1 -0.014 21
0 1
max 1.276 11
16.651 16 0.048 8 0.141 21 -0.005 1
0 1
-1.08 16
5.768 11 0.021 1 0.038 1 -0.014 21
0 1
max 1.405 11
16.571 16 0.022 8 0.108 21 -0.003 1
0 1
-0.86 16
6.032 11 0.008 1 0.025 1 -0.007 8
0 1
max 1.497 11
16.537 16 0.014 21 0.092 21 -0.002 1
0 1
6.31 11 0.005 1 0.018 1 -0.004 8
0 1
min
N926
0.026 16
0 1
min
N925
0.002 16
0.024 16
0.22 21 -0.004 1
min
N924
1.728 11
min
min
N667
-0 16
lc Z(k)
-0 16
min
N662
lc Y(K)
Mx Klc ft
lc My K-ft lc Mz K-ft lc
min
-0.67 16
33
Joint
X(K)
N927
max 1.565 11
min
N928
N931
N932
N936
0.01 21 0.082 21 -0.001 1
0 1
6.598 11 0.003 1 0.014 1 -0.003 8
0 1
16.516 16 0.008 21 0.076 21
0 1
0 1
6.898 11 0.002 1 0.011 1 -0.001 8
0 1
16.658 8 0.007 21 0.074 21
0 11
0 1
0.01 1
0 16
0 1
16.822 8 0.007 21 0.074 21
0 21
0 1
7.211 11 0.001 1
7.542 11 0.001 1 0.009 1
0 2
0 1
max
1.77 21
16.998 8 0.007 21 0.076 21
0.001 21
0 1
min
0.076 15
0.01 1
0 1
0 1
17.187 8 0.009 21 0.082 21
0.002 21
0 1
0.153 15
7.923 1 0.002 1 0.011 1
0 1
0 1
max 1.918 21
17.397 8 0.013 21 0.091 21
0.004 21
0 1
7.918 1 0.003 1 0.014 1
0.001 1
0 1
0.02 21 0.106 21
0.006 21
0 1
7.915 1 0.005 1 0.018 1
0.002 1
0 1
max 2.076 21
17.93 8 0.033 21
0.13 21
0.009 21
0 1
min
0.416 15
7.917 1 0.008 1 0.025 1
0.003 1
0 1
max 2.167 21
18.314 8 0.073 21 0.177 21
0.018 21
0 1
0.523 1
7.934 1 0.021 1 0.038 1
0.005 1
0 1
max 2.257 21
18.927 8 0.271 21 0.271 21
0.013 21
0 1
8.012 1 0.081 1 0.066 1
0.004 1
0 1
max 1.844 21
0.233 15
max 1.994 21
min
N937
16.522 16
0 5
min
N935
lc Z(k)
min
min
N934
-0.16 16
max 1.693 20
min
N933
-0.32 16
max 1.659 11
min
N930
-0.49 16
max 1.617 11
min
N929
lc Y(K)
Mx Klc ft
lc My K-ft lc Mz K-ft lc
min
0.32 15
0.641 1
N1178 max 0.385 21
7.893 11 0.001 1
17.638 8
15.386 8 1.627 21
0 1 -0.004 1 -0.082 1
34
Joint
X(K)
min
lc Y(K)
lc Z(k)
Mx Klc ft
lc My K-ft lc Mz K-ft lc
0.129 1
6.477 1 0.349 1
N1179 max 0.084 21
14.798 8 1.782 21
0 1 -0.007 1 -0.042 1
6.381 1 0.323 1
0 1 -0.022 21 -0.155 21
14.41 8
1.84 21
0 1 -0.003 1 -0.026 1
0.009 1
6.343 1 0.278 1
0 1 -0.011 21 -0.106 21
N1181 max 0.019 21
14.116 8 1.847 21
0 1 -0.002 1 -0.018 1
0.005 1
6.329 1 0.225 1
0 1 -0.007 21 -0.083 21
N1182 max 0.012 21
13.874 8 1.826 21
0 1 -0.001 1 -0.014 1
min
0.026 1
N1180 max 0.032 21
min
min
min
0.003 1
6.323 1 0.169 1
N1183 max 0.008 21
13.661 8 1.788 21
min
0.002 1
6.322 1 0.113 1
N1184 max 0.006 21
13.467 8 1.738 21
min
0.001 1
6.093 11 0.056 1
N1185 max 0.005 21
13.285 8 1.677 21
min
0.001 1
N1186 max 0.005 21
min
0.001 1
N1187 max 0.005 8
min
0.002 1
N1188 max 0.008 8
min
0.003 1
N1189 max 0.011 8
min
0.005 1
0 1
-0.01 8 -0.272 21
0 1 -0.004 21
0 1
-0.07 21
0 1 -0.012 1
0 1 -0.003 21 -0.061 21
0 1
0 1 -0.011 1
0 1 -0.002 21 -0.056 21
0 1
0 4
0 2
0 1
0 21 -0.053 21
13.185 16 1.643 11
0 1
0 16 -0.011 1
-0.11 16
0 1
0 11 -0.052 21
13.189 16 1.598 11
0 1
0.002 16 -0.012 1
-0.23 16
0 1
0 11 -0.054 21
13.2 16 1.539 11
0 1
0.003 8 -0.014 1
-0.34 16
0 1
0.001 1 -0.058 21
13.224 16 1.462 11
0 1
0.005 8 -0.018 1
0 1
0.002 1 -0.066 21
5.734 11
5.386 11
5.046 11
4.707 11
4.367 11
-0.45 16
35
-0.01 1
Joint
X(K)
lc Y(K)
N1190 max
0.02 8
min
0.009 1
N1191 max 0.061 8
min
0.026 1
N1192 max
0.32 8
min
0.128 1
lc Z(k)
Mx Klc ft
lc My K-ft lc Mz K-ft lc
13.274 16 1.358 11
0 1
0.008 8 -0.025 1
-0.56 16
0 1
0.003 1 -0.082 21
13.38 16 1.211 11
0 1
0.019 8 -0.042 1
3.659 11
-0.65 16
0 1
0.007 1
13.622 16 1.002 11
0 1
0.011 21 -0.082 1
0 1
0.004 1
4.02 11
3.299 11
-0.7 16
Totals: max 74.94 11 3865.23 5 79.26 10
min
0 13 1322.53 11
0 13
Joint Deflection
Joint Deflection In Axis Node
Maximum
Deflection
X
N4027
0.008
Y
N229
0.001
Z
N 3805
0.007
Story Drift
Story
Joint X-drift lc Ht % Joint Z-drift lc Ht %
1 max
N4
0.002 16 0.001 N4
0.002 16 0.001
min
N4
-0.007 11 0.005 N4
-0.007 11 0.005
2 max
N20
0.002 16 0.001 N20
0.002 5 0.001
min
N20
-0.007 11 0.005 N20
-0.01 11 0.007
3 max
N45
0.004 16 0.003 N45
0.003 5 0.002
36
-0.12 21
-0.22 21
min
N45
4 max
N49
min
N49
-0.009 11 0.006 N45
0.001 1
-0.013 20 0.009
0 N49
0.001 1
-0.005 10 0.003 N49
0
-0.005 10 0.003
** Less than h/300 ok
Member Forces
Members
Sectio
n
Axial
(K)
L
c
Y shear
(k)
lc
Z shear
(k)
lc
y-y
Moment
L
c
z-z
momen
t
lc
0.017
5
5.109
10
32.501
1
0
-0.002
15
13.867
1
0.06
11
30.4
1
0.009
1
7.8
8
Torqu
e
4
1
1
-0.007
lc
M1
1
max
0.953
11
10.257
1
-0.001
M2
1
max
1.263
11
6.09
1
0.102
M3
1
max
-0.318
11
10.046
1
0.001
M4
1
max
5.909
10
1.052
1
0.33
M5
1
max
3.694
11
2.095
5
0.23
3
2
1
1
6
-0.009
4
1
1
1
6
1
1
0.881
11
6.522
5
M6
1
max
1.103
5
1.244
1
0.021
9
0.007
1
0.003
16
10.157
M7
1
max
5.267
10
1.052
1
0
1
0.007
1
3.709
11
7.988
5
1
0
M8
1
max
4.161
11
2.091
5
-0.089
0.068
8
6.513
5
1
max
1.081
5
1.244
1
0
0.276
9
10.151
5
M10
1
max
0.209
11
10.256
1
2.582
-0.012
4
32.496
1
M11
1
max
-0.939
11
6.09
1
0.837
8
1
6
1
1
2
0
0.19
M9
0.005
16
13.877
1
M12
1
max
-1.064
11
10.046
1
2.745
M13
1
max
-0.857
11
10.201
1
2.124
M14
1
max
-0.576
11
7.613
1
1.533
M15
1
max
0.609
11
10.101
1
2.436
1
1
6
1
0
1
1
1
1
1
0
1
1
1
1
M16
1
max
0.964
5
1.068
1
0.077
9
M17
1
max
-1.427
15
1.66
8
-0.072
M18
1
max
4.779
10
1.228
1
0.35
M19
1
max
0.958
5
1.068
1
0
M20
1
max
-1.433
15
1.237
5
0.164
1
1
1
1
6
1
6
M21
1
max
5.606
10
1.228
1
0
M22
1
max
-0.088
11
10.201
1
0.004
M23
1
max
1.617
11
7.613
1
0
M24
1
max
1.368
11
10.101
1
0.374
M25
1
max
1.628
10
10.297
1
0
M26
1
max
1.627
10
6.09
1
0.091
37
0.003
0.003
-0.01
0.003
0.017
0.011
1
30.399
1
-0.009
5
1
1
-0.013
4
29.924
1
0
2
0.005
16
22.336
1
0.015
0.012
1
28.928
1
0.004
8
1
1
-0.006
16
7.096
5
0.053
8
1.035
21
4.782
8
0.008
5
0.006
1
9.504
8
0.008
0.279
9
7.083
5
-0.007
8
1
1
-0.071
1
4.208
5
1
1
1
0.001
1
2.457
21
9.43
5
0.015
0.014
3
29.921
1
4
1
0
1
6
1
1
0.001
0.321
11
22.343
1
-0.005
5
1
1
1
1
-0.011
4
28.928
1
0.022
5
4.61
11
34.314
1
0
4
0
1
10.396
1
1
5
2
1
1
6
1
1
1
5
M27
1
max
0.691
10
10.006
1
0
M28
1
max
4.358
10
1.006
0.284
M29
1
max
2.786
11
3.7
1
1
6
M30
1
max
0.802
5
1.29
1
0.019
M31
1
max
3.789
21
1.006
0
M32
1
max
2.943
11
3.696
1
1
6
-0.071
M33
1
max
0.755
5
1.29
1
0.002
M34
1
max
1.124
10
10.296
1
2.39
M35
1
max
0.177
5
6.09
1
0.862
M36
1
max
0.347
8
10.006
1
2.463
M37
1
max
0.618
8
10.246
1
1.982
M38
1
max
0.323
8
7.614
1
1.541
M39
1
max
1.204
10
10.056
1
2.17
M40
1
max
0.708
5
1.019
1
0.071
M41
1
max
-0.786
1
2.489
8
-0.045
M42
1
max
3.498
10
1.277
1
0.311
M43
1
max
0.69
5
1.019
0.001
M44
1
max
-0.815
1
2.285
1
1
6
M45
1
max
4.175
10
1.277
1
0
M46
1
max
0.871
8
10.246
1
0.003
M47
1
max
1.669
10
7.613
1
0
M48
1
max
1.754
10
10.056
1
0.341
M49
1
max
1.749
9
10.313
1
0
M50
1
max
1.99
9
6.106
1
0.001
M51
1
max
1.44
9
9.996
1
0.01
M52
1
max
3.166
20
0.968
1
0
M53
1
max
3.284
11
3.972
5
0.398
M54
1
max
0.161
2
1.309
1
0.076
M55
1
max
3.061
20
0.928
0.012
M56
1
max
2.546
11
10.035
1
1
4
M57
1
max
0.163
2
1.309
1
0.004
M58
1
max
1.556
9
10.323
1
2.226
M59
1
max
0.547
1
6.112
1
1.119
1
2
0
1
1
1
1
1
6
1
6
2
1
2
1
M60
1
max
1.246
9
9.995
1
2.389
M61
1
max
0.699
9
10.603
1
0.804
38
0.23
0.138
0.598
1
1
1
6
1
1
0.076
21
31.416
1
-0.002
15
9.655
5
0.748
11
10.591
5
1
1
1
0.014
5
13.873
5
2.965
21
9.811
8
8
1
6
1
1
2
0
0.215
8
10.573
5
0.276
11
13.861
5
0.006
16
34.301
1
0.002
16
10.418
1
0
15
31.414
1
-0.01
5
1
1
0.01
16
32.428
1
0
2
0.002
16
18.517
1
0.02
-0.001
15
30.529
1
0
5
1
1
0.012
16
8.901
5
0.081
5
0.907
21
7.049
8
0.019
5
-0.002
1
12.794
5
0.019
0.23
11
8.876
5
-0.022
5
1
1
-0.051
1
6.902
5
1
2
1
-0.007
1
2.171
21
12.799
5
0.02
0
15
32.429
1
1
1
1
0.002
0.287
11
18.524
1
-0.007
5
1
1
1
1
0.01
16
30.531
1
0.02
3
1.386
21
35.266
5
0
0.944
11
10.103
1
0.626
9
31.107
1
0.565
21
11.846
5
0.466
16
11.045
0.035
16
17.251
5
1
1
0.034
16
11.344
5
1.367
11
-2.288
5
0.595
11
17.266
0.01
1
35.422
0.004
5
1
1
1
6
1
1
1
1
1
1
1
0
1
6
1
1
2
0
0
1
10.218
9
0.021
3
0.077
16
31.074
5
1
1
1
1
1
1
2
-0.012
1
0.011
1
38.604
1
1
1
6
1
1
1
1
2
1
1
1
1
1
2
1
1
1
1
2
1
1
6
1
6
1
1
6
1
6
-0.007
0.015
-0.034
-0.003
0
0.104
0.015
-0.011
0.004
0.022
-0.01
0.043
-0.052
-0.002
0.002
0.03
0.043
-0.013
1
M62
1
max
0.534
9
7.609
1
1.418
M63
1
max
1.71
9
10.365
1
1.262
M64
1
max
0.151
2
2.099
0.481
M65
1
max
-0.291
1
7.071
1
1
4
M66
1
max
3.555
20
2.485
1
0.445
M67
1
max
0.151
2
2.119
1
0.448
M68
1
max
-0.258
1
2.403
1
0.23
M69
1
max
3.758
20
2.481
1
0.786
M70
1
max
1.192
9
10.598
1
0.179
M71
1
max
1.914
9
7.614
1
0.011
M72
1
max
2.268
9
10.366
1
0.074
M73
1
max
3.958
8
24.878
5
0.012
M74
1
max
4.111
8
11.026
0
M75
1
max
3.867
8
23.401
M76
1
max
4.841
8
51.304
5
1
6
1
6
M77
1
max
0.765
11
43.676
M78
1
max
4.1
16
53.929
M79
1
max
4.642
8
M80
1
max
0.13
M81
1
max
M82
1
M83
1.171
2
1
2
1
2
1
8
1
1
2
0
2
0
1
0
6
1
0
5
0
1
19.088
0.031
5
1
1
1
1
1
6
0
1
33.281
0.008
1
14.797
5
1
1
1
6
0.01
1
-0.274
1
0.131
16
20.809
0.097
16
15.218
1
1
6
0.105
5
7.386
-0.013
0.016
-0.009
0.076
-0.026
5
1
1
1
1
6
0.015
1
0
4
20.779
9
1
1
0.021
0.114
16
38.396
0.012
16
19.119
-0.004
0.026
16
33.391
0.048
5
0.658
11
85.801
0
10
40.291
0.374
10
76.216
1
1
1
1
1
0.022
5
0.024
0.221
11
184.707
1
5
0.417
-0.011
0.542
5
137.481
0.04
0.036
5
0.205
5
202.564
51.94
5
1
6
0
8
1
1
1
1
5
1
1
1
3
1
1
0.496
-0.003
9
1
6
1
6
1
5
1
2
0
1
1
0.037
8
0.255
5
184.401
11
43.797
5
0.001
4
1.784
0.661
11
138.072
4.249
16
52.221
5
0.022
0.024
0.361
11
200.437
9
max
3.837
8
23.648
5
1.042
0.124
16
83.547
1
max
3.978
16
11.665
0.582
-0.002
1
40.956
8
2
0
M84
1
max
3.902
8
23.662
4
77.068
9
1
max
4.346
16
34.503
0.145
5
1
6
-0.026
M85
0.132
16
115.22
5
M86
1
max
3.674
16
17.913
0
5
-0.001
1
95.758
9
M87
1
max
4.533
8
34.541
5
1
6
1
6
1
6
1
6
0.187
1
108.6
9
1
max
4.752
16
68.462
5
0.241
-0.015
5
1
1
-0.033
M88
5
1
1
1
0
2
1
1
1
2
1
1
0
1
0
5
1
3
1
1
2
1
1
1
6
1
1
1
6
0.089
16
266.684
5
M89
1
max
-0.62
11
54.866
5
2.065
0.942
5
-0.154
1
161.803
M90
1
max
5.503
8
70.584
5
0.267
0.004
9
-0.086
1
288.921
9
2
0
M91
1
max
4.801
16
67.629
5
0.234
0.242
15
264.545
1
max
0.238
11
54.24
5
0.026
-0.005
5
1
1
-0.025
M92
1.711
5
160.733
M93
1
max
5.527
8
71.821
0.383
0.174
5
0.934
5
292.319
8
2
0
1
1
M94
1
max
4.457
8
35.925
5
1
6
0.099
5
1
0
2
0
1
1
1
1
2
1
0.008
9
-0.032
4
117.694
8
M95
1
max
3.906
8
17.321
5
0.006
2
0.002
1
0.001
2
95.646
2
39
1.234
0.431
0.681
0.679
0.002
-0.005
-0.009
0.004
0.048
5
1
6
1
1
1
M96
1
max
4.577
8
34.798
M97
1
max
2.583
9
0.652
M98
1
max
1.474
11
M99
1
max
0.404
M100
1
max
M101
1
M102
1
6
0.036
1
1
0
0
-0.005
1
1
0.253
5
108.857
9
9
2
1
1
0
0.035
5
0.102
5
0.02
0
-0.002
1
9.868
0.009
1
9.786
-0.012
0.012
1
0.02
0.002
4
1
1
1
1
2
0
0.764
11
9.82
5
1
1
1
6
1
6
1
1
1
6
0.044
0.714
1
2
0
9
1.638
1
0.018
1.542
9
0.654
0.017
max
1.405
9
0.701
1
2
1
0
8
1
6
1
max
0.003
1
1.641
0.001
1
0.034
5
0.179
10
9.845
M103
1
max
1.283
11
38.646
1
1
6
0.051
0.043
5
-0.066
1
0.335
M104
1
max
0.739
11
21.91
5
0.012
0
1
171.627
1
max
0.204
11
53.924
0.005
0.454
5
170.671
M106
1
max
0.765
11
37.682
0.007
0.388
5
0.329
5
1
6
M107
1
max
0.693
11
21.429
5
1
6
1
6
0.001
5
0.002
4
1
1
1
1
2
0
-0.011
M105
8
2
1
1
1
1
1
0.38
10
170.261
1
M108
1
max
0
1
55.727
0.042
11
172.029
max
146.008
16
-2.195
-15.836
11
-15.434
1
1
1
M110
1
max
113.682
5
-2.366
0.399
-15.608
11
-14.883
9
M111
1
max
73.185
16
-1.123
-12.483
11
-13.284
M112
1
max
156.877
16
2.71
0.694
1
12.309
1
1
1
M113
1
max
127.703
5
3.214
8
0.579
-0.105
1
16.708
9
M114
1
max
99.138
16
2.942
0.289
1.227
8
14.539
M115
1
max
156.973
16
2.782
9
1
0
0.641
16
12.912
5
1
1
M116
1
max
127.835
5
3.248
8
0.074
1
1
6
1
6
1
6
1
3
1
1
1
1
2.845
16
17.103
9
M117
1
max
99.361
16
3.131
0.775
1.475
13
15.477
1
max
146.036
16
-2.163
25.455
16
-15.212
M119
1
max
113.74
5
-2.298
22.454
1
-14.595
M120
1
max
73.268
16
-0.978
61.008
16
-12.648
5
1
1
1
6
1
1
M121
1
max
138.404
16
-1.092
1
0.09
1.045
5
-6.106
M122
1
max
113.037
5
-1.394
0.051
2.598
16
-8.153
8
1
1
M123
1
max
86.342
16
-0.364
1
1
6
8
1
1
1
1
1
1
1
1
1
1
0
M118
9
1
1
1
1
1
1
0.038
8
0
1.804
3
-7.081
5
M124
1
max
138.577
16
-1.091
1
0.215
0.002
0.153
1
-6.099
5
M125
1
max
113.349
5
-1.393
0.49
-0.511
1
-8.144
2
M126
1
max
87.074
16
-0.348
1
1
6
0.336
0.003
-1.079
1
-7.022
5
M127
1
max
146.07
16
5.188
8
-1.682
0
1
25.38
16
31.334
5
M128
1
max
113.753
5
4.907
1
-1.876
8
1
6
1
3
1
1
1
1
5
2
0
2
0
2
1
1
6
1
6
2
0
1
1
1
1
1
6
1
6
1
6
1
1
1
6
2
1
1
6
1
1
1
1
1
1
0.062
1
5
1
6
0.043
M109
5
1
1
1
1
1
1
1
0
0
1
22.396
1
28.987
2
M129
1
max
73.179
16
14.515
1
-0.845
1
0.006
1
60.713
16
53.546
1
40
0.035
4.285
3.883
15.151
0.146
0.106
-1.602
-1.833
-0.782
-0.01
-0.011
-0.013
0.055
0.067
0
0
0
0.002
0.009
0
0.004
0.119
0
0
0.008
5
1
3
6
1
M130
1
max
145.998
16
5.187
8
4.291
M131
1
max
113.721
5
4.899
3.898
M132
1
max
73.253
16
14.355
M133
1
max
156.777
16
-0.336
M134
1
max
127.694
5
-0.551
M135
1
max
99.385
16
-0.75
M136
1
max
156.586
16
-0.463
M137
1
max
127.458
5
-0.695
M138
1
max
99.127
16
-0.898
1
1
6
1
1
1
1
1
1
1
1
1
1
1
1
M139
1
max
138.9
16
1.755
5
0.081
M140
1
max
113.631
5
2.412
5
M141
1
max
87.032
16
1.906
M142
1
max
138.488
16
M143
1
max
113.065
M144
1
max
M145
1
M146
1
6
6
0
1
6
1
6
1
1
1
5
1
1
1
6
2
1
2
1
2
0
1
5
1
-16.061
11
31.361
-15.871
11
28.794
-13.076
11
53.011
0.697
1
-1.743
-0.102
1
-3.119
1.242
8
-4.29
0.641
16
-2.477
8
1
1
1
1
1
1
1
6
1
1
1
1
2.855
16
-3.977
8
1.477
13
-5.167
8
1.042
16
9.742
2.6
16
13.82
1
1
6
1.809
14
11.386
8
0.151
1
9.715
-0.519
1
13.794
-1.092
1
11.377
-5.145
11
11.123
1
1
6
1
1
1
1
-8.984
11
17.563
-9.898
11
24.663
-5.98
11
-6.243
-9.964
11
-9.972
8
0.211
5
1
0
1
0
1
0
8
1
1
1
1
-9.081
11
-13.751
5
0.023
3
10.958
3
11.116
5
0.041
5
18.208
5
17.638
2
1
1
6
1
6
1
6
1
3
1
1
1
1
0.004
0
0.039
8
1
1
1
1
2
0.043
8
0.001
1.75
5
0.221
0
5
2.409
5
0.496
86.364
16
1.904
2
0.339
8
1
6
1
3
0.001
max
141.436
5
2.549
3
5.023
3
0.098
1
max
119.253
16
4.374
3
8.794
5
0.102
M147
1
max
104.253
16
7.21
11.603
5
0.06
M148
1
max
141.585
5
-1.232
5.007
3
0.04
M149
1
max
119.363
16
-2.471
8.718
1
max
104.61
16
-3.635
M151
1
max
149.419
8
2.546
3
-0.613
M152
1
max
120.854
8
4.388
3
-2.576
M153
1
max
101.942
8
8.327
-3.525
0.041
2
23.893
5
28.873
5
M154
1
max
141.861
5
-0.744
-0.019
4
10.969
3
-5.154
5
M155
1
max
119.816
16
-1.967
-0.029
5
-8.445
2
1
max
102.096
5
-2.743
4
1
1
18.313
M156
23.665
5
-11.013
5
M157
1
max
185.206
5
1.798
5
1
1
1
1
1
1
1
1
11
6.19
3
1
max
171.64
5
0.323
0.041
0.141
5
1.894
M160
1
max
185.181
5
1.671
1.007
11
11.48
1
max
193.088
5
-0.022
0.012
8
0
8
2
1
-4.932
M161
0.246
1
0.083
5
1
1
1
1
M162
1
max
192.931
5
-0.048
0.048
16
-0.064
5
max
185.26
5
1.694
4
1
1
0.046
1
9
1
1
0
M163
5
1
0
1
1
1
1
1
0
4
2
1
-5.004
M158
5
1
6
1
1
1
1
1
1
1
1
1
1
1
1
2
1
1
1
2
1
0.059
M150
5
1
1
1
1
1
1
5.859
1
11.716
3
41
15.224
0.144
0.577
0.287
0.096
0.061
0.758
10.29
-1.149
-3.133
-4.515
1.012
1.782
0.019
0
0.001
0
0
0.003
0
0
0
0.17
0
0.002
0
0.228
1
1
1
2
1
1
6
2
1
1
1
1
1
1.763
1
0
1
1
1
1
0.048
9
0
0.012
8
1
1
1
1
2
1
0.006
M164
1
max
171.414
5
-0.206
1
0.034
M165
1
max
171.293
5
-0.206
0.042
M166
1
max
185.211
5
1.755
M167
1
max
193.215
5
4.38
M168
1
max
193.164
5
4.384
1
1
1
1
0
1
0
M169
1
max
177.419
16
-1.244
1.857
M171
1
max
177.676
16
2.619
M172
1
max
177.925
16
2.623
1
1
6
1
6
2.584
4.897
0.006
1
6
1
1
0
5
5.869
16
5.869
5
1
1
2
1
1
1
1
6
0.046
16
14.17
0.246
1
14.15
4.845
16
-2.365
4.864
16
5.12
-2.314
1
5.129
0
0.042
0.003
0.015
0.098
1
-1.208
0.142
5
-1.21
Member Group
Member No
Column Fence
M109,M110,M111,M157,M130,M131,M132,M160,M166,M118,M119,M120,
M163,M127,M128,M129.
Column Interior
M145,M146,M147,M148,M149,M150,M151,M152,M153,M154,M155,M156,M169,M170
,M171,M172
Column Exterior
M168,M112,M113,M114,M115,M116,M117,M167,M133,M134,M135,M136,M137,M138
M161,M162
Beam Exterior
M1,M2,M3,M10,M11,M12,M13,M14,M15,M22,M23,M24,M25,M26,M27,M34,M35,M36
M37.M38,M39,M46,M47,M48,M49,M50,M51,M70,M71,M72,M58,M59,M60,
M61,M62,M63,M73,M74,M75,M85,M86,M87,M82,M83,M84,M94,M95,M96
Beam Interior
M4,M7,M18,M21,M9,M6.M19,M16,M28,M31,M42,M46,M33,M30,M43,M40,
M52,M55,M66,M69,M57,M54,M67,M64,M97,M98,M99,M100,M101,M102,
M103,M104,M105,M76,M77,
M78,M88,M91,M79,M80,M81,M106,M107,M108M90,M98,M89,M92
42
5
1
1
1
1
1
1
1
1
5
1
0
1
1
Member Grouping Showing Axial Force and Moment
Floors
1 st
Floor
1 st
Floor
1 st
Floor
1 st
Floor
1 st
Floor
2nd
Floor
2nd
Floor
2nd
Floor
2nd
Floor
2nd
Floor
Member Group
Maximum
Axial (K)
Maximum
Mzz Kipsft
185.26
11.716
177.925
5.129
193.215
14.17
Column Interior
Shape
W 14 x
109
W 14 x
193
Column Exterior
W 8 x 40
Beam Exterior
W 14 x 53
1.617
32.501
Beam Interior
W 14 x 82
5.909
10.157
Column Fence
146.07
31.361
Column Interior
W 14 x
109
W 14 x
193
171.414
11.123
Column Exterior
W 8 x 40
156.973
12.912
Beam Exterior
W 14 x 53
1.754
34.314
Beam Interior
W 14 x 82
4.358
32.429
113.753
28.987
141.861
17.638
127.835
17.103
Column Fence
3rd Floor
Column Fence
3rd Floor
Column Interior
W 14 x
109
W 14 x
193
3rd Floor
Column Exterior
W 8 x 40
3rd Floor
Beam Exterior
W 14 x 53
2.268
38.604
3rd Floor
Beam Interior
W 14 x 82
3.758
20.809
4th Floor
Column Fence
73.268
53.546
4th Floor
Column Interior
W 14 x
109
W 14 x
193
104.61
28.873
4th Floor
Column Exterior
W 8 x 40
99.385
15.477
4th Floor
Beam Exterior
W 14 x 53
4.577
117.694
4th Floor
Beam Interior
W 14 x 82
5.527
292.319
43
Design Result
Member Shape
Code
Check Loc ft
lc
Shear
Check Loc ft
0.1
0y
1
9.589
30
37.5
19.682
1.03
0.433
0.85 H1-2
dir
lc
fa ksi
fb y-y fb z-z
ft ksi ksi
ksi
Cb
Cmy
Cmz
ASD
M1
W14X53
0.336
0 10
M2
W14X53
0.081
0
9
0.059
12 y
1
20.017
30
37.5
30
1.038
0.449
0.85 H1-2
M3
W14X53
0.258
20
1
0.1
20 y
1
9.589
30
37.5
19.688
1.03
0.269
0.85 H1-3
M4
W14X82
0.083
0 10
0.009
20 y
1
15.427
30
37.5
30
1.093
0.427
0.85 H1-2
M5
W14X82
0.033
0
5
0.015
0.75 y
5
27.885
30
37.5
30
1.001
0.619
0.85 H2-1
M6
W14X82
0.035
0
5
0.009
0y
1
15.427
30
37.5
30
1.137
0.808
0.85 H1-2
M7
W14X82
0.074
0 10
0.009
20 y
1
15.427
30
37.5
30
1.098
0.389
0.85 H1-2
M8
W14X82
0.043
12 10
0.017
11.25 y
8
27.885
30
37.5
30
1.205
0.853
0.85 H2-1
M9
W14X82
0.035
0
5
0.009
0y
1
15.427
30
37.5
30
1.138
0.864
0.85 H1-2
M10
W14X53
0.465
0 10
0.1
0y
1
9.589
30
37.5
19.69
1.03
0.85
0.85 H1-3
M11
W14X53
0.165
12 20
0.059
12 y
1
20.017
30
37.5
30
1.038
0.85
0.85 H2-1
M12
W14X53
0.444
0 21
0.1
20 y
1
9.589
30
37.5
19.872
1.04
0.85
0.85 H1-3
M13
W14X53
0.442
20 21
0.099
0y
1
9.589
30
37.5
19.533
1.022
0.85
0.85 H1-3
M14
W14X53
0.247
9
0.074
15 y
1
16.155
30
37.5
25.714
1.009
0.85
0.85 H1-3
M15
W14X53
0.454
20 21
0.099
20 y
1
9.589
30
37.5
19.483
1.02
0.85
0.85 H1-2
M16
W14X82
0.033
20
5
0.008
20 y
1
15.427
30
37.5
30
1.131
0.604
0.85 H1-2
M17
W14X82
0.035
0 10
0.012
0.938 y
8
27.183
30
37.5
30
1.221
0.84
0.85 H2-1
M18
W14X82
0.082
20 10
0.008
0y
1
15.427
30
37.5
30
1.092
0.404
0.85 H1-2
M19
W14X82
0.033
20
5
0.008
20 y
1
15.427
30
37.5
30
1.131
0.679
0.85 H1-2
M20
W14X82
0.024
0
5
0.009
0.938 y
5
27.183
30
37.5
30
1
0.641
0.85 H2-1
M21
W14X82
0.094
20 10
0.008
0y
1
15.427
30
37.5
30
1.084
0.428
0.85 H1-2
M22
W14X53
0.241
0
1
0.099
0y
1
9.589
30
37.5
19.4
1.015
0.242
0.85 H1-3
M23
W14X53
0.135
15
1
0.074
15 y
1
16.155
30
37.5
25.478
1
0.994
0.85 H1-3
M24
W14X53
0.33
20 21
0.099
20 y
1
9.589
30
37.5
19.462
1.019
0.436
0.85 H1-2
M25
W14X53
0.338
0 10
0.1
0y
1
9.589
30
37.5
19.963
1.045
0.434
0.85 H1-2
M26
W14X53
0.064
6 16
0.059
12 y
1
20.017
30
37.5
30
1
0.977
0.85 H1-2
0
44
Member Shape
Code
Check Loc ft
M27
W14X53
0.269
M28
W14X82
M29
Shear
Check Loc ft
lc
20
dir
lc
fa ksi
fb y-y fb z-z
ft ksi ksi
ksi
Cb
Cmy
Cmz
ASD
1
0.1
20 y
1
9.589
30
37.5
19.875
1.04
0.6
0.85 H1-3
0.078
0 10
0.009
20 y
1
15.427
30
37.5
30
1.148
0.426
0.85 H1-2
W14X82
0.048
0
5
0.026
0.75 y
16
27.885
30
37.5
30
1.001
0.625
0.85 H2-1
M30
W14X82
0.048
0
5
0.009
0y
1
15.427
30
37.5
30
1.164
0.289
0.85 H1-2
M31
W14X82
0.067
0 10
0.009
20 y
1
15.427
30
37.5
30
1.15
0.385
0.85 H1-2
M32
W14X82
0.053
12
8
0.026
11.25 y
8
27.885
30
37.5
30
1.002
0.811
0.85 H2-1
M33
W14X82
0.048
0
5
0.009
0y
1
15.427
30
37.5
30
1.165
0.331
0.85 H1-2
M34
W14X53
0.449
0 10
0.1
0y
1
9.589
30
37.5
19.969
1.045
0.85
0.85 H1-2
M35
W14X53
0.141
9
0.059
12 y
1
20.017
30
37.5
30
1.029
0.85
0.85 H2-1
M36
W14X53
0.426
0 21
0.1
20 y
1
9.589
30
37.5
20.106
1.052
0.85
0.85 H1-2
M37
W14X53
0.43
20 20
0.099
0y
1
9.589
30
37.5
19.743
1.033
0.85
0.85 H1-3
M38
W14X53
0.224
9
0.074
0y
1
16.155
30
37.5
25.713
1.009
0.85
0.85 H1-3
M39
W14X53
0.444
20 21
0.099
20 y
1
9.589
30
37.5
19.758
1.034
0.85
0.85 H1-2
M40
W14X82
0.045
20
5
0.009
20 y
1
15.427
30
37.5
30
1.166
0.336
0.85 H1-2
M41
W14X82
0.04
0
8
0.018
0.938 y
8
27.183
30
37.5
30
1.012
0.816
0.85 H2-1
M42
W14X82
0.078
20 10
0.009
0y
1
15.427
30
37.5
30
1.153
0.407
0.85 H1-2
M43
W14X82
0.044
20
5
0.009
20 y
1
15.427
30
37.5
30
1.166
0.305
0.85 H1-2
M44
W14X82
0.034
0
5
0.016
14.063 y
16
27.183
30
37.5
30
1
0.681
0.85 H2-1
M45
W14X82
0.087
20 10
0.009
0y
1
15.427
30
37.5
30
1.147
0.428
0.85 H1-2
M46
W14X53
0.257
0
1
0.099
0y
1
9.589
30
37.5
19.632
1.027
0.541
0.85 H1-3
M47
W14X53
0.112
15
1
0.074
15 y
1
16.155
30
37.5
25.478
1
0.837
0.85 H1-3
M48
W14X53
0.334
20 21
0.099
20 y
1
9.589
30
37.5
19.729
1.033
0.437
0.85 H1-2
M49
W14X53
0.281
0
8
0.1
0y
1
9.589
30
37.5
20.476
1.072
0.315
0.85 H1-3
M50
W14X53
0.109
6 16
0.059
0y
1
20.017
30
37.5
30
1
0.376
0.85 H2-1
M51
W14X53
0.272
0.1
20 y
1
9.589
30
37.5
20.422
1.069
0.242
0.85 H1-3
12
0
20
8
45
Member Shape
Code
Check Loc ft
Shear
Check Loc ft
lc
dir
lc
fa ksi
fb y-y fb z-z
ft ksi ksi
ksi
Cb
Cmy
Cmz
ASD
M52
W14X82
0.063
20
5
0.009
20 y
1
15.427
30
37.5
30
1.176
0.496
0.85 H2-1
M53
W14X82
0.058
0
5
0.028
0.75 y
5
27.885
30
37.5
30
1.012
0.874
0.85 H2-1
M54
W14X82
0.062
0
5
0.009
0y
1
15.427
30
37.5
30
1.152
0.331
0.85 H2-1
M55
W14X82
0.066
20
5
0.009
20 y
1
15.427
30
37.5
30
1.213
0.412
0.85 H2-1
M56
W14X82
0.06
12
8
0.069
0.75 y
14
27.885
30
37.5
30
1
0.896
0.85 H2-1
M57
W14X82
0.062
0
5
0.009
0y
1
15.427
30
37.5
30
1.154
0.409
0.85 H2-1
M58
W14X53
0.406
0 10
0.1
0y
1
9.589
30
37.5
20.246
1.06
0.85
0.85 H1-3
M59
W14X53
0.143
0 20
0.059
0y
1
20.017
30
37.5
30
1.025
0.85
0.85 H1-2
M60
W14X53
0.435
0 21
0.1
20 y
1
9.589
30
37.5
20.204
1.057
0.85
0.85 H1-3
M61
W14X53
0.305
0
8
0.103
0y
1
22.304
30
37.5
20.378
1.066
0.85
0.85 H1-3
M62
W14X53
0.195
15
9
0.074
15 y
1
16.155
30
37.5
25.693
1.008
0.85
0.85 H1-2
M63
W14X53
0.403
20 21
0.103
20 y
1
22.304
30
37.5
19.95
1.044
0.85
0.85 H1-3
M64
W14X82
0.091
20 10
0.017
20 y
1
24.594
30
37.5
30
1.153
0.239
0.85 H2-1
M65
W14X82
0.046
0.938 16
0.049
0.938 y
14
27.183
30
37.5
33
1.295
0.426
0.85 H2-1
M66
W14X82
0.098
20 10
0.017
0y
1
24.594
30
37.5
30
1.119
0.801
0.85 H1-2
M67
W14X82
0.082
20 10
0.017
20 y
1
24.594
30
37.5
30
1.129
0.23
0.85 H2-1
M68
W14X82
0.039
15
9
0.017
14.063 y
1
27.183
30
37.5
30
1.03
0.868
0.85 H1-2
M69
W14X82
0.131
20 10
0.017
0y
1
24.594
30
37.5
30
1.115
0.35
0.85 H1-2
M70
W14X53
0.296
8
0.103
0y
1
22.304
30
37.5
20.297
1.062
0.442
0.85 H1-3
M71
W14X53
0.145
7.5 16
0.074
0y
1
16.155
30
37.5
25.477
1
0.686
0.85 H1-3
M72
W14X53
0.367
20 21
0.103
20 y
1
22.304
30
37.5
19.906
1.042
0.519
0.85 H1-2
M73
W14X53
0.681
0
5
0.242
0y
5
9.589
30
37.5
20.045
1.049
0.258
0.85 H1-2
M74
W14X53
0.224
12
8
0.113
12 y
16
20.017
30
37.5
30
1.008
0.241
0.85 H1-2
M75
W14X53
0.668
20
5
0.23
20 y
5
9.589
30
37.5
19.91
1.042
0.257
0.85 H1-2
M76
W14X82
0.662
20
5
0.358
20 y
5
15.427
30
37.5
30
1.037
0.284
0.85 H1-2
M77
W14X82
0.716
12
5
0.318
11.25 y
5
27.885
30
37.5
30
1.002
0.732
0.85 H2-1
0
46
Member Shape
Code
Check Loc ft
Shear
Check Loc ft
lc
dir
lc
fa ksi
fb y-y fb z-z
ft ksi ksi
ksi
Cb
Cmy
Cmz
ASD
M78
W14X82
0.668
0
5
0.369
0y
5
15.427
30
37.5
30
1.043
0.279
0.85 H1-2
M79
W14X82
0.669
20
5
0.369
20 y
5
15.427
30
37.5
30
1.043
0.279
0.85 H1-2
M80
W14X82
0.716
0
5
0.318
0.75 y
5
27.885
30
37.5
30
1.002
0.732
0.85 H2-1
M81
W14X82
0.662
0
5
0.358
0y
5
15.427
30
37.5
30
1.037
0.282
0.85 H1-2
M82
W14X53
0.686
0
8
0.23
0y
5
9.589
30
37.5
19.897
1.041
0.85
0.85 H1-2
M83
W14X53
0.243
0
8
0.113
0y
5
20.017
30
37.5
30
1.006
0.85
0.85 H1-2
M84
W14X53
0.692
20
8
0.242
20 y
5
9.589
30
37.5
20.029
1.048
0.85
0.85 H1-2
M85
W14X53
0.971
0 16
0.338
19.375 y
16
22.304
30
37.5
19.108
1
0.812
0.85 H1-2
M86
W14X53
0.601
15
8
0.174
0y
16
16.155
30
37.5
25.498
1.001
0.85
0.85 H1-2
M87
W14X53
1.004
20
8
0.349
20 y
16
22.304
30
37.5
19.108
1
0.85
0.85 H1-2
M88
W14X82
0.982
20
5
0.492
20 y
5
24.594
30
37.5
30
1.042
0.304
0.85 H1-2
M89
W14X82
0.736
0
5
0.383
0.938 y
5
27.183
30
37.5
30
1.003
0.744
0.85 H2-1
M90
W14X82
0.97
0
5
0.484
0y
5
24.594
30
37.5
30
1.04
0.303
0.85 H1-2
M91
W14X82
0.97
20
5
0.484
20 y
5
24.594
30
37.5
30
1.04
0.302
0.85 H1-2
M92
W14X82
0.736
15
5
0.383
14.063 y
5
27.183
30
37.5
30
1.003
0.744
0.85 H2-1
M93
W14X82
0.981
0
5
0.492
0y
5
24.594
30
37.5
30
1.042
0.304
0.85 H1-2
M94
W14X53
0.99
0 16
0.349
0y
16
22.304
30
37.5
19.108
1
0.807
0.85 H1-2
M95
W14X53
0.588
15
5
0.174
15 y
16
16.155
30
37.5
25.492
1.001
0.396
0.85 H1-2
M96
W14X53
0.976
20
8
0.338
0.625 y
16
22.304
30
37.5
19.108
1
0.536
0.85 H1-2
M97
W14X82
0.036
20
9
0.013
20 y
1
15.427
30
37.5
30
1.751
0.384
0.85 H1-2
M98
W14X82
0.033
0
9
0.005
0y
20
23.038
30
37.5
30
1.082
0.288
0.85 H1-2
M99
W14X82
0.032
0
1
0.013
0y
1
15.427
30
37.5
30
1.751
0.279
0.85 H1-2
M100
W14X82
0.037
20
9
0.013
20 y
1
15.427
30
37.5
30
1.751
0.817
0.85 H1-2
M101
W14X82
0.042
0
9
0.005
0y
21
23.038
30
37.5
30
1.066
0.769
0.85 H1-2
M102
W14X82
0.032
0
1
0.013
0y
1
15.427
30
37.5
30
1.751
0.285
0.85 H1-2
M103
W14X82
0.649
8.542 16
0.386
20 y
5
15.427
30
37.5
30
1
0.258
0.85 H2-1
M104
W14X82
0.559
0
0.15
0y
16
23.038
30
37.5
30
1.004
0.96
0.85 H2-1
5
47
Member Shape
Code
Check Loc ft
Shear
Check Loc ft
lc
dir
lc
fa ksi
fb y-y fb z-z
ft ksi ksi
ksi
Cb
Cmy
Cmz
ASD
M105
W14X82
0.641
11.458 16
0.374
0y
5
15.427
30
37.5
30
1
0.258
0.85 H2-1
M106
W14X82
0.641
8.542 16
0.374
20 y
5
15.427
30
37.5
30
1
0.258
0.85 H2-1
M107
W14X82
0.558
12
5
0.15
12 y
5
23.038
30
37.5
30
1.004
0.961
0.85 H2-1
M108
W14X82
0.649
11.458 16
0.386
0y
5
15.427
30
37.5
30
1
0.258
0.85 H2-1
M109
W14X109
0.352
12 16
0.035
6y
16
26.037
30
37.5
33
2.3
0.209
0.205 H1-2
M110
W14X109
0.289
5
0.036
7.75 y
20
26.037
30
37.5
33
2.3
0.352
0.309 H1-2
M111
W14X109
0.963
12 16
0.097
6y
16
26.037
30
37.5
33
2.275
0.401
0.423 H1-2
M112
W8X40
0.747
0
8
0.046
0y
10
20.883
30
37.5
30
1
0.369
0.85 H1-1
M113
W8X40
0.716
12
8
0.054
0.75 y
8
20.883
30
37.5
30
1
0.324
0.85 H1-1
M114
W8X40
0.578
12
5
0.05
0y
9
20.883
30
37.5
30
1
0.54
0.448 H1-1
M115
W8X40
0.749
0
8
0.047
0y
10
20.883
30
37.5
30
1
0.44
0.85 H1-1
M116
W8X40
0.719
12
8
0.055
1.125 y
10
20.883
30
37.5
30
1
0.335
0.85 H1-1
M117
W8X40
0.582
12
8
0.053
0y
9
20.883
30
37.5
30
1
0.522
0.85 H1-1
M118
W14X109
0.351
12 16
0.034
6y
5
26.037
30
37.5
33
2.3
0.209
0.205 H1-2
M119
W14X109
0.289
5
0.033
6y
1
26.037
30
37.5
33
2.3
0.345
0.315 H1-2
M120
W14X109
0.964
12 16
0.095
6y
5
26.037
30
37.5
33
2.273
0.4
0.423 H1-2
M121
W8X40
0.663
0
8
0.044
0y
10
20.883
30
37.5
30
1
0.363
0.85 H1-1
M122
W8X40
0.621
0
8
0.05
0y
10
20.883
30
37.5
30
1
0.294
0.85 H1-1
M123
W8X40
0.465
0
8
0.047
0.5 y
9
20.883
30
37.5
30
1
0.871
0.85 H1-1
M124
W8X40
0.658
0
8
0.04
0y
10
20.883
30
37.5
30
1
0.309
0.85 H1-1
M125
W8X40
0.62
0
8
0.047
0y
10
20.883
30
37.5
30
1
0.28
0.85 H1-1
M126
W8X40
0.476
0
8
0.045
0y
9
20.883
30
37.5
30
1
0.912
0.85 H1-1
M127
W14X109
0.351
12 16
0.035
6y
8
26.037
30
37.5
33
2.3
0.209
0.205 H1-2
M128
W14X109
0.289
5
0.035
6y
20
26.037
30
37.5
33
2.3
0.348
0.308 H1-2
M129
W14X109
0.963
12 16
0.097
6y
16
26.037
30
37.5
33
2.275
0.4
0.422 H1-2
M130
W14X109
0.351
12 16
0.035
6y
8
26.037
30
37.5
33
2.3
0.209
0.206 H1-2
M131
W14X109
0.289
0.033
6y
20
26.037
30
37.5
33
2.3
0.348
0.312 H1-2
0
0
0
0
5
48
Member Shape
Code
Check Loc ft
Shear
Check Loc ft
lc
dir
lc
fa ksi
fb y-y fb z-z
ft ksi ksi
ksi
Cb
Cmy
Cmz
ASD
M132
W14X109
0.963
12 16
0.096
6y
16
26.037
30
37.5
33
2.276
0.401
0.422 H1-2
M133
W8X40
0.702
12 16
0.034
6y
5
20.883
30
37.5
30
1
0.37
0.257 H1-1
M134
W8X40
0.668
12
5
0.047
6y
5
20.883
30
37.5
30
2.3
0.322
0.238 H1-2
M135
W8X40
0.58
12
5
0.037
6y
2
20.883
30
37.5
30
1
0.538
0.45 H1-1
M136
W8X40
0.701
12 16
0.034
6y
5
20.883
30
37.5
30
1
0.369
0.257 H1-1
M137
W8X40
0.668
12
5
0.047
6y
5
20.883
30
37.5
30
2.3
0.322
0.238 H1-2
M138
W8X40
0.578
12
5
0.037
6y
2
20.883
30
37.5
30
1
0.541
0.449 H1-1
M139
W8X40
0.624
12 16
0.03
6y
5
20.883
30
37.5
30
1
0.319
0.257 H1-1
M140
W8X40
0.579
12
5
0.041
6y
5
20.883
30
37.5
30
2.3
0.281
0.234 H1-2
M141
W8X40
0.466
0
5
0.032
6y
2
20.883
30
37.5
30
1
0.911
0.744 H1-1
M142
W8X40
0.622
12 16
0.029
6y
5
20.883
30
37.5
30
1
0.319
0.257 H1-1
M143
W8X40
0.578
12
5
0.041
6y
5
20.883
30
37.5
30
2.3
0.281
0.235 H1-2
M144
W8X40
0.464
0
5
0.032
6y
2
20.883
30
37.5
30
1
0.858
0.736 H1-1
M145
W14X193
0.181
12
5
0.026
11.25 y
5
28.068
30
37.5
33
1.127
0.836
0.403 H1-2
M146
W14X193
0.165
12
5
0.023
11.25 y
5
28.068
30
37.5
33
1.132
0.844
0.219 H1-2
M147
W14X193
0.996
12
5
0.376
11.25 y
5
28.068
30
37.5
33
1.102
0.857
0.574 H1-2
M148
W14X193
0.181
12
5
0.027
11.25 y
8
28.068
30
37.5
33
2.3
0.836
0.403 H1-2
M149
W14X193
0.163
12
5
0.027
11.25 y
10
28.068
30
37.5
33
2.3
0.835
0.288 H1-2
M150
W14X193
0.995
12
5
0.374
11.25 y
5
28.068
30
37.5
33
1.831
0.857
0.57 H1-2
M151
W14X193
0.181
12
5
0.026
11.25 y
5
28.068
30
37.5
33
1.127
0.836
0.403 H1-2
M152
W14X193
0.17
12
5
0.026
11.25 y
5
28.068
30
37.5
33
1.126
0.839
0.287 H1-2
M153
W14X193
0.995
12
5
0.374
11.25 y
5
28.068
30
37.5
33
1.102
0.857
0.57 H1-2
M154
W14X193
0.181
12
5
0.026
11.25 y
8
28.068
30
37.5
33
2.3
0.836
0.403 H1-2
M155
W14X193
0.17
12
5
0.027
11.25 y
8
28.068
30
37.5
33
2.3
0.839
0.29 H1-2
M156
W14X193
0.895
12
5
0.376
11.25 y
5
28.068
30
37.5
33
1.83
0.857
0.57 H1-2
M157
W14X109
0.292
18
5
0.018
13.5 y
21
24.635
30
37.5
30
2.3
0.499
0.413 H1-2
M158
W8X40
0.882
18
5
0.005
9y
5
17.393
30
37.5
30
1
0.498
0.406 H1-1
49
Member Shape
Code
Check Loc ft
Shear
Check Loc ft
lc
dir
lc
fa ksi
fb y-y fb z-z
ft ksi ksi
ksi
Cb
Cmy
Cmz
ASD
M159
W8X40
0.881
18
5
0.005
9y
5
17.393
30
37.5
30
1
0.498
0.406 H1-1
M160
W14X109
0.292
18
5
0.011
9y
10
24.635
30
37.5
30
2
0.499
0.413 H1-2
M161
W8X40
0.986
18
5
0.006
9y
5
17.393
30
37.5
30
1
0.492
0.406 H1-1
M162
W8X40
0.985
18
5
0.006
9y
5
17.393
30
37.5
30
1
0.492
0.406 H1-1
M163
W14X109
0.298
18
8
0.019
9y
10
24.635
30
37.5
30
1
0.85
0.381 H1-1
M164
W8X40
0.881
18
5
0.068
0y
10
17.393
30
37.5
30
1
0.498
0.406 H1-1
M165
W8X40
0.881
18
5
0.068
0y
10
17.393
30
37.5
30
1
0.498
0.406 H1-1
M166
W14X109
0.309
18
8
0.014
18 y
10
24.635
30
37.5
30
1
0.85
0.85 H1-1
M167
W8X40
0.987
18
5
0.074
0y
10
17.393
30
37.5
30
1
0.491
0.406 H1-1
M168
W8X40
0.987
18
5
0.074
0y
10
17.393
30
37.5
30
1
0.493
0.406 H1-1
M169
W14X193
0.163
18 16
0.017
16.875 y
5
26.745
30
37.5
33
1.202
0.768
0.74 H1-2
M170
W14X193
0.163
18 16
0.017
16.875 y
5
26.745
30
37.5
33
1.202
0.768
0.74 H1-2
M171
W14X193
0.165
18 16
0.018
16.875 y
8
26.745
30
37.5
30
1.418
0.768
0.74 H1-2
M172
W14X193
0.165
18 16
0.019
16.875 y
8
26.745
30
37.5
30
1.418
0.768
0.741 H1-2
50
7 Design Summary
Material Take off
Material
Size
Pieces
Length
Weight(K)
Hot Rolled Steel
A992
W14X109
16
216
23.5
A992
W14X193
16
216
41.7
A992
W14X53
48
856
45.4
A992
W14X82
60
1064
87.3
A992
W8X40
32
432
17.2
172
2784
215.2
Total HR Steel
Section Decided
Label
Shape
Beam Exterior
W 14 x 53 Beam
Wide Flange A992
7.34 17.1 53.4 0.46
Beam Interior
W 14 x 82 Beam
Wide Flange A992
2.68 2.19 16.4 0.04
Column Wide Flange A992
10.3 42.6 127 0.77
W 14 x 109 Column Wide Flange A992
9.13 37.1 110 0.54
Column-Interior W 14 x 193 Column Wide Flange A992
7.08 18.3 82.8 0.35
Column-Exterior W 8 x 40
Column-Fence
Type
Design List
A
Material inch^2 Iyy
51
Izz
J
Conclusion
1 Frame Considered in X-Z Plane is symmetrical (Mirror image) there will be no Torsion Effect.
2 There will be Some Thermal Expansion Because of the use of the two materials so it has been
considered in the design.
3 Story Drift was calculated it was ok less than h/300 for each floor.
4. All the beam column satisfied the unity check.
5 Deflection check was satisfied
6 Design Analysis was done on the assumption of the some section shape W10 x 17 on that basis
risa suggested shape and then used that suggested shape for the design it satisfies all the check
required.
7. Design Summary was prepared and finally as per grouping I got 5 design shapes and for that
design I got the design results which show all the shear checks for the shape.
8. The main purpose of the making a grouping of all the members was point of view of
Procurement of the material, Repeatability of the materials, Saving in the cost
to avoid
complexity in actual execution.
9 Definitely some saving can be made by reducing labour cost by using grouping of member.
52
References
1.
2.
3.
4.
5.
AISC –Steel Construction Manual 13th Edition
Risa Tutorials and Model was prepared in Risa Software
Structural Analysis -3rd Edition, Author–Aslam Kassimali, Publication- Thomson
IBC 2006 Handbook - Load Calculation.
Structural Steel Design -1st Edition, Author- Abi Aghayere and Jason Vigil, PublicationPrentice hall
53