D_Chiu senior project draft

RADY ENGINEERING KPI Tower Structural Design

New Jersey Institute of Technology

Department of Civil and Environmental Engineering

CE495-Civil Engineering Design II

KPI Tower Structural Design

Prepared for:

Ala Saadeghvaziri

Methi Wecharatana

Prepared by:

Ryan Brennan

David Chiu

Ybrahina Cohen

Adam Guthartz

December 16, y

Proposal number: 123-4567

Issue 16 December 2014


Acknowledgements

We would like to express our gratitude to our department and faculty, to our

mentors and professors Mr. Saadeghvaziri and Mr. Wecharatana for their

guidance and constant support in the development of this project. We would also

extend our thanks to professor Santos and Professor Guzman and to the many

engineers who dedicated their time throughout this semester.



Table of Contents

INDEX 5

EXECUTIVE SUMMARY 6

1 DESIGN PHILOSOPHY AND APPROACH 6

2 DESIGN SPECIFICATIONS 7

2.2 MATERIAL UNIT WEIGHTS 8

3 LOADING CRITERIA 9

3.1 DESIGN CODES AND FLOOR LOADINGS 9

3.2 GEOTECHNICAL CONDITIONS 10

3.3 CAR PARKING DECK 10

3.4 OFFICE FLOORS 11

4 STRUCTURAL DESIGN 12

4.1 ROOF DESIGN

12

4.2 FLOOR PLAN 13

4.3 CONCRETE SLAB 14

4.4 BEAMS 14

4.5 COLUMNS 19

4.6 STAIRS 25



4.7 FOUNDATIONS 25

5 CONCLUSION AND RECOMMENDATIONS 26

6 SELF-LEARNING

26

7 REFERENCES 27

8 APPENDICES 29

8.1 APPENDIX A: FLOOR PLAN 29

8.2 APPENDIX B: SLAB DESIGN CALCULATIONS 34

8.3 APPENDIX C: BEAMS FIGURES CALCULATIONS 46

8.4 APPENDIX D: COLUMNS 60

8.5 APPENDIX E: STAIRS 63

8.6 APPENDIX F: FOUNDATIONS 64



Index

Ac- Area of Concrete, in2

Ag- Gross area of Columns, in2

As- Area of shear reinforcement, in2

As- Ratio of tension reinforcement

b- Web width of section, in.

d- Distance from extreme compression fiber to centroid of tension reinforcement,

in.

F’y- Specified yield strength of reinforcement, psi

F’c- Specified compressive strength of concrete, psi

h- Height of beam section, in

Mn- Nominal moment capacity, kip-ft.

Mu- Factored applied moment, kip-ft.

Pu- Ultimate load

Vc- Shear strength of concrete, kip

Vn- Nominal shear strength of a section, kip

Vu- Factored applied shear, kip



w- Weight,lb

ρ max – Maximum ratio of reinforcement, in2

ρ max – Maximum ratio of reinforcement, in2

φ - Strength reduction factor

Executive Summary

The purpose of this report is to outline the design approach and philosophy

of the KPI Tower located in Bangkok, Thailand. The KPI Tower is a 24 story high

rise building, estimated at a height of 296 ft., the KPI Tower includes 9 levels

designated for parking space (levels 2-9), a lobby (level 1), 1 levels for

mechanical equipment (Level 10), and 13 levels of typical office floors for office

space (levels 11-24).

1 Design Philosophy and Approach

The building was designed as an entirely reinforced concrete structure,

with an entire glass facade of curtain wall. This design was proposed as dictated

by the governing codes: Minimum Design Loads for Buildings and Other

Structures (ASCE 7-10) and Building Code Requirements for Structural Concrete

and Commentary (ACI 318-11).



2 Design Specifications

Beams

d = 2*b

h – d = 4

ρ = 2%

φ = 0.9

ω=ρ F ' yF ' c

Mu=φ (F ' c ×ω (1−0.59 ω) ) (b× d2 )

Columns

ρ = 3%

φ = 0.9

Pu=φ(0.85 × F ' c × As+ρ × Ag × F ' y)



Ag= Ac1−ρ

Slab

φ = 0.75

F’c=5000 psi.

F’y= 60,000 psi.

Mu=w ln

2

8

Vc=1.15 wuln

2

Vu=2 λ√ F' c× b ×d

Foundation

36 – Reinforced concrete piles on matt foundation

Diameter= 2.6 ft.

Length 178 ft.

2.2 Material Unit Weights

Table 2.2.1

Material Usage Unit Weight

Concrete Beams, Columns, Slabs150 lbs

ft3

Glass Facade Curtain Wall203 lbs

ft2



3 Loading Criteria

3.1 Design Codes and Floor Loadings

The KPI Tower was designed to meet the code requirements for structural

concrete and loading specifications as it dictated by ACI 318-11 and ASCE 7,

respectively.

The dead and live loads used were as follow:

Table 3.3.1

Dead Load

(DL) in lbsft2

Live loads

(LL) in lbsft2

Combined Loads and

Factors (ASCE 7)

Factored loads in

lbsft2

Roof 162.4 100 1.2(162.4)+1.6(100) 355

Parking Levels 40 110 . .



Dead Load

(DL) in lbsft2

Live loads

(LL) in lbsft2

Combined Loads and

Factors (ASCE 7)

Factored loads in

lbsft2

Slab type A-B

Slab type B

110

110

40

40

1.2(110)+1.6(40)

1.2(110)+1.6(40)

196

196

Office Floors

Ground Floor

Slab type A

Slab type B

Slab type C

Mechanical Room

Stairs

7.

75

75

75

75

75

.

75

75

75

75

75

1.2(75)+1.6(75)

1.2(75)+1.6(75)

1.2(75)+1.6(75)

1.2(75)+1.6(75)

1.2(75)+1.6(75)

..

210

210

210

210

210

100

3.2 Geotechnical Conditions

The KPI Tower stands on soft Bangkok clay, this type of clay has been well known

for its high water content, low shear strength and high compressibility. For

construction a high rise building on such clay, the main geotechnical concern are

excessive settlement and potential stability failures. In order to address such

concerns, the KPI Tower foundation has been designed as a deep foundation

consisting of a matt footing1.

1 See section 4.6 on foundations for details



3.3 Car Parking Deck

The Design for the KPI tower includes a 9-level parking deck sufficient to

accommodate 256 2 standard size vehicles. The slabs types corresponding to the

parking deck are designed to carry a dead

load of 100 lbsft2 , a super imposed load of 10 lbs

ft2 and a live load of 40 psf. As per

ASCE-7, the combined factored loads yield 196 lbsft2 3.

3.4 Office Floors

Levels 11 through 24 are all designated to office space. As per ASCE-7, office

floors required to withstand an equal dead load and live load of 75 psf. This

loading takes into consideration the dead weight of office machinery, furniture

and the live weight of people operating those floors. As per ASCE-7, the

combined factored loads yield 210 lbsft2 for the office floor slab4.

3.5 Stairs

The stair case for the KPI Tower runs from the ground floor to the 9th level of the

parking deck with a total of 16 landing slabs.

3.6 Mechanical Equipment Floor

2 Value obtained from Emporis building directory

3 Refer to table 3.3.1

4 Refer to table 3.3.1



Level 10 of the KPI Tower is entirely dedicated to equipment space, placing the

mechanical equipment room on higher leveled floors is very common among

high-rise buildings such as this. The mechanical equipment floor is designed to

accommodate conditioning, electrical, chiller plants, water pumps, and so on.

The loading combination used for this floor are equal to the office floors above.

The loading combination proved to be conservative and adequate for the

mechanical room

4 Structural Design

4.1 Roof Design

The roof was designed using 1 way slab principles, just as the rest of the building was done. There

are 2 types of critical slab loading for the roof, which we will distinguish by slab types A and B.

Type A runs West-East along the roof floor plan, and has a maximum span distance of 13.6 feet.

Type B is the critical cantilever section of the roof, which has a span distance of 9.8 feet.

Loading conditions were determined to be:

Self-weight of an 8” slab: 8”/12” x 150lbsft2 is equal to 100

lbsft2

Live Load of the Roof:


http://en.wikipedia.org/wiki/Water_pump

http://en.wikipedia.org/wiki/Chiller


** There will be slots 1ft up from the parapet, which will allow any water greater than 1 foot to drain

off the sides should the drains get clogged. With this arrangement in mind, the maximum amount of

water that the roof would need to support would be 62.4 lbsft2

Roof Live Load: We used 100lbsft2 to account for the live load on the roof, which exceeds the

governing roof load values set forth in IBC 1607.6 Helipads., which is 60lbsft2 .

Therefore the total factored load for roof slab type A is 1.2(100+62.4)+1.6(100) which is 355lbsft2

The ultimate moment was calculated to be Mu= 1/8(355)(13.6)2 which is equal to 8.2k-ft. Using our

excel calculator, we determined that an As of .26in2. However for simplicity, we will re-use the

typical slab type A, which has flexural steel of #4 bars at 6” total As is .4 in2 and S&T consisting of a

#4 at 18”.

For the cantilever section, the max moment was determined to be 17k-ft. Using our excel calculator,

the minimum As per 1 foot wide strip of the slab was determined to be .56 in2. Once again for

simplicity we will re-use the typical type B slab for the parking deck, which has flexural

reinforcement of #5 bars spaced at 4” a total As of .93in2. The S&T reinforcement will consist of #4

bars at 18” inches.



4.2 Floor Plan

Although the KPI Tower has 24 different levels, its floor plan can be condensed

into 13 types of floors:

FP 1- Level 1 Ground Floor (lobby)

FP 2- Levels 2-9 Parking Deck

FP 3- Level 10 Mechanical Equipment Floor

FP 4- Typical office floor levels 11-16

FP 5- Floor level 17

FP 6-Floor level 18

FP 7-Floor level 19

FP 8-Floor level 20

FP 9-Floor level 21

FP 10-Floor level 22



The ground floor lobby, parking deck, mechanical equipment floor, and typical

office floors and levels 17 through 24 each have a different floor plan layout. The

variety of floors in due to the structure’s design, especially where the structure

tapers in from levels 17 through 24.



4.3 Concrete Slab

For the reinforced slab design of the KPI Tower, 3 different types of concrete

slabs were proposed. Each slab, Type A, B, C was specifically design to meet the

specifications required as per each floor type. Starting with the parking deck, a

type A (non cantilever slab) and type B, a cantilever section were designed.

Following the same sequence, slab types A, B, and C were designed for floors 1,

and 10 through 24.

Parking Deck Slab Design Type A (Non-Cantilever)

As per ASCE-7 Table 4-1, a design live load of 40 lbsft2 was used. Design dead

loads include a superimposed 10 lbsft2 load to account for any traffic signage,

protective barriers or floor finishes that might be applied to the parking deck

structure in addition to the self-weight5.

Starting with an 8 inch slab, the slab-self weight was 100 lbsft2 the combined factor

loads as dictated by ASCE-7 were 196 lbsft2 . The Maximum moment yield was 4.5

kip-ft, with a required As (steel reinforcement area) of 0.151 in2 per 1 foot width.

5 See section 7.2 Appendix C for slab design calculations for type A (non-cantilever)



Check for shear capacity of concrete slab

The applied ultimate shear (Vu) was calculated as 1532.7 lbs per 1 foot width of

slab. The shear of concrete was calculated to be 11,879 lbs per with of slab. Phi x

Vc= 8909 pounds per foot width. Clearly the slab has adequate shear capacity.

Based on a rho value that is above rho min below rho max, we determined the

best As value to be .4 in2 per 1 ft. wide strip. Reinforcement for flexural strength

was selected as #4 bars (As=0.2) spaced at 6” O.C. With a total reinforcement

are of. 4 in2

Bar selection for Shrinkage and Temperature has resulted in #4 bars spaced at

18” O.C.

Parking Deck Slab Type B (Cantilever Section East-West)

The previously determined factored equivalent distributed load of 196 lbsft2 was

used as well as a 0.203 kip point load representing the weight of the curtain wall

on a 1 ft. wide strip, an ultimate moment of 20 kip-ft. was determined from

structural

Using our excel spreadsheet calculator, the required As was determined to be

0.672 in2 for each 1 ft. strip. Bar selection for flexural strength resulted in 4 #4

bars spaced at 3” O.C for a total area of steel of 0.80 in2 per 1 foot strip. Bar

selection for Shrinkage and Temperature resulted in #4 bars spaced at 18” O.C.

Typical Slab Type A Design Floors 11-16



*Note: there are 3 types of slabs for floors 11-16, the primary slab going West-

East across the long span of the building (type A) as well as the cantilever slabs

that exist on the Western and Eastern ends of the building (Type C). The

cantilever slabs are designed for the critical distance away from the perimeter

beam, which is 10.1 ft. (3.1 m). The last type is the cantilever slab 11.48 ft. (3.5

m) on the north face of the floor plan. This is referred to as type B.

Slab Type A design

Choosing 6 inches as a starting slab thickness, the slab self-weight was

determined to be 75 psf. 6. The curtain wall (facade material) was calculated as a

dead load of 203 psf. As per ASCE-7, the combined factored loads were

calculated as 210 psf. ACI moment coefficients for critical values were used to

calculate a maximum moment of 4.0 kip-ft. This was determined to be a tension

controlled section with an area of reinforcement of 0.13 ¿2

ft .

Check for shear capacity of concrete slab

The ultimate shear, was calculated as 3,284 lbs per foot of slab width, similarly

concrete shear was calculated as 7,212 lbs per slab width as well. Since the

factored shear that the concrete can handle is larger than the ultimate shear the

concrete will experience the reinforcement area was designed with 3 #5 bars,

6 Curtain Wall weight will be located along the perimeter of the slab, however it will be transferred directly to the beam underlying it



with a total area of 0.93 in2. This done to ensure that our reinforcement ratio was

well above the minimum, while remaining below the maximum reinforcement

ratio. With this area of reinforcement, Mn was calculated to be 19.4 kip-ft., much

greater than the maximum moment of 15.5 Kip-ft., as it was determined from

the structural analysis. Therefore 3 #5 bars are adequate for the slab.

ACI spacing requirements As minimum is .129¿2

ft .

ACI 7.6.5 spacing requirements 3h or 18 inches.

Spacing required to get the 0.93 ¿ft

3#5 bars per 12” or 4” bar spacing O.C for flexural strength. Use #4 bars at 12

inches O.C for shrinkage and temperature perpendicular to the flexural

reinforcement.

Typical Slab Type B Design floors 11-16

Using the already determined ultimate factored distributed load of 210 lbsft2 and a

point load of 203 pounds from the curtain wall. The length of this cantilever

section was taken to be 8.5 feet.

Using structural analysis software, the ultimate moment was determined to be -

16.2 kip-ft.

Using our excel calculator, the required as per foot of slab was determined to be

0.86 in2.



3 #5 bars using 4” of spacing flexural strength yields an As of .93 in2 and

this exceeds the spacing requirements set forth in ACI 7.6.5.

Shrinkage and Temperature Transverse reinforcement

0.0018(12) (6) = .129 ¿2

ft .

Typical Slab Type C Design Floors 10-16

Using the factored distributed load of 210 lbsft2 and a point load of 203 lbs as it was

previously discussed for the slab type C.

The critical length taken for this analysis was 10.2 feet (3.1 meters). Using

structural analysis software, the ultimate moment was determined to be 15kip-ft,

the required As per foot of slab was determined to be 0.5 in2.

3 # 5 bars using 4” O.C spacing for flexural strength yields an As of 0.93 in2 and

this exceeds the spacing requirements set forth in ACI 7.6.5.


0.0018(12) (6) = 0.129¿2

ft .

Using 1 #4 bar at 12 inches O.C for shrinkage and temperature perpendicular to

the flexural reinforcement.

Slab Design for floors 17 through 24



Each slab type previously designed (Types A, B, and C for floors 10-16) have

been checked with the beam layout and floor plans to work with floors 17-24.

For floors 17-24 there is the typical type A slab which spans East-West. Since

the horizontal lengths that the slab spans did not change over the course of the

upper floors, the design conducted for floors 10-16 will also work.

The design for type A can be found below

Slab Type A: 3 # 5 bars therefore the area of steel is .93 in2 per 1 foot strip for

flexural reinforcement.

Shrinkage and Temperature #4 bars @ 12” O.C

For floors 17-24 there is the typical type B slab which is a cantilever slab on the

north part of the floor plan. Its length is approximately 8.5 feet. This is the same

as the previously designed floors therefore:

Slab Type B: 3 #5 bars using 4” spacing As is equal to .93 in2 per 1 foot strip for

flexural reinforcement.


For floors 17-24 there is the typical type C slab which is a cantilever slab on the

East West parts of the floor plan. Its length is approximately 10.2 feet. The

same design for this cantilever section conducted for 10-16 will also be

applicable here.



Slab Type C: 3 #5 bars using 4” O.C spacing As is equal to of .93 inches per 1 foot

strip for flexural reinforcement and this exceeds the spacing requirements set

forth in ACI 7.6.5.

Shrinkage and Temperature # 4 bars at 12 inches O.C

The ρ values for the slab conditions are (.93in2)/ (12”x4.625”) = .01675 or

1.675%. This falls within the acceptable range of ρ min (.35%) and ρ max

(2.52%) for flexure.

4.4 Beams

The beam design for the KPI Tower was based upon an excel sheet designed to

generates the maximum moment (k-ft.) 7 and area of steel reinforcement (in)

required based on given beam dimensions “b x d (in)”. The criteria established to

generate this were the following:

d = 2*b

h – d = 4

ρ = 2%

φ = 0.9

ω=ρ F ' yF ' c

Mu=φ (F ' c ×ω (1−0.59 ω) ) (b× d2 )

7 see Appendix C



The next step in beam design was to lay out the beams on each floor in order to

determine the critical beam. The beam section determined to satisfy the critical

beam for a floor was used in order to design the majority of the beams on that

specific floor. We did this for both vertical and horizontal beams (x-z plane). For

most cases, the slab design was the same, so for many floors the beam size was

the same as well. For floors 1-9 we used B-1 as our vertical beam design because

it is supporting a cantilever in addition to the slab, and B-12 as our horizontal

beam design (these beam numbers our based on floor 2). RISA was used in order

to determine the ultimate moment capacity for each critical beam.

8

8 Structural analysis for critical beam B-1 obtained from RISA for floors 1-9



This beam (B-1) is two spans beam with a length of approximately 7 feet, with a

continued loading of 4.61. The maximum moment found was 473.3 k-ft., the

beam chosen was a 14x28 that has a maximum moment of 731.09 k-ft. (over

designed). For the horizontal beam, the max moment of the beam was

determined to be a 716.6 k-ft. normally, the 14 x 28 beam would be adequate,

but after over design, the beam used was a 15 x 30 with a maximum moment of

899.21 k-ft.



Floors 10-24 were established to have the same slab weight and also fit the

criteria of the vertical beam being a 14x28 and the horizontal beam being a

15x30 as shown with a sample of the horizontal beam from floor 11:

9

The loading for this beam was 8.62kipft with two 16 kip point loads giving a

maximum moment of 762.4 k-ft. This allowed the 15x30 beam to be adequate

for the design. The same loading conditions applied for the vertical beam where

the maximum moment was to be 499 kip-ft. making the 14x28 adequate for that 9 Structural analysis for critical beam B-1 obtained from RISA for floors 10-24



design. The one issue that arose with using these two beam types for every floor

was the building getting narrower in the vertical direction. The columns get

closer so in order to deal with this, the beams on each floor had to become

transfer beams and be able to hold the weight the columns were holding. An

estimate was taken off of an extremely large point load of 2000 kip-in addition to

the normal loading conditions placed near the column supports.

The maximum moment depicted was 2390.7 kip-ft. Transfer beams were

required at floor 17 (they were required from 18 upward though) the geometric

section for transfer beams

10

10 Structural analysis for critical transfer beam obtained from RISA for floors 18-23



was determined to be a 22x44 beam with a maximum moment of 2836.96 k-ft.

After analyzing each of the remaining floors, we noticed that each moment

decreased by around 200 k-ft., so the beam sections decreased for each

remaining floor.

Floor 18 21x42 M = 2467.42 k-ft

Floor 19 20x40 M = 2131.45 k-ft

Floor 20 19x38 M = 1827.45 k-ft

Floor 21 18x36 M = 1553.83 k-ft

Floors 22-23 17x34 M = 1308.98 k-ft

Floor 24 did not require the transfer beam

These beams were placed only in between columns that moved closer together,

thus the horizontal beam design did not change.

Note that transfer beams were also required on floor 10 in replace of B-21 and B-

22. The beam size used is a 22x44 beam with a maximum moment of 2836.96 k-

ft. This was used in order to carry the weight of the stair columns which end on

floor 10 and must be transferred on onto other columns.



4.5 Columns

For the 24 story building, the columns were divided into 5 sections, each with 3

types of columns. These sections were based upon similar beam layout. For each

section, the lowest floor columns were be designed, then applied to the floors

above it. This ensured that the upper floors would have extra support if needed

and keep the column design more simplistic. The floor loading capacities were

based on the floor in which the columns are being designed for. For example, for

section 18-23, the columns designed for floors 18 through 23.

The column sections were determined for the following floors

Floor 1 columns

Floors 2-9 columns

Floors 10-17 columns

Floors 18-23 columns

Floor 24 columns

These 3 types of columns are:

C-A for the exterior columns that follow the perimeter of each floor.

C-B for the interior columns, basically all columns within the perimeter set up by

the exterior columns C-A.



C-C fort the two columns used to support the stairs. C-C columns are smaller

than C-A and C-B.

For each of these column types, on the floor section used a critical column was

determined and designed for. The critical column supports the most weight for

that type and, the geometric section that satisfied the loading conditions of the

critical column was applied to every column for that type in this section. The

columns used for section C-A were determined to be C-7 for floors 1 through 9

since these supported the cantilever section and C-9 from floor 10 to 24, For

type C-B, the columns used C-3 for floors 1 through 9 (due to the fact the stair

columns C-C end and are transferred onto C-3 and C-4 by transfer beams) and C-

10 for floors 10 through 24. For C-C column C-4 was used from floors 10-24

which are the only floors that contain these stair columns.

4.6 Stairs

4.7 Foundations

The foundation for the KPI Tower was designed as a matt foundation sitting on

reinforced concrete pile. It was determined that 38 reinforced concrete piles are

needed in order to support the loading imposed by the structure. The piles were

designed to be 2.6 ft. in diameter and 174 ft. in length.



5 Conclusion and Recommendations

The structural design for the KPI Tower was made simple by identifying each

critical section and developing a design that would satisfy that specific section.

Once the final design was developed, it was applied to similar members. This

“critical section approach” allowed for a very conservative design. All of the

design members were in accordance with ACI-318 for reinforced concrete as well

and ASCE-7 for loading combinations.

This project was challenging in many aspects; Beginning from the foundation

since the properties of Bangkok clay are unfavorable for most developments.

Due to this condition the KPI Tower foundation was designed as a reinforced

concrete matt foundation sitting on 34-2.6 ft. wide reinforced piles, driven 174 ft.

into the clay soil.



Other challenges came from the building’s structural aspect, the developing of

cantilever beams and slabs in order to accommodate the building’s architectural

design.

The design of the KPI Tower was very complex, requiring that we revisit aspects

of Reinforced

Concrete Design in beams and columns, Deep Foundations Design in clay as well

as exposing us so new design approaches, such as cantilever slabs and beams.

Although we are not ready to design such a high-rise building like the KPI Tower,

we now have a better understanding on how these building are design, and what

are some of the challenges that we may face in the future.

6 Self-Learning

As this semester comes to an end, it is time to reflect on the things we have learned thus far. This

challenging project required that we utilize every resource available in our reach; our professors,

books, publications and engineering software.

Among these resources we had access to publications from the American Institute of Concrete

Commentary on Building Code Requirements for Reinforced Concrete (ACI 318-63) as well as the

American Society of Civil Engineers ASCE 7-10 Minimum Design Loads for Buildings and Other

Structures. This project allowed us to familiarize ourselves with design codes that mandate every



structure in the United States as well as in many parts of the world. Learning how to interpret such

codes is very important in our professional careers. We must always be aware that the welfare of the

people depends on the choices that we, as Civil Engineers, make. It is ethically and morally important

that we follow and comply with these codes to the absolute best of our abilities.

This design project also required the extensive use of computer programs, among these were:

AutoCAD and REVIT for structural drawings, and RISA for structural analysis and design. Gaining

experience in these programs is highly important to become qualified and competent in our field.

Knowing how to use these programs allows us to perform complicated design in a much more

efficient way. Although these are just a few of the things we have learned at the moment, most of our

learning will be reflected once we practice in the field when we are challenged with a real life

problem that we must solve. One of the lessons that we must take away is the ability to use our

resources, and even if we don’t know something at the moment, it is important to know where to find

it.

7 References

ASCE 7-10 Minimum Design Loads for Buildings and Other Structures.10th ed. American Society of

Civil Engineers. 2010. Print.

Commentary on Building Code Requirements for Reinforced Concrete (ACI 318-11) Report of ACI

Committee 318, Standard Building Code. 11th ed. Detroit: American Concrete Institute, 2011.

Print.



MacGregor, James G., and James K. Wight. Reinforced Concrete: Mechanics and Design. 5th ed.

Upper Saddle River, N.J.: Prentice Hall, 2009. Print.

8 Appendices

8.1 Appendix A: Floor Plan



























8.2 Appendix B: Slab Design Calculations

Parking Deck Slab Design Type A (Non-Cantilever)

8” slab starting point:

d=8”-.75”cc-.25”= 7”

Slab self-weight= 8”/(12”/1ft) x150 lb./ft3 = 100 lb./ft2

Factored Load combinations:

1.2(100+10)+1.6(40)= 196 lb./ft2

Mu=(196)(13.6ft)2/8 = 4.5 k-ft.

Using our excel spreadsheet calculator, the required As was determined to

be .151 in2 per 1 foot width.

Check for shear capacity of concrete slab:

Vu= 1.15(196 lb. /ft2) (13.6ft)/2 = 1532.7 pounds per 1 ft. width of slab.

VC=2(1) (12”) (7”) =11,879 pounds per 1 ft. width of slab.

φ Vc= 8909 pounds per foot width. Clearly the slab has adequate shear

capacity.

Keeping a tension reinforcement value that is above ρmin below ρmax, we

determined the best

as value to be .4 in2 per 1 ft. wide strip.

Bar selection for flexure has resulted in #4 bars (As=.2) spaced at 6”

O.C. Total As is now .4 in2



Bar selection for Shrinkage and Temperature has resulted in #4 bars

spaced at 18” O.C.

Slab type A

Floor slab thickness starting point chosen as 6” thick.

Using (#5 bars) determined later in the design,

the d=6”-.625”-.75”=4.625”.

Slab self-weight is 6”/12”*150 lb/ft^3 = 75 lb/ft^2

**Curtain Wall weight will be located along the perimeter of the slab, however it

will be transferred directly to the beam underlying it.

Curtain wall weight calculations for beam design (include as a dead load): curtain

wall critical length= 8.3 meters, which is 27.2 feet.

Critical height is 3.8 meters which is 12.46 feet.

Glass thickness estimated to be 1.5” thick, which is .125 feet. Unit weight of

glass taken to be 130 lb/ft^3. (27.23)(23.46)(.125)=42.41 ft^3 of glass x 130

lb/ft^3= 5513 pounds.

Taking this weight and dividing it over the area of 27.2 feet yields the curtain

wall dead load of 203 lbs/ft.



Live Load of 75 pounds per square foot for office building design as per ASCE 7

Table 4-1. Dead Load of slab is 75lb/ft^2

Factored 1.2D+1.6L= 1.2x (75)+1.6x(75)=210 psf.

ACI Moment coefficients critical value of -1/10, to determine the moment value.

Mu is -1[(210) x (1’) x (13.6)2/10] is roughly 4 k-ft.

As > (4x12”/ft)/(.9x60x.95x4.625) which is .20 in2 per foot.

a= (.20)(60)/(.85x5x12) which equals .15 inches.

Another iteration to determine a more accurate As value

As = (4*12)/(.9*60)(4.625-.15) which equals .13 square inches per foot.

Check tension controlled: 3/8 of d is 1.73” c (a/beta)=(.15/.8) is significantly

lower than 1.73, therefore tension controls and phi is correctly assumed to be

0.9.

Shear Design for Slab

Vu= (1.15wuln) /2 yields (1.15x210x27.2)/2 is equal to 3,284 lbs per 1ft width of

slab.

Vc= 2(1)(sqrt(5000)(12)(4.25) which is equal to 7,212lbs per 1 ft width of the

slab.

Phi is .75 so Phi Vc is equal to 5,409lbs.

The factored shear that the concrete can handle is larger than the ultimate shear

the concrete will experience. This done to ensure that our reinforcement ratio



was well above the minimum, while remaining below the maximum

reinforcement ratio.

Mn (.93)(60)[4.625-.45] which is 19.41 k-ft, where the moment determined to be

max from structural analysis is 15.5 k-ft. Therefore 3 #5 bars will work.

ACI spacing requirements As min is .0018x12x6 is .129 in2/ft

ACI 7.6.5 spacing requirements 3h is 18 inches or 18 inches.

Spacing required to get the 0.93 inches per foot is 3 #5 bars per 12” or 4”

bar spacing O.C Flexural

This value exceeds the ACI 7.6.5 requirement.

Shrinkage and Temperature transverse reinforcement.

As S&T which = .0018(12)(6)= .129 in/ft2

Use #4 bars at 12 inches O.C for shrinkage and temperature

perpendicular to the flexural reinforcement.

Typical Slab Type B Design floors 11-16

Using ultimate factored distributed load of 210 psf. or .210k/ft.

A point load of 203 pounds or .203 kips representing the curtain wall dead load

sitting at the edge. The length of this cantilever section was taken to be 8.5 feet.

Using structural analysis software, the ultimate moment was determined to be -

16.2k-ft or 194k-inches. Using our excel calculator, the required As per foot of

slab was determined to be 0.86 square inches. 3 #5 bars using 4” of spacing



flexural strength yields an As of .93 inches square and this exceeds the

spacing requirements set forth in ACI 7.6.5.

Shrinkage and Temperature Transverse reinforcement .0018(12)(6)=.129 inches

square/ft.

1 # 4 bar spaced at 12” O.C for shrinkage and temperature


Typical Slab Type C Design Floors 11-16

Using ultimate factored distributed load of 210 psf or .210 kip/ft.

A point load of 203 pounds or .203kips representing the curtain wall dead load

sitting at the edge.

The critical length taken for this analysis was 10.2 feet, or 3.1 meters.

Using structural analysis software, the ultimate moment was determined to be –

15k-ft or 180 k-inches.

Using excel, the required As per foot of slab was determined to be .5 square

inches.

3 # 5 bars using 4” O.C spacing for flexural yields an As of .93 inches

square and this exceeds the spacing requirements set forth in ACI 7.6.5.


.0018(12) (6)= .129 inches square /ft.



Using 1 #4 bar at 12 inches O.C for shrinkage and temperature


Slab Design for floors 17-24 will be similar to those used in floors 11-16

Slab Type A: 3 # 5 bars therefore the area of steel is .93 in2 per 1 foot

strip for flexural reinforcement.


Slab Type B: 3 #5 bars using 4” spacing As is equal to .93 in2 per 1 foot

strip for flexural reinforcement.


Slab Type C: 3 #5 bars using 4” O.C spacing As is equal to of .93 inches

per 1 foot strip for flexural reinforcement and this exceeds the spacing

requirements set forth in ACI 7.6.5.

Shrinkage and Temperature # 4 bars at 12 inches O.C

The Rho values for the slab conditions are (.93in2)/ (12”x4.625”)

= .01675 or 1.675%. This falls within the acceptable range of rho min

(.35%) and rho max (2.52%) for flexure.

8.3 Appendix C: Beams Figures Calculations

The complete beam table details:



The beam’s name with respect to the design drawings

The number of spans

The number of supports

The length of the beam

The beams dimensions in b x d

The beams dimensions in b x h

The area of steel needed

The bar size chosen

The area of steel based on the bars chosen

The programs used in order aid with the beam design were:

RISA – used to determine the max moment of the beam

Revit – used to do the base design of the of building

Autodesk AutoCAD Civil 3D 2015 – used to do the drawings of the various

of cross sections

Excel – in order to organize all the data



Table 8.3.1-Beam Organization Sheet

Beam SectionsType

Beam Section

s b,d in^2

Beam Section

s b,h in^2

Area of Reinforcement

in^2

Reinforcement Bars Area in^2

Stirrups

A 14x28 14x32 7.84 8# 9 bars, 2 rows 8 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support B 15x30 15x34 9 10# 9 bars, 2 rows 10 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support C 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support D 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support E 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support F 20x40 20x44 16 12# 11 bars, 2 rows 18.72 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support G 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support H 22x44 22x48 19.36 21# 9 bars, 3 rows 21 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support F 24x48 24x52 23.04 24# 9 bars, 3 rows 24 #6 @ s=11 d-away from support; #10 @s=12 inches; #6 @s=11 inches d way from support

Table 8.3.2- Complete Beam Sheet



Floor 1 beams

Number of Spans

Number of

Supports

Beam length ft

Beam Section

s b,d in^2

Beam Section

s b,h in^2


in^2

Reinforcement Bars

Area in^2

B-1 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-2 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-4 2 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-5 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-6 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-7 2 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 2 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-9 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-10 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-11 3 4 82 15x30 15x34 9 10# 9 bars, 2 rows 10B-12 3 3 68 15x30 15x34 9 10# 9 bars, 2 rows 10B-13 2 3 54 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 3 3 82 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 1 2 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 1 2 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-18 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-19 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-20 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-21 2 3 41 15x30 15x34 9 10# 9 bars, 2 rows 10B-22 2 3 27 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 2 3 41 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 2 3 41 15x30 15x34 9 10# 9 bars, 2 rows 10



Floors 2-9

beams

Number of

Spans

Number of

Supports

Beam length ft

Beam Section

s b,d in^2

Beam Section

s b,h in^2


in^2

Reinforcement Bars

Area in^2

B-1 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-2 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 3 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-4 2 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-5 2 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-6 2 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-7 2 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 3 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-9 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8

B-10 2 3 70 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-11 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-12 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-13 4 3 39 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 3 3 68 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 4 5 95 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 3 54 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 2 2 24 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 2 3 37 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 2 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-20 1 2 11 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-21 1 2 28 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-22 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 2 3 34 15x30 15x34 9 10# 9 bars, 2 rows 10



Floor 10

beams

Number of

Spans

Number of

Supports

Beam length ft

Beam Sections b,d in^2

Beam Sections b,h in^2


in^2

Reinforcement Bars

Area in^2


B-10 2 3 71 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-11 1 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-12 1 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-13 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 2 2 38 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 2 2 38 15x30 15x34 9 10# 9 bars, 2 rows 10B-20 2 2 38 15x30 15x34 9 10# 9 bars, 2 rows 10B-21 1 2 13 22x44 22x48 19.36 21# 9 bars, 3 rows 21B-22 1 2 13 22x44 22x48 19.36 21# 9 bars, 3 rows 21B-23 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-25 1 2 24 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-26 2 2 35 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floors 11-16 beams

Number of

Spans

Number of

Supports

Beam length ft

Beam Section

s b,d in^2

Beam Section

s b,h in^2


in^2

Reinforcement Bars

Area in^2

B-1 4 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-2 2 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-4 2 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-5 2 2 34 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-6 2 2 34 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-7 1 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 1 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-9 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10

B-10 2 2 38 15x30 15x34 9 10# 9 bars, 2 rows 10B-11 2 2 38 15x30 15x34 9 10# 9 bars, 2 rows 10B-12 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-13 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 2 3 41 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 2 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-18 3 3 85 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-19 3 3 85 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-20 2 3 71 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-21 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-22 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-25 2 2 34 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-26 1 1 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 17

beams

Floor 17

beams

Floor 17

beams

Floor 17

beams

Floor 17

beams

Floor 17

beams

Floor 17

beams

Floor 17 beams Floor 17

beams B-1 4 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-2 2 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-4 3 3 85 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-5 3 3 85 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-6 2 3 76 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-7 2 3 71 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 2 3 71 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-9 2 2 34 14x28 14x32 7.84 8# 9 bars, 2 rows 8

B-10 2 2 34 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-11 1 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-12 1 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-13 2 2 34 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 3 41 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-20 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-21 2 2 34 15x30 15x34 9 10# 9 bars, 2 rows 10B-22 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 1 1 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 1 1 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-25 2 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-26 1 2 36 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 18

beams

Floor 18

beams

Floor 18

beams

Floor 18

beams

Floor 18

beams

Floor 18

beams

Floor 18

beams

Floor 18 beams Floor 18

beams B-1 4 3 75 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-2 2 3 75 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 75 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-4 3 3 83 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-5 3 3 83 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-6 2 3 75 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-7 2 3 72 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 2 3 72 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-9 2 2 33 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72

B-10 2 2 33 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-11 1 2 22 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-12 1 2 22 21x42 21x46 17.64 12# 11 bars, 2 rows 18.72B-13 2 2 34 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 3 41 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-20 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-21 2 2 34 15x30 15x34 9 10# 9 bars, 2 rows 10B-22 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 1 1 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 1 1 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-25 2 2 33 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-26 1 2 22 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 19

beams

Number of

Spans

Number of

Supports

Beam length ft

Beam Section

s b,d in^2

Beam Section

s b,h in^2


in^2

Reinforcement Bars

Area in^2

B-1 4 3 74 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-2 2 3 74 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 74 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-4 3 3 83 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-5 3 3 83 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-6 2 3 74 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-7 2 3 71 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 2 3 71 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-9 2 2 32 20x40 20x44 16 12# 11 bars, 2 rows 18.72

B-10 2 2 32 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-11 1 2 22 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-12 1 2 22 20x40 20x44 16 12# 11 bars, 2 rows 18.72B-13 2 2 34 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 3 41 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-20 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-21 2 2 34 15x30 15x34 9 10# 9 bars, 2 rows 10B-22 3 3 64 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 1 1 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 1 1 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-25 2 2 32 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-26 1 2 22 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 20

beams

Number of

Spans

Number of

Supports

Beam length ft




in^2

Reinforcement Bars

Area in^2

B-1 4 3 76 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-2 2 3 71 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 71 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-4 3 3 78 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-5 3 3 78 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-6 2 3 71 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-7 2 3 69 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 2 3 69 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-9 2 2 32 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-10 2 2 32 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-11 1 2 21 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-12 1 2 21 19x38 19x42 14.44 12# 10 bars, 2 rows 15.24B-13 2 2 36 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 3 42 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 3 3 58 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 1 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-20 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-21 2 2 36 15x30 15x34 9 10# 9 bars, 2 rows 10B-22 3 3 57 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-25 2 2 32 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-26 1 2 21 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 21

beams

Number of

Spans

Number of

Supports

Beam length ft




in^2

Reinforcement Bars

Area in^2

B-1 4 3 71 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-2 2 3 68 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 68 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-4 3 3 77 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-5 3 3 77 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-6 2 3 68 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-7 2 3 64 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-8 2 3 64 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-9 2 2 30 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24

B-10 2 2 30 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-11 1 2 19 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-12 1 2 19 18x36 18x40 12.96 12# 10 bars, 2 rows 15.24B-13 2 2 35 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 3 42 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 1 8 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 3 3 59 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 1 8 15x30 15x34 9 10# 9 bars, 2 rows 10B-20 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-21 2 2 35 15x30 15x34 9 10# 9 bars, 2 rows 10B-22 3 3 58 15x30 15x34 9 10# 9 bars, 2 rows 10B-23 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-24 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-25 2 2 30 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-26 1 2 19 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 22

beams

Number of

Spans

Number of

Supports

Beam length ft




in^2

Reinforcement Bars

Area in^2

B-1 4 3 64 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-2 2 3 64 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 64 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-4 3 3 71 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-5 1 2 16 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-6 1 2 16 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-7 3 3 71 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-8 2 3 64 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-9 2 2 26 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7

B-10 2 2 26 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-11 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-12 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-13 2 3 42 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 3 2 59 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 2 37 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 2 26 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-20 1 2 16 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 23

beams

Number of

Spans

Number of

Supports

Beam length ft




in^2

Reinforcement Bars

Area in^2

B-1 4 3 57 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-2 2 3 57 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-3 2 3 57 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-4 3 3 66 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-5 1 2 13 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-6 1 2 13 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-7 3 3 66 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-8 2 3 57 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-9 2 2 23 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7

B-10 2 2 23 17x34 17x38 11.56 10# 10 bars, 2 rows 12.7B-11 1 2 14 15x30 15x34 9 10# 9 bars, 2 rows 10B-12 1 2 28 15x30 15x34 9 10# 9 bars, 2 rows 10B-13 2 3 42 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 3 2 59 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 4 5 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 2 2 37 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 1 2 12 15x30 15x34 9 10# 9 bars, 2 rows 10B-19 1 2 23 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-20 1 2 13 14x28 14x32 7.84 8# 9 bars, 2 rows 8



Floor 24

beams

Number of

Spans

Number of

Supports

Beam length ft

Beam Section

s b,d in^2

Beam Section

s b,h in^2


in^2

Reinforcement Bars

Area in^2


B-10 2 4 41 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-11 4 4 51 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-12 4 9 109 15x30 15x34 9 10# 9 bars, 2 rows 10B-13 2 3 38 15x30 15x34 9 10# 9 bars, 2 rows 10B-14 1 2 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-15 1 2 11 15x30 15x34 9 10# 9 bars, 2 rows 10B-16 1 2 10 15x30 15x34 9 10# 9 bars, 2 rows 10B-17 1 2 10 15x30 15x34 9 10# 9 bars, 2 rows 10B-18 1 2 10 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-19 1 2 12 14x28 14x32 7.84 8# 9 bars, 2 rows 8B-20 1 2 27 15x30 15x34 9 10# 9 bars, 2 rows 10



8.4 Appendix D: Columns

In order to calculate the area of concrete for the column (Ac) the equations

The loading on the columns is due to:

The live load

The slab self-weight

The beam self-weight

The column self-weight

For floors 18-23, transfer beams are required in order to support the weight of

the columns since the columns get closer as the floors go higher. These transfer

beams vary in size depending on the floor and are only located in between the

first and last row columns

Transfer beams are also required on Floor 10. The columns that support the

stairs end so the beam will transfer to C-A columns below it.

The excel chart is split into several sections



• “Previous Floor Weight” represents the total weight of the floors above.

• “Estimated Weight per floor” is based on the critical floor’s weight

determined by live load, slab self-weight, and beam self-weight. This is

multiplied by as many floors there are in the section to get a rough

estimate of the total weight of floors in the section. The first floor in the

section is not included since it is below the columns of that floor. Thus that

floor is added to the next section.

• “Column Weight” is the self-weight of the critical column. This is multiplied

by the amount of floors in this section in order to include the columns

directly above it.

• “Total Pu” is the ultimate load. This is the combination of the “previous

floor weight” the “Estimated weight per floor” multiplied by the correct

amount of floors, and the “column weight” multiplied by the columns

directly above each other in this section.

• “Area of Concrete” is the calculated area of concrete.

“Gross Area” is the total area of the section.

“Area of Steel” is the area of steel required based off 0.3% rho.

“Bars required” what size bars are needed for the column.

“Area of Steel required” is what the area of steel of those bars are.



Table 8.4.1- Columns



8.5 Appendix E: Stairs



8.6 Appendix F: Foundations


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