Technical Assignment #1 Structural Concepts/Structural Existing Conditions Report

Executive Summary:

This report contains investigations into the structural concepts used in the design of the Hyatt Center located at 71 South Wacker Drive; Chicago, Illinois and is broken down into four sections as follows:

Building Description: The Hyatt Center is a 49-story, 1.7 million gross square feet commercial office

building located in the heart of Chicago’s business district. It has a unique curvilinear façade and oval-shaped footprint really a “football shape” which is supported laterally by a central core. The core walls mimic the curvilinear facade producing a constant core-to-exterior spandrel/column dimension, an issue of economy. The floor and roof floor systems are composite wide flange beams with composite metal deck. Beam spans of 43’ to the exterior columns and perimeter column spacing of 38’- 3 ¾” are typical on most floors. Lateral bracing of the tower consists of shear walls in the central core connected by link beams at wall openings, this type of system is referred to as a “coupled shear wall.” All lateral loads as well as gravity loads were designed to be resisted by the core leaving the exterior columns as primarily gravity members. Lateral forces are transferred to the core beginning at the curtain wall, into the structural framing then into the concrete slab which acts as a rigid diaphragm. Large grade beams transfer the force from the core into belled and rock caissons which are bearing directly onto the “hardpan” and bedrock, respectively.

Design Model Codes and Standards:

The City of Chicago Building Code controlled the design of the Hyatt Center. Additional standards referenced are AISC LRFD for structural steel, ACI 318-02 for concrete design and ASCE 7-95 for design wind loading to name a few. ASCE 7-02 will be used for the analysis and calculation of loads for the remaining of this project.

Calculations:

Gravity (roof snow loads, column take-down of R7-SR1, typical framing weight per floor, total weight of the structure) and lateral (wind and seismic loads) are summed and calculated. The typical dead load weight per floor ranged from 5280 kips at the roof – 44,840 kip at the mezzanine levels. The critical un-factored base shear due to wind (7770k) is less than the un-factored seismic base shear (36,637k). The overall height of the structure paired with 3 levels of mechanical spaces throughout the height of the building and the structures massive weight all contribute to the large variation between seismic and wind base shear.

Conclusions and Additional Consideration:

Patrick L. Hopple Faculty Consultant : Dr. Linda Hanagan Date: Tuesday, October 05, 2004 Project: Hyatt Center (71 South Wacker Drive : Chicago, IL)

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Overall Structure:

Composite System: The Hyatt Center is a 49-story commercial office building in the

center of the Chicago business district. The entire building is

composed of a 49-story tower and a 7-story mezzanine.

The mezzanine structure and the tower have some

similar characteristics in terms of employed gravity

structural systems. The mezzanine is comprised typically of

rectangular bays (36’x46’) and use specially detailed open-

web steel trusses and wide-flange beams with web-

openings in the retail areas to accommodate ducts and

overhead electrical runs. The trusses are comprised of

back-to-back angles for the diagonals and verticals with chords of “WT”

sections which support an 11-inch slab on composite metal deck and 4

½” – ¾” diameter shear studs. Lateral loads in the mezzanine are resisted by rigid moment

frames in both directions. My focus for this report is primarily on the tower of the Hyatt

Center.

The tower structure consists of an oval-shaped footprint on the site which produces

some difficulty when trying to find a square bay. However, the tower was designed to allow

for a constant span dimension from the core to the perimeter spandrels. This was

accomplished by designing the central core walls to mimic the

profile of the curved façade, in doing so a constant beam span

(varying from 42’ at the base to 45’ in upper levels) can be

obtained across the floor plate, resulting in the same beam

spans. A constant perimeter span of 38’-3 ¾” was also upheld

by the radial grid dimensioning.

A typical bay used in calculations and in framing checks,

(R14 to R15 on SR2) can be seen to the left. The framing

consists of composite wide-flange beams (W18x50 – interior

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

and W27x84 – perimeter) with a 5 1/2” light-weight concrete slab on

20 gage composite metal deck. Simple shear connections are located

where the beams meet the spandrels; however, the connection to the

concrete core wall is unique. Embedded steel plates are used to

transfer the reactions from the beams into the core wall. Loads from

the spandrels are carried into the W14 columns which vary in size

from 90#/lf to 808#/lf on level 5 at which time built-up columns PL 24x930 and BX

36x1140 are used for the remaining of the column length until the base plate. This column

run, R7-SR1 in particular, was checked for adequacy by determining loads and cumulating

them down the structure.

Lateral System: Lateral loads on the tower are resisted by a combination of shear walls located in the

central core of the building. The shear walls are comprised of two “C-sections” and four “I-

sections” all linked by rigid concrete link beams. This system of shear walls linked by beams

is referred to as a coupled shear wall. Lateral loads get to the central core by means of the

rigid concrete slab as a diaphragm. All the lateral loads were designed to be carried by the

central concrete core leaving the exterior columns resisting only axial forces. The concrete

core wall dimensions vary along the height of the building, as well as its compressive

strength. A core diagram can be viewed below:

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Core Variation Wall A Wall B Wall C

Wall 1 and 6

Wall 2 and 5

Wall 3 and 4

Level: f'c

(ksi) Thickness

(in.) Thickness

(in.) Thickness

(in.) Thickness

(in.) Thickness

(in.) Thickness

(in.) 49 5 15" 15" 15" 12" 12" 12" 34 15" 15" 15" 33 18" 18" 18" 26 5 25 6 23 18" 18" 18" 22 24" 24" 24" 15 6 14 10 10 24" 24" 24" 9 32" 32" 32"

T/Foundation 10 32" 32" 32" 12" 12" 12"

Foundation System: The foundation system consists of concrete retaining walls, grade beams or caisson caps

over belled caissons. The foundation walls vary from 1’-4” thick under lighter column lines

and to 5’-3” thick under heavier column lines. Two types of drilled caissons are used on the

Hyatt Center, a belled caisson is used for a shallower soil bearing foundation and rock

caissons which are embedded directly into sound bedrock. The belled caissons are used for

the “hardpan” soil layer which is approximately 82 feet below grade and range in diameter

from 2’-6” to 8’. Where large bearing forces were required, such as directly supporting the

core walls, rock caissons were used due to the enormous weight of the central core

structure. The rock caissons approach a depth of 120 feet below grade and ranged from 4’-

6” to 9’-0” diameter.

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Material Properties:

Steel:

All anchor bolts shall be ASTM A36.

Welding electrodes shall be E70xx for shop welds and E7018

for field welds.

4 ½” x ¾” diameter shear studs ASTM A108.

Composite steel deck conforms to ASTM A635-94.

Composite steel deck shall not be less than 20gage.

Welded wire fabric shall conform to ASTM A185.

Epoxy Coated Welded wire fabric shall conform to ASTM A584, Class A.

Concrete reinforcing bars shall be new billet steel conforming to ASTM A615,

Grade 60.

Wide Flanges ASTM A992 (Fy=50 ksi) Built-up Plate Girders and Columns ASTM A572, Grade 50 (Fy-50 ksi) Column Base Plates ASTM A36 Angles and Channels ASTM A36 Miscellaneous Plates ASTM A36

Concrete: Concrete Materials Schedule

Location Concrete Compressive Strength

(28-day)

Concrete Type Remarks

Belled Caissons 8000 psi 145 pcf Normal Weight

Rock Caissons 8000-12,000 psi 145 pcf Normal Weight

F’c = 12,000psi, U.N.O. in caisson plan

Foundation Walls 5000 psi 145 pcf Normal Weight

Blast Walls 5000 psi 145 pcf Normal Weight

Shear walls & link beams 5000 – 10000psi 145 pcf Normal Weight

Caisson Caps & grade beams 6000psi 145 pcf Normal Weight

Columns/Pilasters 8000 psi 145 pcf Normal Weight

Column Encasement 6000psi 145 pcf Normal Weight

Lower Level Framed beams and slab

6000psi 145 pcf Normal Weight

Slabs-on-grade 4000psi 145 pcf

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Normal Weight Slab on steel deck 4000psi 115 pcf

Light Weight Mechanical rooms = 145 pcf

Curbs, Fills and Equipment Pads

4000psi 145 pcf Normal Weight

Metal pan stairs 4000psi 115 pcf Light Weight

Codes and Code Requirements:

Applied Codes and Standards: The City of Chicago Building Code

ASCE 7-95 – Design Dead and Live Loads & Wind Loads (Strength Design: Method 2;

Serviceability Design: Wind Tunnel Analysis)

AISC – Load Factor and Resistance Design (LRFD) 3rd edition

ACI 318-02

Codes for Thesis Research: IBC 2003

ASCE 7-02 – Design Dead and Live Loads & Wind Loads (Strength Design: Method 2)

AISC – Load Factor and Resistance Design (LRFD) 3rd edition

ACI 318-02

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Design Methodology:

Required Loads: General Design Live Loads (ASCE 7-02):

Parking 50 psf

Plaza 100 psf

Lobby/Retail 100 psf

Cafeteria 100 psf

Fitness Center 100 psf

Function Space 100 psf

Office 50 + 20 psf partitions

Restrooms 60 + 20 psf partitions

Mechanical 150 psf

Electrical vault 250 psf

Battery/UPS 300 psf

Roof 25 psf + Drift

General Design Superimposed Dead Loads:

Plaza 100 psf

Lobby/Retail 75 psf

Raised Floor 15 psf

Elevator Lobbies 40 psf

Restrooms 40 psf

Ceiling/MEP 5 psf

Roofing 10 psf

Roof Garden 40 psf

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Design Methodology: The design of the Hyatt Center is quite simple when you break

down the parts of the building. Long spans from the central core to

the perimeter beams require a floor system which is light and meets

the required capacity to hold the design loads. Ordinary structural

steel beams, with its excellent strength to weight ratio, has an economic limit of

approximately 45 feet without modification of section properties in high-rise buildings.

Composite beam construction made perfect sense because by using the mechanical

properties of each material and supplying shear studs across the interaction plane, the

composite system is able to transfer the shear stresses between the steel and concrete which

limits the slipping across the concrete-steel interface. This concrete-steel interaction is what

gives steel the added span length without increasing member sizes to make it economical

for use in the long spans of the Hyatt Center. Concrete spans are typically in the range of

30-35 feet unless post-tensioning is involved. The pure weightiness of a concrete high-rise

would place foundation costs for this building through the roof.

Now in evaluating the lateral wind force resisting elements it can see from the

dimensions of our building core (height approximately 700 ft and width 50ft) produces a

building height/width ratio of 1:14 which is a slender building. A building this “thin”

requires a very rigid structural element to keep story drifts to a minimum, but more

importantly, keeping the serviceability and motion perception to a minimum. A braced

frame has the potential to meet these requirements, however, the steel required to meet the

drift limitation could exceed the tonnage used in just part of the tower itself. Also braced

frames may interfere with interior spaces rendering them useless. In general, with the

requirements of serviceability being dependent on human perception to motion, the

material of choice to resist the given lateral forces, coupled with current construction

practices in Chicago, was chosen to be a concrete core due to it’s rigid in-plane resistance

to loads; given the slenderness ratio of the Hyatt Center. By coupling the core walls

together with link beams, as in the Hyatt Center, the overall stiffness of the core wall

system is increased because instead of each core wall acting independently of each other to

resist the load, they interact with each to resisting the load.

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

An analysis of the shear wall will have to be completed to

adequately determine the amount of drift associated with the

coupled shear wall as compared with other systems. To model the

shear wall, a computer analysis package will have to be used to

accurately reflect what is happening within the walls of the core. A

simple analysis can be completed which involves using equivalent

sections and ignoring the link beams then analyzing the core as a cantilevered beam with

equivalent section properties. This assumption will yield higher than permissible story

drift; however, it will provide a starting point onto which the interaction which coupled

shear walls afford can be compared.

By designing the central core to carry lateral loads the steel columns are free to carry

only their respective axial loads. The simplicity of the column design is an advantage when

analyzing the Hyatt Center. Column loads can be summed and cumulated from floors

above and each column can be checked for adequacy quite simply by hand calculation. A

more advanced analysis of the entire structure in a computer analysis package will be

required to analyze exactly how much lateral load is resisted by the core and if any lateral

load is getting resisted by the column members.

Calculation of Loads: Calculations are available by request.

Snow Loads: Calculation of the snow loads came from ASCE 7-02 Section 7.3. My assumptions of a

flat roof, a building in Chicago, IL (exposure B) a fully exposed roof and Occupancy

Category III yielded a ground snow load of 25 psf from Figure 7.1. An exposure factor of

0.9, thermal factor of 1.0 and importance factor of 1.1 gave a snow pressure of 25 psf +

drift. Calculation of the drift from lower roof and over the parapet walls (Pd=40.6psf) can

be found in Appendix A. The calculated snow load matched the design snow load

provided by Halvorson Kaye Structural Engineers.

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Wind Loads: Calculation of wind loads on the Hyatt Center came down to

determining if my building was considered rigid or flexible. Method 1: Simplified Procedure was not applicable for the Hyatt Center due to the exceeding of the 66ft height limit. Therefore, Method 2: Analytical Procedure was required to be used so using my dimensions of my building and referencing ASCE 7-02 I determined the natural frequency of my building to be 0.369 Hz which is less than 1.0 Hz. Rigid buildings are defined by ASCE 7 as buildings with natural frequencies are greater than or equal to 1.0 Hz, therefore I had to calculate my building as a flexible building as I assumed from the start. The equation for Kz was used to determine values higher than the 500ft published. Data gathered from the wind tunnel analysis was used to determine the gust factor, topographic factor and verification of mean wind speeds in Chicago, IL. Wind pressure were then gathered and plotted on the diagram on the next page. Wind story force and wind pressure calculations and diagrams can be found in full size in Appendix B1, B2, B3 and B4. (Note: the 7-story mezzanine was ignored in wind pressure calculations for simplicity.)

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

The overturning moment of 2,381,810 ft-kips produced by the critical N-S wind load direction is balanced by the deep foundation caissons (Ks = 15 tsf) and the self-weight of the structure.

Seismic Loads:

The seismic load check involved many steps before the actual dynamic loads could be

produced. First I needed to calculate and approximate typical framing loads on each floor

to be used in a grand calculation of the entire structure weight. I used the typical bay of

R13-R14 on SR2 as my typical bay location. I then formulated expressions for the beam

weight/length, tributary area and calculations for the weight of composite deck and

concrete. This value was then imputed into the Total Weight spreadsheet which also

accounted for superimposed dead loads, column weights, core weights and superstructure

dead loads throughout the building on each floor. Calculations are available and loads for

input into the Seismic Load can be found in Appendix C1, C2 and Seismic load in

Appendix C3 with a diagram in Appendix C4. Calculated seismic story forces and base

shears are located on the diagram to the right.

Seismic base shear controls the lateral design,

however, the City of Chicago Building Code

does not require seismic loads to be designed

for, and therefore, a wind analysis will be used

instead for any lateral checks.

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Member Spot Checks:

Beam/Framing Element: I chose to analyze a typical bay which kept repeating member sizes on many floors to

simplify the procedure. The interior beams, and in this case, the girders spanning from the

core to the perimeter column are W18x50’s with 40 shear studs spaced along its length,

cambered 1 ¼” and spanning 43 ft long. The required number of shear studs needed for

fully composite beam was calculated to be 62; therefore the beam was designed as only

partially composite member (65% composite). With the beam at 65% of its full capacity it

still provides adequate strength to resist the given loading but uses less shear studs per

beam which is a cost savings in steel and economic design. The calculated factored load

(Mu =575.5kip-ft) was still less than the capacity of the partially composite beam (ΦMn

=600kip-ft) so the beam is adequate for the given loading.

Column: A check of column R7-SR1 at level 2 indicates the column is sized satisfactory for the

calculated loading. Level 2 was chosen as the location to spot check the column because the floor to floor height is 22’-11”, the highest story height in the tower. At this location the column will be more susceptible to buckling than at other levels. Column R7-SR1(at right) is a built-up box column composed of A572, Grade 50 (Fy = 50ksi) plates. The plate dimensions are 36” x 36” out-to-out with plate thickness of 2 ½” all around. The calculated factored load on level 2 from the column take-down spreadsheet in Appendix E is 9326.5 kips. Column BX 36x1140 was found to have a capacity of 13,835.5 kips. A 48% over-design in strength was calculated.

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

Approximation of loads on each floor may be a large cause of this high percentage in strength. The Hyatt Center was also designed to incorporate blast mitigating programs on lower level structural elements. Column R7-SR1 is actually a concrete encased and concrete filled column up to level 3, however, this was not taken into account during the column check. The effects of blast loading on the column may account for the remaining strength. The concrete encased and filled built-up box columns will need to be analyzed in more depth to get an adequate understanding of the exact design loads put on the column element.

Lateral Element:

The main lateral force resisting system is the central reinforced concrete core walls. The coupled shear walls act as rigid plates or “vertical diaphragms” to resist the lateral loads imposed on them. The methodology behind a simplified check is to treat each core wall as a separate element with calculated MOI, areas and section properties. These section properties can then be modeled as an equivalent cantilevered beam with a unit load at the top which can be used to calculate the relative stiffness (Unit Force/Deflection) of each wall. Forces can be applied and proportion onto each of the walls according to their relative stiffness. A simple run in a computer analysis package such as STAAD or RISA-3D will determine the maximum deflection of each wall and can be checked again the story drift limit of h/480 (N-S) or < 17” total displacement at roof level.

A second procedure can be used for more advanced analysis using a finite element

computer package such as RAM Advanse, ETABS or SAP 2000. Many techniques can be used to model the coupled shear wall. Meshes and/or plates can be used for the piers and spandrels of the coupled wall as well as object modeling using ETABS.

These procedures were not performed due to lack of background research into the

computer analysis programs mentioned.

Conclusions:

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Patrick L. Hopple Dr. Linda Hanagan Tuesday, October 05, 2004

Hyatt Center (71 South Wacker Drive : Chicago, IL)

The Hyatt Center located at 71 South Wacker Drive in Chicago, Illinois, has many different structural systems and concepts in design. A raised concrete slab above Level B1 serves as the ground level slab for which the outdoor plaza and landscaping planters rest. Extensive use of doubly reinforced concrete beams and 12” thick R.C. slabs are used for the outdoor plaza. These beams are beyond the scope of this thesis project, however, analysis of the raised slab may provide more accurate information on the loading of columns instead of using approximate loads and methods described in this report.

The concrete encased and filled box columns are of interest to be looked at further in

depth. The 48% calculated over-design from column R7-SR1 may be caused by blast loads which cause the column to act like a beam-column more than a purely axial member. Blast loading is one such loading which has not been looked at in-depth for the column check but the lateral forces imparted onto the column could cause the column capacity to decrease due to the combined axial bending in the member. Not accounting for this phenomenon could be the reason why the calculated axial capacity was so high.

In conclusion, further analysis of additional lateral loads caused by blast pressures and

in-depth analysis lateral load distribution among the columns and the central core walls may reveal that the columns actually do take a small portion of the lateral loads instead of the assumption that the core takes all the lateral load.

Project: Course:

Consultant: Date:

By:

pg= 25 psf

Ce= 0.9

Ct= 1

Is= 1.1

pf = 25

hc= 13.8 ft γ = 0.13*pg + 14 but <= 30psf

hd= 2.35 ft γ= 17.25 < 30psf therefore OK!

lu= 50 ft hb=pf /γ hb= 1.43 ft

w = 4hd hc /hb= 9.58

w= 9.41 ftpd= 40.6 psf pd=γ*hd (max. intensity)

(ASCE 7-02 Table 7-2)

(ASCE 7-02 Table 7-3)

(ASCE 7-02 Table 7-4)

psf + Drift

Fully Exposed Roof (Ce)

Roof heated by Mech. Rm. (Ct)

Category III structure (Is)

> 0.2 therefore drift needs to be calculated!

AE 481W - Tech. Assign. #1

Tuesday, October 05, 2004

Drifts on lower roofs (ASCE 7-02 Section 7.1)

hd< hc therefore:

Assumptions:Flat Roof

Exposure B

Chicago, IL (pg)

pf = 0.7CeCtIpg (Section7.3 - Eq. 7-1)

(ASCE 7-02 Figure 7-1)

Snow Loads - ASCE 7-02

Hyatt Center (71 South Wacker Drive )

Dr. Linda Hanagan

Patrick Hopple

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Consultant: Dr. Linda Hanagan Building Loads.xlsASCE 7-02 Wind Load Method 2

By: Patrick L. Hopple

Basic Data: V(mph)= 90 I= 1 Table 6-2

hn(ft)= 673.83 B(ft)= 322 Exposure α zg(ft) â^b α b c l(ft) ε zmin(ft)*

Period (sec.) L(ft)= 143 B 7.0 1200 0.14 0.84 0.25 0.45 0.30 320 0.33 30

Ta = Ct*hnx (EQN 9.5.5.3.2-1 C 9.5 900 0.11 1.00 0.15 0.65 0.20 500 0.20 15

D 11.5 700 0.09 1.07 0.11 0.80 0.15 650 0.13 7

zbar=0.6h gQ gv n1

404.298 3.4 3.4 0.369

qz qh PWindward PLeeward PWindward PLeeward

0-15 0.57 10.0 30.0 7.2 -13.5 7.2 -8.020 0.62 10.9 30.0 7.9 -13.5 7.8 -8.025 0.66 11.6 30.0 8.4 -13.5 8.3 -8.0

30 0.70 12.3 30.0 8.9 -13.5 8.8 -8.0

40 0.76 13.4 30.0 9.7 -13.5 9.6 -8.0 N-S R= 0.5018 E-W R= 0.456750 0.81 14.3 30.0 10.3 -13.5 10.2 -8.0

60 0.85 15.0 30.0 10.8 -13.5 10.7 -8.0 η=

70 0.89 15.7 30.0 11.3 -13.5 11.2 -8.0 Rh RB RL 10.29

80 0.93 16.3 30.0 11.8 -13.5 11.7 -8.0 0.09 0.99 0.35 0.02

90 0.96 16.9 30.0 12.2 -13.5 12.1 -8.0 0.10 2.18 N-S

100 0.99 17.4 30.0 12.6 -13.5 12.5 -8.0 4.92 E-W

120 1.04 18.3 30.0 13.2 -13.5 13.1 -8.0

140 1.09 19.2 30.0 13.8 -13.5 13.7 -8.0 N-S= 0.7535 E-W= 0.7734160 1.13 19.9 30.0 14.4 -13.5 14.2 -8.0

180 1.17 20.6 30.0 14.8 -13.5 14.7 -8.0

200 1.20 21.2 30.0 15.3 -13.5 15.2 -8.0 N-S Gf= 0.9015 E-W Gf= 0.8942250 1.28 22.6 30.0 16.3 -13.5 16.2 -8.0

300 1.35 23.8 30.0 17.2 -13.5 17.0 -8.0

350 1.41 24.9 30.0 18.0 -13.5 17.8 -8.0

400 1.47 25.9 30.0 18.7 -13.5 18.5 -8.0450 1.52 26.8 30.0 19.3 -13.5 19.1 -8.0

500 1.56 27.5 30.0 19.8 -13.5 19.7 -8.0 Enclosed Buildilngs GCpi= 0.18 Cp= 0.8

550 1.60 28.2 30.0 20.3 -13.5 20.2 -8.0 GCpi= -0.18 Cp= -0.5 L/B= 0.4441 N-S

600 1.64 28.9 30.0 20.8 -13.5 20.7 -8.0 Cp= -0.3 L/B= 2.25 E-W650 1.68 29.6 30.0 21.4 -13.5 21.2 -8.0

673.83 1.70 30.0 30.0 21.6 -13.5 21.4 -8.0

700 1.72 30.3 30.0 21.9 -13.5 21.7 -8.0 Kzt= 1.00 Kd= 0.85

Gf=0.925*{(1+1.7Iz bar*sqrt(gQ2Q2+gR

2R2))/(1+1.7gvIzbar)}

Kz - Case 2

Exposure BKz = 2.01(z/zg)

(2/α)

Kh=Kz@h=697ft

Pressure (psf) E-WPressure (psf) N-S

Q=sqrt(1/(1+0.63((B+h)/Lz bar)(0.63)))

R=sqrt(1/βRnRhRB(0.53+0.47RL) Rn=7.47N1/(1+10.3N1)(5/3)

Rl = RB : η=4.6n1/Vzbar

Directionality Factor, Kd

qz=.00256KzKztKdV2I

Velocity Pressure, qz (lb/ft2) Velocity Pressure, qh (lb/ft2)

qh=.00256KhKztKdV2I

External Pressure Coefficient, Cp

Enclosed, WindardWall

Leeward Wall

Internal Pressure Coefficient, GCpi

Topographic Factor, Kzt

Rl = RL : η=15.4n1L/Vzbar

Rl =1/η -1/2η2*(1- e(-2η)) β - Damping Ratio

0.02Rl = Rh : η=4.6n1h/Vzbar

111.1305

Terrain Exposure Constants

N1=n1Lzbar/Vzbar

2.44950.0790

Vzbar=b(zbar/33)α V(88/60)

gR=sqrt(2ln(3600n1)+0.577/(sqrt(2ln(3600n1)

Lzbar=l(zbar/33)ε

Resonant Response Factor, R

0.1976

Izbar=c(33/zbar)(1/6)

3.9447

Assumptions

Category III

Exposure B

Surface Roughness B

Velocity Pressure Exposure Coefficients K h & Kz (Section 6.5.6 - Table 6-3)

Gust Effect Factor, G f (Section 6.5.8)

Ct-.02 x=.75 (Table 9.5.5.3.2)

737.6990

Height above grnd level, z(ft)

Wind Loads - ASCE 7-02SECTION 6.5: Method 2 - Analytical Procedure

Natural Freq. n1(Hz)

n1=1/2.71s=.369<1Hz Flexible Building(n1<1Hz)

Project: Hyatt Center (71 S. Wacker Dr.) 1 of 1Tech. Assignment #3

2/20/2005

Consultant: Dr. Linda Hanagan Building Loads.xlsWind Story Forces

By: Patrick Hopple

hn(ft)= 673.83 B(ft)= 322

L(ft)= 143

N-S E-WPWindward PLeeward PWindward PLeeward PNet PNet

0-15 7.2 -13.5 7.2 -8.0 20.8 15.2 Ground -1 0 0 0.0 0.0 0.0 0.0 6609.0 2400.4 2381810 875998

20 7.9 -13.5 7.8 -8.0 21.4 15.9 2 18.25 20.5835 443.8 329.9 142.9 47.2 6609.0 2400.4 2381810 875998

25 8.4 -13.5 8.3 -8.0 21.9 16.4 3 41.167 19.0415 558.5 425.1 179.8 60.8 6466.1 2353.2 2379202 875137

30 8.9 -13.5 8.8 -8.0 22.4 16.9 4 56.333 15.333 374.3 289.1 120.5 41.3 6286.2 2292.4 2371799 872634

40 9.7 -13.5 9.6 -8.0 23.2 17.6 5 71.833 15.4985 389.3 303.1 125.4 43.3 6165.7 2251.0 2365009 870305

50 10.3 -13.5 10.2 -8.0 23.8 18.3 6 87.33 15.167 391.2 306.7 126.0 43.9 6040.4 2207.7 2356004 867191

60 10.8 -13.5 10.7 -8.0 24.3 18.8 7 102.167 14.1685 375.2 296.3 120.8 42.4 5914.4 2163.8 2345004 863360

70 11.3 -13.5 11.2 -8.0 24.8 19.3 8 115.667 13.583 364.6 288.9 117.4 41.3 5793.6 2121.5 2332659 859031

80 11.8 -13.5 11.7 -8.0 25.3 19.7 9 129.333 13.583 371.1 295.3 119.5 42.2 5676.2 2080.1 2319078 854253

90 12.2 -13.5 12.1 -8.0 25.7 20.1 10 142.833 13.5 374.1 298.7 120.5 42.7 5556.7 2037.9 2303622 848790

100 12.6 -13.5 12.5 -8.0 26.1 20.5 11 156.333 13.5 370.5 302.3 119.3 43.2 5436.2 1995.2 2286417 842689

120 13.2 -13.5 13.1 -8.0 26.7 21.2 12 169.833 13.5 382.8 307.3 123.2 43.9 5316.9 1952.0 2267764 835930

140 13.8 -13.5 13.7 -8.0 27.3 21.7 14 183.333 13.5 387.4 311.9 124.7 44.6 5193.6 1908.0 2246833 828466

160 14.4 -13.5 14.2 -8.0 27.9 22.3 15 196.833 13.5 392.5 317.0 126.4 45.3 5068.9 1863.4 2223966 820289

180 14.8 -13.5 14.7 -8.0 28.4 22.8 16 210.333 13.5 402.5 326.9 129.6 46.7 4942.5 1818.1 2199087 811366

200 15.3 -13.5 15.2 -8.0 28.8 23.2 17 223.833 13.5 402.5 326.9 129.6 46.7 4812.9 1771.3 2171828 801534

250 16.3 -13.5 16.2 -8.0 29.8 24.2 18 237.333 13.5 402.5 326.9 129.6 46.7 4683.3 1724.6 2142819 791071

300 17.2 -13.5 17.0 -8.0 30.7 25.1 19 250.833 13.5 409.1 333.5 131.7 47.7 4553.7 1677.8 2112061 779976

350 18.0 -13.5 17.8 -8.0 31.5 25.9 20 264.333 13.5 414.3 338.6 133.4 48.4 4422.0 1630.1 2079015 768014

400 18.7 -13.5 18.5 -8.0 32.2 26.5 21 277.833 13.5 414.3 338.6 133.4 48.4 4288.6 1581.7 2043750 755213

450 19.3 -13.5 19.1 -8.0 32.8 27.2 22 291.333 13.5 414.3 338.6 133.4 48.4 4155.1 1533.3 2006683 741759

500 19.8 -13.5 19.7 -8.0 33.3 27.7 23 304.833 13.5 423.3 347.5 136.3 49.7 4021.7 1484.9 1967816 727651

550 20.3 -13.5 20.2 -8.0 33.8 28.2 24 318.333 13.5 424.8 349.0 136.8 49.9 3885.4 1435.2 1926265 712501

600 20.8 -13.5 20.7 -8.0 34.4 28.7 25 331.833 13.5 424.8 349.0 136.8 49.9 3748.6 1385.3 1882723 696613

650 21.4 -13.5 21.2 -8.0 34.9 29.2 26 345.333 13.5 426.3 350.5 137.3 50.1 3611.9 1335.3 1837333 680051

673.83 21.6 -13.5 21.4 -8.0 35.1 29.5 27 358.833 13.5 434.2 358.4 139.8 51.2 3474.6 1285.2 1789935 662744

700 21.9 -13.5 21.7 -8.0 35.4 29.7 28 372.333 13.5 434.2 358.4 139.8 51.2 3334.8 1234.0 1739762 644354

29 385.833 13.5 434.2 358.4 139.8 51.2 3195.0 1182.7 1687702 62527230 399.333 13.5 438.1 362.2 141.1 51.8 3055.1 1131.5 1633754 60549931 412.833 13.5 442.8 366.9 142.6 52.5 2914.1 1079.7 1577421 58481432 426.333 14.5 475.6 394.1 153.1 56.4 2771.5 1027.2 1518557 56315433 441.833 15.5 508.4 421.3 163.7 60.2 2618.3 970.9 1453265 53912934 457.333 14.5 483.1 401.5 155.6 57.4 2454.6 910.6 1380933 51251435 470.833 13.5 450.0 374.0 144.9 53.5 2299.1 853.2 1309786 48625436 484.333 13.5 450.0 374.0 144.9 53.5 2154.2 799.7 1241560 46107037 497.833 13.5 452.3 376.4 145.7 53.8 2009.2 746.2 1171377 43516438 511.333 13.5 456.9 380.9 147.1 54.5 1863.6 692.4 1098864 40837139 524.833 13.5 456.9 380.9 147.1 54.5 1716.5 637.9 1023639 38052240 538.333 13.5 456.9 380.9 147.1 54.5 1569.4 583.5 946427 35193941 551.833 13.5 461.2 385.2 148.5 55.1 1422.2 529.0 867230 32262042 565.333 13.5 463.7 387.7 149.3 55.4 1273.7 473.9 785271 29222443 578.833 13.5 463.7 387.7 149.3 55.4 1124.4 418.5 700851 26088544 592.333 13.5 463.7 387.7 149.3 55.4 975.1 363.1 614416 22879645 605.833 13.5 470.1 394.0 151.4 56.3 825.7 307.6 525965 19596046 619.333 13.5 470.6 394.5 151.5 56.4 674.4 251.3 434250 16182547 632.833 14.99 470.6 394.5 151.5 56.4 522.8 194.9 340398 12688948 649.313 14.75 515.7 432.7 166.0 61.9 371.3 138.5 244501 9119149 662.333 12.26 434.0 364.7 139.7 52.2 205.2 76.6 136686 51015

Roof 673.833 5.75 203.4 170.9 65.5 24.4 65.5 24.4 44126 16469

E-W Shear (kips)

N-S Overturning

Moment (k-ft)

E-W Overturning Moment (k-ft)

E-W Story Force (plf)

N-S Story Force (kips)

E-W Story Force (kips)

N-S Shear (kips)

N-S Story Force (plf)

Wind Loads - ASCE 7-02SECTION 6.5: Method 2 - Analytical Procedure

Elevation (ft)

Story Trib. Height (ft)

Height above grnd

level, z(ft)Pressure (psf) N-S Pressure (psf) E- Story/

Level

Wind Pressure Summary

20.8

21.421.922.423.2

23.824.3

24.825.3

25.726.1

26.7

27.3

27.9

28.4

28.8

29.8

30.7

31.5

32.2

32.8

33.3

33.8

34.4

34.9

35.1

35.4

15.2

15.916.416.917.6

18.318.8

19.319.7

20.120.5

21.2

21.7

22.3

22.8

23.2

24.2

25.1

25.9

26.5

27.2

27.7

28.2

28.7

29.2

29.5

29.7

0

100

200

300

400

500

600

700

15.0 20.0 25.0 30.0 35.0 40.0

Net Wind Pressure (psf)

Hei

ght

(ft.)

N-S Wind Pressures

E-W Wind Pressures

Project: Hyatt Center (71 South Wacker Drive) 1 of 1Technical Assignment #3

2/20/2005

49 - Roof 170 68 68 34.3125 31.083 43 1406.00 17529 12.467 12.548 150 40 55 15037 10.695 10.747 84 60 60 13202 9.390 9.446 84 50 50 11482 8.167 8.245 84 50 50 11482 8.167 8.244 84 50 50 11482 8.167 8.243 84 50 50 11482 8.167 8.242 84 50 50 11482 8.167 8.241 84 50 50 11482 8.167 8.240 84 50 50 11482 8.167 8.239 84 50 50 11482 8.167 8.238 84 50 50 11482 8.167 8.237 84 50 50 11482 8.167 8.236 84 50 50 11482 8.167 8.235 84 50 50 11482 8.167 8.234 84 50 50 12548 8.925 8.933 90 55 55 12548 8.925 8.932 84 50 50 11482 8.167 8.231 84 50 50 11482 8.167 8.230 84 50 50 11482 8.167 8.229 84 50 50 11482 8.167 8.228 84 50 50 11482 8.167 8.227 84 50 50 11482 8.167 8.226 84 50 50 11482 8.167 8.225 84 50 50 11482 8.167 8.224 90 50 50 13838 9.842 9.823 118 93 93 24044 17.101 17.122 194 76 76 22997 16.356 16.421 84 46 50 11138 7.922 7.920 84 46 50 11138 7.922 7.919 84 46 50 11138 7.922 7.918 84 46 50 11138 7.922 7.917 84 46 55 11568 8.228 8.216 84 46 50 11138 7.922 7.915 84 46 50 11138 7.922 7.914 84 46 50 11138 7.922 7.913 84 46 50 11138 7.922 7.912 84 46 50 11138 7.922 7.911 84 46 50 11138 7.922 7.910 84 46 46 10794 7.677 7.79 84 46 46 10794 7.677 7.78 84 46 46 Girder (ft) Beam (ft) At (sf) 10794 7.677 7.7 Wt/At Wt (#)

7 84 46 46 47.9792 38.33 1839 10794 7.677 20.7 13.045 23990 100 Trusses

6 90 46 46 47.9792 38.33 1839 11000 7.824 18.2 10.436 19192 100 Trusses

5 90 46 46 47.9792 38.33 1839 11000 7.824 18.2 10.436 19192 100 Trusses

4 116 46 46 47.9792 38.33 1839 11892 8.458 19.5 10.957 20151 84 WF

3 210 103 103 47.9792 38.33 1839 29351 20.875 33.9 13.045 23990 100 Trusses

2 135 76 76 47.9792 38.33 1839 17704 12.592 24.3 11.740 21591 90 WF

1 - Ground 80 104 104 47.9792 38.33 1839 20633 14.675 26.4 11.740 21591 90 WF

Typical Bay Framing (conservative)

SAY (psf)

Framing Wt (plf)

Typical

Girder/BM span (ft)

Trapizoid Area (sf)

Total Weight (#)

Weight/SF (psf)

PLUS Mezzanine LevelsTypical Mezzanine Bay Dimensions

FloorPerimeter BM

wt (plf)Interior BM

wt (plf)Interior core

span (ft)Perimeter span

(ft)Girder wt. (plf)

Project: Hyatt Center (71 S. Wacker Dr.)Consultant: Dr. HanaganBy: Patrick Hopple

Tech. Assign. #110/5/2004

Column DL See Assumptions From Drawings From Drawings

49 - Roof 13796.5 5509 1149 1889.1 986 11.5 11.3 5.5 LW 52.708333 727.2 12.5 172.5 1/2 floor (70/90) 2207.4 275.5 5283.048 27593 5509 1149 2264.7 1039 13.08 13.6 11 NW 105.41667 2908.8 10.7 295.2 1/2 floor 70psf 965.8 275.5 6723.547 27593 5509 1149 3296.0 1199 16.5 19.8 6.5 LW 62.291667 1718.8 9.4 259.4 40 floor 1103.7 275.5 6673.246 27593 5509 1149 3443.9 1250 16.54 20.7 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 6524.445 27593 5509 1149 3153.3 1402 13.5 18.9 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 6232.144 27593 5509 1149 3319.2 1476 13.5 19.9 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 6398.943 27593 5509 1149 3816.8 1697 13.5 22.9 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 6899.642 27593 5509 1149 3944.5 1754 13.5 23.7 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 7028.041 27593 5509 1149 4327.4 1924 13.5 26.0 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 7413.240 27593 5509 1149 4483.2 1993 13.5 26.9 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 7569.939 27593 5509 1149 4950.4 2201 13.5 29.7 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 8039.938 27593 5509 1149 5078.1 2258 13.5 30.5 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 8168.437 27593 5509 1149 5461.0 2428 13.5 32.8 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 8553.636 27593 5509 1149 5615.0 2497 13.5 33.7 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 8708.635 27593 5509 1149 6077.3 2702 13.5 36.5 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 9173.534 27593 5509 1149 6256.1 2782 13.5 37.6 5.5 LW 52.708333 1454.4 8.9 245.6 40 floor 1103.7 275.5 9372.733 27593 5509 1149 6792.5 3020 13.5 40.8 5.5 LW 52.708333 1454.4 8.9 245.6 20 floor 551.9 275.5 9360.532 27593 5509 1149 6960.0 3095 13.5 41.8 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 10061.631 27593 5509 1149 7462.7 3318 13.5 44.8 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 10567.330 27593 5509 1149 7654.5 3403 13.5 45.9 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 10760.229 27593 5509 1149 8229.7 3659 13.5 49.4 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 11338.928 27593 5509 1149 8276.9 3680 13.5 49.7 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 11386.427 27593 5509 1149 8418.6 3743 13.5 50.5 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 11529.026 27593 5509 1149 8571.6 3811 13.5 51.4 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 11682.825 27593 5509 1149 9030.4 4015 13.5 54.2 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 12144.424 27593 5509 1149 9340.8 4153 13.5 56.1 5.5 NW/LW 52.708333 1454.4 9.8 270.4 1/2 floor(40/55) 1310.7 275.5 12707.823 27593 5509 1149 10271.9 4567 13.5 61.7 11 NW 105.41667 2908.8 17.1 471.8 1/2 floor(40/90) 1793.5 275.5 15783.222 27593 5509 1149 10523.3 4679 13.5 63.2 11 NW 105.41667 2908.8 16.4 452.5 1/2 floor(40/160) 2759.3 275.5 16982.521 27593 5509 1149 11277.3 5014 13.5 67.7 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 14396.620 27593 5509 1149 11359.4 5051 13.5 68.2 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 14479.119 27593 5509 1149 11605.7 5160 13.5 69.7 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 14726.918 27593 5509 1149 11807.6 5250 13.5 70.9 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 14930.017 27593 5509 1149 12413.2 5519 13.5 74.5 5.5 LW 52.708333 1454.4 8.2 226.3 40 floor 1103.7 275.5 15547.516 27593 5509 1149 12557.1 5583 13.5 75.4 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 15684.015 27593 5509 1149 12988.9 5775 13.5 78.0 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 16118.414 27593 5509 1149 13107.6 5828 13.5 78.7 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 16237.812 27593 5509 1149 13463.5 5986 13.5 80.8 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 16595.911 27593 5509 1149 13767.7 6121 13.5 82.6 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 16901.910 27593 5509 1149 14680.3 6527 13.5 88.1 5.5 LW 52.708333 1454.4 7.9 218.0 40 floor 1103.7 275.5 17820.09 27593 5509 1149 14808.5 6584 13.5 88.9 5.5 LW 52.708333 1454.4 7.7 212.5 40 floor 1103.7 275.5 17943.48 27593 5509 1149 15384.4 6755 13.67 92.3 5.5 LW 52.708333 1454.4 7.7 212.5 40 floor 1103.7 275.5 18522.87 27593 5509 1149 16023.6 7124 13.5 96.2 5.5 LW 52.708333 1454.4 7.7 212.5 55 mezz/40 floor 1948.0 275.5 20010.16 27593 5509 1149 20339.2 8232 14.83 122.1 5.5 LW 52.708333 1454.4 20.7 571.2 55mezz&floor 2361.9 275.5 25124.25 27593 5509 1149 21682.3 8396 15.5 130.1 5.5 LW 52.708333 1454.4 18.2 502.2 55mezz&floor 2361.9 275.5 26406.34 27593 5509 1149 22954.8 8889 15.5 137.8 5.5 LW 52.708333 1454.4 18.2 502.2 55mezz/40 floor 1948.0 275.5 27272.53 27593 5509 1149 23470.7 9287 15.17 140.9 9 NW 86.25 2379.9 19.5 538.1 65mezz/40floor 2101.5 275.5 28906.42 27593 5509 1149 40009.2 10479 22.9167 240.1 9 NW 86.25 2379.9 33.9 935.4 65 997.8 275.5 44837.9

1 - Ground 27593 5509 1149 31720.4 10433 18.25 190.4 12 NW 115 3173.2 24.3 670.5 195 5380.6 275.5 41410.6

6869391310667.5 264432.0 55152.0 514330.6 212720.8 673.0 3087.1 77280.5 13701.3 65318 13221.6 686939

match? = OKB1 17.67 10293 17.67 181.9 6 NW 0.87 5B2 17 8507 17 144.6 8 NW 1.16 5

T/Foundation 0 0 0 0.0 0 0

100 psf NW 145 psf Mezzanine 1535075 psf LW 115 psf Core 550915 psf Core(Struct) 114940 psf Total Floor 2759340 psf5 psf

10 psf40 psf

RestroomsCeiling/MEP

RoofingRoof Garden

Cumm. DL (kips)

PlazaLobby/RetailRaised Floor

∑column plf's per floor

SDL (psf) on floorStory

height (ft)Slab

Thickness (in)Slab DL

(psf)Slab

Conc.

Eevator Lobbies

Core Structure (sf)

Total Slab DL (kips)

Concrete Type

TOTALS

Areas (sf)

Elevator shafts were assumed to be slabs (conservative)

TYP. framing (psf)Total Framing Load

(kips)Level

General Design Superimposed Dead Load

Self-weight of

Tot. Column DL/fl (kips)

SDL (kips) on core##

Floor Area (sf)

Core Area (sf)

Core (kips)

## 50 psf (restroom) floor load assumed on each floor in core (conservative)Constant in tower floors, 1/2 at 49-roof levelAssumed constant cross-section for Tech. #1 (Varies at 3 height levels)

Total SDL (kips)

Total Weight (revised).xlsTotal Weight of Structure 1 of 1

Consultant: Dr. Linda Hanagan Building Loads.xlsASCE 7-02 Seismic Loads

By: Patrick Hopple

Roof 673.833 966 438501938 0.0325197 14549 662.333 2022 887183389 0.0657943 29448 649.313 1733 730839515 0.0541997 242

SUG= B 47 632.833 1733 694211911 0.0514834 230Site Class = C 46 619.333 1733 664909085 0.0493103 220

Ss= 0.186 %g 45 605.833 1733 636238106 0.047184 211S1= 0.064 %g 44 592.333 1733 608198972 0.0451046 201Fa= 1.2 43 578.833 1733 580791685 0.043072 192Fv= 1.7 42 565.333 1733 554016244 0.0410864 183

SMS = FaSs = 0.223 %g 41 551.833 1733 527872650 0.0391475 175

SM1= FvS1 = 0.109 %g 40 538.333 1733 502360901 0.0372555 166

SDS = 2/3*SMS = 0.149 %g 39 524.833 1733 477480999 0.0354104 158

SD1 = 2/3*SM1 = 0.073 %g 38 511.333 1733 453232942 0.0336122 150

SDC = B 37 497.833 1733 429616732 0.0318608 14236 484.333 1733 406632368 0.0301562 13535 470.833 1733 384279851 0.0284985 127

V= 4462 kips 34 457.333 1733 362559179 0.0268877 120Cs= 0.0496 Eq. 9.5.5.2.1-1,-2,-3 Cs Case A 0.0089217 33 441.833 1733 338399821 0.025096 112

W= 89950 kips Cs Case C 0.0065472 32 426.333 1733 315073390 0.0233661 104R= 3 31 412.833 1733 295435470 0.0219098 98I= 1 30 399.333 1733 276429397 0.0205003 91

T= 2.71 s 29 385.833 1733 258055170 0.0191376 8528 372.333 1733 240312789 0.0178218 80

27 358.833 1733 223202254 0.0165529 74

26 345.333 1733 206723566 0.0153308 68

Cvx = 25 331.833 1589 174970330 0.012976 58

24 318.333 2600 263492591 0.0195409 87w= 23 304.833 4623 429542873 0.0318553 142

22 291.333 1733 147127273 0.0109111 4921 277.833 1733 133807816 0.0099233 4420 264.333 1733 121120204 0.0089824 4019 250.833 1733 109064439 0.0080883 3618 237.333 1733 97640520 0.0072411 3217 223.833 1733 86848447 0.0064408 2916 210.333 1733 76688220 0.0056873 2515 196.833 1733 67159839 0.0049806 2214 183.333 1733 58263305 0.0043209 1912 169.833 1733 49998616 0.0037079 1711 156.333 1733 42365774 0.0031419 1410 142.833 1733 35364778 0.0026227 129 129.333 1733 28995629 0.0021503 108 115.667 1589 21259067 0.0015766 77 102.167 1589 16586187 0.00123 56 87.33 1589 12118593 0.0008987 45 71.833 1589 8199234 0.0006081 34 56.333 1878 5959388 0.000442 23 41.167 1878 3182544 0.000236 12 18.25 5634 1876389 0.0001392 1

Ground -1 0 0 0 0 0Totals = 89950 13484190380 1 4462

** From Total Weight Spreadsheet

Wind Load Spreadsheet

TRUE! Cs=.00496

Vertical Distribution of Seismic Forces

Fx=Cvx*V

Table 9.5.2.2.2.1

C. Cs=0.044ISDS

Table 9.1.4

A=.0089, B=.0496 C=.0065

B. Cs=SDS/(R/I) C<B<A???

k=2.0 for T>2.5sweight of individual floors**

Seismic Base Shear V=CsW Eq. 9.5.5.4-1

A. Cs=SD1/T(R/I)

Total Wt. Spreadsheet

SDS < 0.167g (SDC=A)

Tab

le

9.4.

2.1a

/1b

0.067g < SD1 < 0.133g (SDC=B)

Equivalent Lateral Force Procedure SECTION 9.5.5

Figure 9.4.1.1 (0.2s map

Figure 9.4.1.1 (1.0s map

Table 9.4.1.2.4aTable 9.4.1.2.4b

Table 9.1.3 Chicago, ILSECTION 9.4.1.2.1 Sitc Class C (Geotech Report

Seismic Design Category (SDC) SECTION 9.5.2.5.2 Assumptions:Seismic Use Group Occupancy Category II

wxhx2.00 Cvx

Story Force Fx (kips)SECTION 9.5.5: Equivalent Lateral Force Procedure

Seismic Loads - ASCE 7-02 Story/ Level

Elevation "hx" (ft)

**Story Wt. "wx" (kips)

∑=

n

i

kii

kxx

hw

hw

1

Project: Hyatt Center (71 South Wacker Drive) 1 of 1Technical Assignment #3

2/20/2005

Patrick HoppleConsultant: Dr. Linda HanaganHyatt Center (71 S. Wacker Dr., Chicago, IL)

Column take-down:R7-SR1

Technical Assignment #1

* ** *** KLL = 3 (Ext. Col. w/canti)

Cumm. Col. Load

49 - Roof 11.5 737.72 90 5.5 LW 52.71 1/2 floor (90/110) 66.39 1.04 12.5 115.54 65.6 2213.16 0.57 37.32 115.54 138.6 44.0 182.7 182.748 13.08 737.72 95 11 NW 132.92 1/2 floor 90psf 33.20 1.24 10.7 140.39 0 4426.31 0.48 0.00 140.39 168.5 0.0 168.5 351.247 16.5 737.72 109 6.5 LW 62.29 40 floor+20 44.26 1.80 9.4 98.95 70 6639.47 0.43 30.39 98.95 118.7 35.9 154.6 505.846 16.54 737.72 112 5.5 LW 52.71 40 floor+20 44.26 1.85 8.2 91.04 70 8852.63 0.41 28.66 91.04 109.3 33.8 143.1 648.845 13.5 737.72 120 5.5 LW 52.71 40 floor+20 44.26 1.62 8.2 90.82 70 11065.78 0.4 28 90.82 109.0 33.0 142.0 790.944 13.5 737.72 126 5.5 LW 52.71 40 floor+20 44.26 1.70 8.2 90.90 70 13278.94 0.4 28 90.90 109.1 33.0 142.1 933.043 13.5 737.72 145 5.5 LW 52.71 40 floor+20 44.26 1.96 8.2 91.15 70 15492.09 0.4 28 91.15 109.4 33.0 142.4 1075.442 13.5 737.72 153 5.5 LW 52.71 40 floor+20 44.26 2.06 8.2 91.26 70 17705.25 0.4 28 91.26 109.5 33.0 142.6 1218.041 13.5 737.72 176 5.5 LW 52.71 40 floor+20 44.26 2.38 8.2 91.57 70 19918.41 0.4 28 91.57 109.9 33.0 142.9 1360.940 13.5 737.72 180 5.5 LW 52.71 40 floor+20 44.26 2.43 8.2 91.63 70 22131.56 0.4 28 91.63 110.0 33.0 143.0 1503.939 13.5 737.72 193 5.5 LW 52.71 40 floor+20 44.26 2.61 8.2 91.80 70 24344.72 0.4 28 91.80 110.2 33.0 143.2 1647.138 13.5 737.72 203 5.5 LW 52.71 40 floor+20 44.26 2.74 8.2 91.94 70 26557.88 0.4 28 91.94 110.3 33.0 143.4 1790.537 13.5 737.72 233 5.5 LW 52.71 40 floor+20 44.26 3.15 8.2 92.34 70 28771.03 0.4 28 92.34 110.8 33.0 143.9 1934.436 13.5 737.72 239 5.5 LW 52.71 40 floor+20 44.26 3.23 8.2 92.42 70 30984.19 0.4 28 92.42 110.9 33.0 144.0 2078.335 13.5 737.72 257 5.5 LW 52.71 40 floor+20 44.26 3.47 8.2 92.67 70 33197.34 0.4 28 92.67 111.2 33.0 144.2 2222.634 13.5 737.72 264 5.5 LW 52.71 40 floor+20 44.26 3.56 8.9 93.27 70 35410.50 0.4 28 93.27 111.9 33.0 145.0 2367.633 13.5 737.72 283 5.5 LW 52.71 20 floor+20 29.51 3.82 8.9 78.78 100 37623.66 0.4 40 78.78 94.5 47.2 141.7 2509.332 13.5 737.72 290 5.5 LW 52.71 40 floor+20 44.26 3.92 8.2 93.11 70 39836.81 0.4 28 93.11 111.7 33.0 144.8 2654.131 13.5 737.72 311 5.5 LW 52.71 40 floor+20 44.26 4.20 8.2 93.39 70 42049.97 0.4 28 93.39 112.1 33.0 145.1 2799.230 13.5 737.72 319 5.5 LW 52.71 40 floor+20 44.26 4.30 8.2 93.50 70 44263.13 0.4 28 93.50 112.2 33.0 145.2 2944.529 13.5 737.72 342 5.5 LW 52.71 40 floor+20 44.26 4.62 8.2 93.81 70 46476.28 0.4 28 93.81 112.6 33.0 145.6 3090.128 13.5 737.72 349 5.5 LW 52.71 40 floor+20 44.26 4.71 8.2 93.91 70 48689.44 0.4 28 93.91 112.7 33.0 145.7 3235.827 13.5 737.72 370 5.5 LW 52.71 40 floor+20 44.26 5.00 8.2 94.19 70 50902.59 0.4 28 94.19 113.0 33.0 146.1 3381.926 13.5 737.72 377 5.5 LW 52.71 40 floor+20 44.26 5.09 8.2 94.29 70 53115.75 0.4 28 94.29 113.1 33.0 146.2 3528.125 13.5 737.72 398 5.5 LW 52.71 40 floor+20 44.26 5.37 8.2 94.57 70 55328.91 0.4 28 94.57 113.5 33.0 146.5 3674.624 13.5 737.72 424 5.5 NW/LW 66.46 1/2 floor(60/55) 42.42 5.72 9.8 104.39 70 57542.06 0.4 28 104.39 125.3 33.0 158.3 3833.023 13.5 737.72 500 11 NW 132.92 1/2 floor(60/90) 55.33 6.75 17.1 172.75 150 59755.22 0.4 60 172.75 207.3 70.8 278.1 4111.122 13.5 737.72 513 11 NW 132.92 1/2 floor(60/160) 81.15 6.92 16.4 198.22 250 61968.38 0.4 100 198.22 237.9 118.0 355.9 4467.021 13.5 737.72 550 5.5 LW 52.71 40 floor+20 44.26 7.43 7.9 96.40 70 64181.53 0.4 28 96.40 115.7 33.0 148.7 4615.720 13.5 737.72 550 5.5 LW 52.71 40 floor+20 44.26 7.43 7.9 96.40 70 66394.69 0.4 28 96.40 115.7 33.0 148.7 4764.419 13.5 737.72 550 5.5 LW 52.71 40 floor+20 44.26 7.43 7.9 96.40 70 68607.84 0.4 28 96.40 115.7 33.0 148.7 4913.218 13.5 737.72 564 5.5 LW 52.71 40 floor+20 44.26 7.61 7.9 96.59 70 70821.00 0.4 28 96.59 115.9 33.0 149.0 5062.117 13.5 737.72 605 5.5 LW 52.71 40 floor+20 44.26 8.17 8.2 97.36 70 73034.16 0.4 28 97.36 116.8 33.0 149.9 5212.016 13.5 737.72 605 5.5 LW 52.71 40 floor+20 44.26 8.17 7.9 97.14 70 75247.31 0.4 28 97.14 116.6 33.0 149.6 5361.615 13.5 737.72 605 5.5 LW 52.71 40 floor+20 44.26 8.17 7.9 97.14 70 77460.47 0.4 28 97.14 116.6 33.0 149.6 5511.214 13.5 737.72 605 5.5 LW 52.71 40 floor+20 44.26 8.17 7.9 97.14 70 79673.63 0.4 28 97.14 116.6 33.0 149.6 5660.912 13.5 737.72 605 5.5 LW 52.71 40 floor+20 44.26 8.17 7.9 97.14 70 81886.78 0.4 28 97.14 116.6 33.0 149.6 5810.511 13.5 737.72 620 5.5 LW 52.71 40 floor+20 44.26 8.37 7.9 97.35 70 84099.94 0.4 28 97.35 116.8 33.0 149.9 5960.410 13.5 737.72 665 5.5 LW 52.71 40 floor+20 44.26 8.98 7.9 97.95 70 86313.09 0.4 28 97.95 117.5 33.0 150.6 6110.99 13.5 737.72 681 5.5 LW 52.71 40 floor+20 44.26 9.20 7.7 98.02 70 88526.25 0.4 28 98.02 117.6 33.0 150.7 6261.68 13.67 737.72 730 5.5 LW 52.71 40 floor+20 44.26 9.98 7.7 98.81 70 90739.41 0.4 28 98.81 118.6 33.0 151.6 6413.27 13.5 737.72 1080.00 750 5.5 LW 52.71 55mezz/60 floor 103.66 10.12 7.7 223.59 70/65.6 92952.56 0.4 54.24 223.59 268.3 157.7 426.1 6839.36 14.83 737.72 1080.00 808 5.5 LW 52.71 55mezz75floor 114.73 11.98 20.7 260.15 70 95165.72 0.4 28 260.15 312.2 81.4 393.6 7232.95 15.5 737.72 1080.00 839 5.5 LW 52.71 55mezz75floor 114.73 13.00 18.2 256.62 70 97378.88 0.4 28 256.62 307.9 81.4 389.4 7622.34 15.5 737.72 1080.00 930 5.5 LW 52.71 55mezz/60 floor 103.66 14.42 18.2 246.97 70 99592.03 0.4 28 246.97 296.4 81.4 377.8 8000.13 15.17 737.72 1080.00 983 9 NW 108.75 55mezz/60 floor 114.46 14.90 19.5 362.49 250 101805.19 0.4 100 362.49 435.0 290.8 725.8 8725.92 22.9167 737.72 1080.00 1140 9 NW 108.75 65 118.15 26.13 33.9 403.57 100 104018.34 0.4 40 403.57 484.3 116.3 600.6 9326.5

1 - Ground 18.25 737.72 1080.00 1140 12 NW 145.00 195 354.46 20.81 24.3 683.00 50 106231.50 0.4 20 683.00 819.6 58.2 877.8 10204.3

35410.50 7560.00 10204.3LWC= 115 pcfNWC= 145 pcf ** = SDL values taken from drawings on each floor.

*** = DL framing taken from Total Weight Spreadsheet and estimated by calculation of a typical bay.

42970.50

Design DL (kips)

* = Values taken from each floor off of drawings.

Column Wt. (plf)

Slab thick. (in)

SDL (psf)Cumm. DL

(kips)Cumm. DL

(kips)Ultimate Column

Load (kips)Slab Conc.

(NW or LW)Infl. Area (sf)

Total LL (kips)

LL Reduction Factor

DLcol.-self

(kips)

DLframing

(psf)

Design LL (kips)

Slab DL (psf)

SDL (kips)Reduced LL (kips)

Column R7-SR1

LevelStory

Height (ft)Tributary Area (sf)

Mezz. Trib. Area (sf)

Column Take-downs.xls 1 of 1