Project High

8/12/2019 Project High

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Table of Contents

Abstract ...............................................................................................................................3Introduction ..........................................................................................................................4Design ..................................................................................................................................5

i. Slab Thickness ............................................................................................................6ii. Loads ..........................................................................................................................6iii. Estimation of Column Sizes .....................................................................................6iv. Slab Design ..............................................................................................................7v. T-beam Design for Flexure ......................................................................................10vi. T-beam Design for Shear ........................................................................................14viii. Crack Control .......................................................................................................16ix. T-beam deflection control .......................................................................................17x. Column Design ........................................................................................................18

Summary and Conclusion .................................................................................................21Recommendations ..............................................................................................................22Appendix

A: Design Figures ..................................................................................................24B: Load Estimate Calculations ...............................................................................39C: Slab Design Calculations ..................................................................................40D: T-Beam Flexure Calculations ...........................................................................42E: T-Beam Shear Calculations ...............................................................................48

F: Crack Control Calculations ...............................................................................54G: Deflection Calculations .....................................................................................56H: Column Design Calculations ............................................................................68


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exterior beam lines can be eighteen (18) inches deep while some interior beam lines may ne

be twenty-two (22) inches deep.

Introduction

The framing plan of the five-story reinforced concrete building was provided and can be se

Figure 1. As shown in the framing plan, the building is six bays by three bays. The outer b

along the six-bay side are 14 feet center-to-center while the inner bays along the six-bay sid

16 feet center-to-center. The outer bays along the three-bay side are 25 feet center-to-cente

while the inner bay along the three-bay side is 30 feet center-to-center. The framing plan als

denotes one-way slabs with T-beams that run along the six-bay columns.

Figure 1: Plan View of Five-Story Building

The first story height of the building is 16 feet while all the other story heights are 12 feet.

elevation view of the office building can be found in Figure 2


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Figure 2: Elevation View

This report will explain the preliminary design process for this five-story reinforced concret

office building according to ACI 318-11. It should be noted that this design is preliminary

would undergo a number of iterations. First the slab thickness was found followed by thecalculation of loads on the structure. Next an estimation of the column sizes was calculated

The slab reinforcement was then designed followed by the flexure and shear reinforcement

T-beams. Subsequently the design was checked for crack control and deflection control.

Finally, the column reinforcement was designed. This report will detail both the technical

design procedure as well as a discussion into the reasons for each type of reinforcement and

step in the design process and why certain decisions were made in the design process. Fina

the end of this report, there are recommendations on how to adapt the design when future

iterations of this design are carried out or if someone was to start the design over from scrat


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Slab Thickness

The slab thickness was determined to be seven (7) inches by using Table 9.5(a) in ACI 318

exterior spans required seven-inch slab thickness, which was slightly larger than the slab

thickness requirement for the interior spans. For ease of construction and economical purp

a slab thickness of seven inches was used throughout the entire building.

Loads

The loads were calculated using ASCE 7 and the load combinations in Table 1.2 of ACI 31

For the floors, the dead loads included the load from the mechanical equipment and the ceil

(15 psf) and the load from the slab (87.5 psf). The live load for the floors was 50 psf while t

partition loading (which was also considered a live load) was 20 psf. The dead loads for the

included the load from the mechanical equipment and the ceiling (15 psf), the load from the

roofing material (7 psf) and load from the slab (87.5 psf). The live load for the roof was

comprised of the snow load only (30 psf). The load for the slabs was calculated by multiply

the slab thickness by the unit weight of concrete (150 psf).

The load combination from Table 1.2 of ACI 318 consisted of a load factor of 1.2 for the de

loads and 1.6 for the live loads. Using this load combination, the roof load was found to be

179.4 psf and the floor load was found to be 235 psf.

Table 1 and 2 in the Appendix B contain the breakdown of the load design along with the filoading values for both the roof and the floor.

Estimation of the Column Size


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The loading of the roof and four floors was multiplied by this tributary area to determine the

factored load experience by the ground story column. The area of the concrete needed to su

the calculated force was then calculated, taking into account both the strength of the concre

the steel. Appropriate overall strength reduction factors were included to not only provide a

further factor of safety but also account for eccentric loading of the column. It was also assu

that 2% of the area of the column was steel. Using this assumption, the overall area of the

column was 209 in 2.

Using a square cross-section, the column width and depth were chosen to be fifteen (15) inc

It should be noted that this calculation was for preliminary design only and would be check

later in the design process.

Slab Design

The slabs were primarily designed with reinforcing steel parallel to the numerical grid lines

This is because the floor system is a one-way slab, which means that bending will occur bet

the two supporting beams in a parabolic shape, with the largest moments being at the top of

slab near the supports and at the bottom of the slabs at the mid-spans. Steel was also provid

the transverse direction to provide resistance to the temperature and shrinkage cracks in thetension regions.

The first step in the slab design was to find the effective span length. For negative moment

effective span length is taken as the average of the two adjacent clear spans while for positiv

moments the effective span length is the given slabs clear span. Next, the ACI momentcoefficients were found for a spandrel slab with two or more spans. The spandrel slab was u

because the majority of the slab acts as a spandrel (i.e. the slab was just supported by beams

Since the portion of the slab that was supported just by the beams is so much greater than th


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Using the moments at the critical sections, the steel required was tabulated along with the

minimum steel requirement according to ACI 318. The larger quantity of steel governed an

steel size and spacing combination was chosen. The extreme tension fiber depth was check

verify that it remain nearly the same as was assumed earlier in the procedure. The strain in

extreme tension fiber was also checked for each critical section of the slab to verify that the

strain was above 0.005 in order to verify a previous assumption that the strength reduction f

(! ) was 0.90.

Two additional ACI 318 requirements were then checked. The first was that the maximum

spacing could not exceed eighteen (18) inches or three (3) times the slab thickness (which i

twenty-one (21) inches). Additionally, a practical limit of the spacing being greater than on

a half (1.5) times the slab thickness (which is ten and a half (10.5) inches) was checked.

Next, the design of the transverse steel reinforcing was completed. In the transverse directi

the main longitudinal steel, there is a minimum amount of steel required (which is the same

the minimum reinforcing that was referred to in the above calculations). This amount of ste

was calculated and a combination of size and spacing of bars was chosen. The maximum

spacing of eighteen (18) inches or five (5) times the slab thickness (which is thirty-five (35)inches) was checked along with the same practical limit that was used above.

The roof slab design consisted of #4 bars at 15 spacing in both the longitudinal and transve

(for temperature and shrinkage cracks) directions. The floor slab design consisted of #4 bar

13 to 15 spacing for the longitudinal direction and #4 bars at 15 spacing in the transversdirection (for temperature and shrinkage cracks).

Finally, following Figure 5.20(a) from Nilson et al, the simplified standard cut off points for


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Figure 3: Floor Slab Design

Figure 4: Plan of Floor Slab Design (Top Steel)


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Figure 5: Plan of Floor Slab Design (Bottom and Temperature/Shrinkage Steel)

The full, tabulated calculations for the floor slab can be found in Appendix C.

T-beam Design for Flexure

The T-beams were then designed for the flexural forces they would experience. This design

comprised of the determination and selection of the adequate amount of steel necessary in e

of the critical T-beam sections. The steel reinforcement is necessary in the portions of the T

beam that are in tension because steel is strong in tension while concrete is very weak and b

in tension. However, the T-beam sections cannot have too much steel or they become over-

i f d d h f il d f i f b i dd Th T b


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There were six unique beam lines to analyze when designing the T-beam for flexure. Beam

A and G; B and F; and C, D and E are the three groups of identical beam lines and there wa

both the floor and roof loading cases for each set of beam lines. Along each beam line, ther

were five critical sections that correlated to the critical sections for the ACI Moment

Coefficients.

The T-beam width was taken to be fifteen (15) inches to match the column widths in order t

make construction easier. The first step in determining the T-beam reinforcement was to

calculate the governing T-beam depth. Using ACI code, both the exterior and interior span

were checked and it was found that the interior T-beam depth (17.14 inches) governed the

exterior T-beam depth (16.2 inches). Since these are a minimum value, a round value of

eighteen (18) inches was used as the T-beam depth. For beams with positive bending (tensi

in the bottom of the T-beam), it was assumed the rectangular stress block (which is correlate

the portion of the beam in compression), was fully comprised in the flange (i.e. slab). For b

with negative bending (tension is in the top of the T-beam), the rectangular stress block was

assumed to be in the stem (i.e. web). Both of these assumptions would be checked in the de

process. Next, the effective width of the slab was calculated according to ACI 8.12.3. The

effective width of the slab is the portion of the T-beam flange that contributes to the strengththe T-beam. For interior beam lines the effective width of the slab cannot be greater than o

quarter of the clear span length and the overhanging flange width must be less than eight tim

the slab thickness and must also be less than one half the adjacent clear span. For exterior s

the overhanging flange width cannot exceed one-twelfth the span length of the beam, six tim

the slab thickness and one-half the clear distance to the next web.

After the effective width was calculated, the effective depth was then found. For the positiv

bending sections, the effective depth was the beam depth minus the two and a half (2.5) inc


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area of the T-beam (half the center-to-center span to each side of the T-beam) by either the f

or roof load. This value was added to the self-weight of the beam stem for the total line loa

Then using the corresponding ACI moment coefficients, the moment for each section was fo

Using the moment for the section along with the effective depth of the section, the width of

T-beam and an assumed reduction factor ( ! ) of 0.90, the area of steel required in each s

was found and a combination of bar sizes was selected. The effective depth was then check

again using the same methodology (but using the actual value of half the diameter of the

longitudinal steel) to make sure it was approximately the value that was assumed. The extre

tension strain and the reduction factor ( ! ) were then verified to be the same as the value

were assumed. The clear distance spacing of the bars was also checked using ACI 318. Fi

the minimum and maximum steel requirements were verified according to ACI 10.3.5 and 1

and the design strength of the T-beam was checked.

For beam lines C, D and E, the extreme tension stress and ! factor were not verified as

assumed and the beams were not in compliance with the code. Therefore, for these beam li

the beam depth was increased to twenty (20) inches and the process was repeated. This bea

depth resulted in a design that complied with the code.

The reinforcement details (elevation and cross-sections) for floor beam lines A and G can b

seen in Figure 6. The elevation and cross-section reinforcement details for all the unique be

lines can be found in Figures A7 to A12 in the Appendix. The T-beam flexural reinforceme

calculations can be found in Appendix D. It should be noted that only one steel reinforcemdesign was used between S3 and S4. The section that requires the larger amount of steel wil

control the steel region at the first interior support.


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T-beam Design for Shear

Next in the design process was the determination of the shear reinforcement. Without shear

reinforcement the beam would have a catastrophic failure due to shear-web and flexure-shea

cracks. These cracks would form due to the shear forces in the beam and cause equivalent

tension stresses that would cause failure in the beam since concrete is very weak in tension.

failure would be sudden and extremely dangerous and must be designed against. Additiona

this is incredibly important because this failure occurs substantially before the flexural stren

of the beam is reached. Therefore stirrups at a determined spacing are used to provide a sou

of tensile strength against these shear forces (and equivalent tensile stresses).

As was the case with the T-beam flexural design, there are six unique beam lines that must b

designed for shear. Additionally, like the T-beam flexural design, beam lines A and G; B an

and C, D and E compose three groups of identical beam lines and then there are the two loa

conditions for each group (i.e. the floor and the roof loads).

The shear forces at the critical locations were determined using the shear coefficients from A

318 with the same line load that was used in the flexural design (i.e. the tributary area of the

beam multiplied by the area load combined with the T-beam stem self-weight). The effectivdepth was also calculated using the most conservative value from the positive moment secti

in the flexural design. The shear diagram was then constructed by applying the shear coeffi

from ACI 318. The shear at the columns was truncated at a distance d away from the suppo

there is a constant shear away from the supports to a distance d away from the support at wh

the shear will connect back to the original shear diagram).

The strength of the concrete in shear was then calculated with a factor of safety. The portio

the beam where the reduced strength of the concrete itself was greater than the factored she


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Figure 8: Floor Load Shear Diagram for Beam Lines A & G

The full T-beam shear reinforcement design calculations can be found in Appendix E.

Crack Control

Cracks pose not only aesthetic problems to a building, but cracks also can lead to faster corr

rates that can accelerate the failure of the beam. Therefore, ACI 318 limits the spacing of th

rebar to control the cracking of the concrete.

First the T-beams were checked for cracking according to Equation (10-4) in ACI 318 with

assumption that the stress in the rebar was two-thirds the yield stress. Every T-beam section

adequate spacing of the longitudinal rebar.

Next, the slab reinforcement was checked. Again using Equation (10-4) in ACI 318 and th

assumption that the stress in the rebar was two-thirds the yield stress, the maximum spacing

allowed by code was found. However, this maximum spacing was twelve (12) inches, whic

was smaller than any of the slab reinforcing in the original design. Therefore, the slab


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not rely on an ACI minimum anymore. When a design relies on an ACI minimum it is typi

not the most efficient design.

The full crack control calculations can be found in Appendix F.

T-beam Deflection Control

Deflections must be controlled in any structure in order to make the building feels safe and

serviceable. Additionally, deflections must be controlled so that the non-structural compon

of the building do not fail.

For the T-beam deflection control analysis, the un-factored loads were used in the calculatio

but were found exactly the same way as they were in the flexural design of the T-beams.

Additionally, each span was checked for deflection. Therefore, there were twelve (12) spanhad to be checked, as there were the exterior and interior spans under roof and floor loading

three distinct beam lines.

The first step in the deflection calculation was to find the effective moment of inertia of the

beam cross-section assuming the full load was applied to the building early on in theconstruction process (this is in order to be conservative). This effective moment of inertia i

moment of inertia for the beam based on the amount of cracking in the beam (it is always

somewhere in-between the moment of inertia of a fully cracked beam and a completely un-

cracked beam). First the gross moment of inertia was found for the T-beam cross-sections

(disregarding the fact that there was steel in the T-beam, which is allowed by code and is

conservative). Then each critical point on each span (i.e. the negative bending moments nea

columns and the positive bending moment at the mid-span) was checked to see if the sectio

cracked. If the section was cracked (which was the case for the majority of the sections), th


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It was assumed that the beam carried a partition that was sensitive to deflections and therefo

according to ACI 318, the beam deflection after the partition is installed cannot be greater t

the span length divided by 480. The assumed loading history used was that the partitions w

installed after the shoring from the dead load of the structure was removed and the immedia

deflection due to the dead load was experienced. Therefore, the deflection experienced by

partitions would be the long-term dead load deflection; the immediate live load deflection f

both the short-term portion of the live load (50 psf) and the sustained portion of the live loa

which was the partitions weight (20 psf); and the long-term deflection from the partitions.

Assuming that after the full initial deflection occurred, that the stress-strain plot was linear a

passed through the origin, the above deflections were calculated using ACI 318. All the T-

beams passed except the interior spans under floor loads for beam column lines B, C, D, E a

These cross-sections would need to be redesigned with a larger T-beam web depth or mayb

additional steel. However, if additional steel was added, the design must be re-checked to msure the extreme tension fiber stress is below the limits set by ACI 318. The full set of defl

calculations can be found in Appendix G.

Column Design

The last part of the design that was completed was the determination of the reinforcement fcolumns. The columns are the most critical part of the building because the failure of a col

especially a column lower in the building, could have devastating ramifications. The failur

column could result in the failure of a large portion, or all, of the building. Columns are de

more important in the design of building than the design of the beams or the floor systems

because if a beam or floor collapses, the damage may be contained to a much smaller area t

a column fails. This is called the strong column, weak beam design theory.

First the maximum axial and moment loads that each column could experience were found.


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scenarios the simplest loading scenario that causes the maximum bending is assumed to be

starting point (this is typically achieved by applying the live load on the bay that frames into

section of the column being analyzed that causes that largest moment). In the first loading

scenario, the live load is then applied to the other bays of the structure as long as the momen

the column being analyzed is not affected. In the second loading scenario, only the initial l

load to cause the maximum moment is applied (i.e. no additional bays are loaded from the f

step). In this way, the column is designed for both axial loading and eccentric loading.

Using these loading scenarios, the moment was calculated in the beams and using structural

analysis the distribution of the moment in the beam to the moments in the column was com

Then using this moment in the column along with the axial load in the column, the reinforc

was found using Graph A.5 and Graph A.6 in Nilson et al for both loading cases at the top a

bottom of each column. Next, the governing steel requirement was found for a given colum(i.e. the largest steel requirement from the top and bottom of each column when considering

loading conditions). After the longitudinal steel was chosen, the ties were chosen in accorda

to ACI 318. Since #4 bars were used as the stirrups in the T-beams, #4 ties were also chose

that there was consistency in the materials on the jobsite and no confusion would be made

between the bars. Using the constraints that the spacing could not be more than sixteen timdiameter of the longitudinal steel, forty-eight times the diameter of the ties and the least

dimension of the compression member, the tie spacing was determined for every floor of ev

column line as well. The longitudinal reinforcement along with the tie spacing for each sto

every column in the building is present in Tables 1 and 2. The exterior column notation ref

columns on grid lines 1 and 4 while the interior column notation refers to columns on grid l

and 3.


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Table 1: Column Longitudinal Reinforcement

Story Column Lines A and G Column Lines B and F Column Lines C, D and E

Exterior Interior Exterior Interior Exterior Interior

1 4 #7 4 #7 4 #7 4 #9 4 #7 4

2 4 #7 4 #7 4 #7 4 #9 4 #7 4

3 4 #7 4 #7 4 #7 4 #7 4 #7 4

4 4 #7 4 #7 4 #7 4 #7 4 #7 4

5 4 #7 4 #7 4 #11 4 #7 4 #11 4

Table 2: Column Tie Spacing

Story Column Lines A and G Column Lines B and F Column Lines C, D and E

Exterior Interior Exterior Interior Exterior Interior

1 #4 @ 14 #4 @ 14 #4 @ 14 #4 @ 15 #4 @ 14 #4 @

2 #4 @ 14 #4 @ 14 #4 @ 14 #4 @ 15 #4 @ 14 #4 @

3 #4 @ 14 #4 @ 14 #4 @ 14 #4 @ 14 #4 @ 14 #4 @

4 #4 @ 14 #4 @ 14 #4 @ 14 #4 @ 14 #4 @ 14 #4 @

5 #4 @ 14 #4 @ 14 #4 @ 15 #4 @ 14 #4 @ 15 #4 @

A number of the column longitudinal reinforcement was based on the ACI minimum of 1%

in the column. This indicates an efficient design. Ideally the percentage of steel in the colu

should be closer to 4%. Therefore, in future iterations of this design, a smaller columns siz

should be used.

The pattern in the column reinforcement is that on the exterior of the building, the roof

experiences considerable bending and therefore more steel is needed in these regions.


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next design check to make sure the spacing was no more than twelve (12) inches. Finally, t

reinforcement in the columns varied throughout the structure with the maximum reinforcem

in the top of the exterior column lines (due to high bending) and at the bottom of the interio

columns lines (due to large axial loads). The ties for the columns were also designed accor

to ACI 318. Because the minimum steel reinforcement according to ACI 318 was used for

columns, these columns should be made smaller in future iterations of the design so the stru

can be more efficient.

The next step in this design project would be to complete a number of iterations on the desi

until it compiles with ACI 318.

Recommendations

This design is only a preliminary design for this reinforced concrete building and several furevisions are still needed for this design to be complete. In future revisions to this building,

are a handful of recommendations that I would make.

The first is to reduce the slab reinforcement to #3 bars, which would mean a closer spacing.

would be the most economic solution to the problem with the spacing of the slab reinforcemthat arose when checking the crack control. Whenever a design is forced to use a minimum

value in the code, which was the case in the slab spacing, that design is typically not as

economical as it could be. In this case, simply reducing the spacing while still using #4 bars

would not be economical. Using a #3 bar at a smaller spacing would result in a more effici

design, as less material would be used.

Additionally, I would increase the depth of the T-beams under floor loading on beam lines B

F to twenty (20) inches and then I would increase the depth of the T-beams under floor load


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and have closer to 4% steel instead of the minimum 1% steel. As stated above, whenever th

design is limited by the ACI minimum, it means there is a more efficient way to the design

structure. In this case it would be smaller column sizes and more column steel reinforcemen


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Appendix A: Design Figures

Figure A1: Floor Slab Design


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Figure A3: Plan of Floor Slab Design (Bottom and Temperature/Shrinkage Steel)


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Figure A4: Roof Slab Design

Figure A5: Plan of Roof Slab Design (Top Steel)


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Figure A6: Plan of Roof Slab Design (Bottom and Temperature/Shrinkage Steel)


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Figure A13: Floor Load Shear Diagram for Beam Lines A & G

Figure A14: Roof Load Shear Diagram for Columns A & G

B


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Figure A15: Floor Load Shear Diagram for Columns B & F

Figure A16: Roof Load Shear Diagram for Columns B & F

B


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Figure A17: Floor Load Shear Diagram for Columns C, D & E

Figure A18: Roof Load Shear Diagram for Columns C, D & E

B


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Figure A19: Column Reinforcement For Column Lines A and G

(A1, A2, A3, A4, G1, G2, G3, G4)

Figure A20: Column Reinforcement for Exterior Column Lines B and F

(B1, B4, F1, F4)


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Appendix B: Loading Estimation

Table B1: Roof Load CalculationUn-factored Loads (psf) Load Factor Factored Loads (psf)

Snow 30 1.6 48Roofing Material 7 1.2 8.4Mech. Eq, Ceiling 15 1.2 18Slab (7") 87.5 1.2 105

Total 179.4

Table B2: Floor Load CalculationUn-factored Loads (psf) Load Factor Factored Loads (psf)

Live Load 50 1.6 80Mech. Eq., Ceiling 15 1.2 18Partitions 20 1.6 32Slab (7") 87.5 1.2 105

Total 235

B


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Appendix C: Slab Design Calculations

Table C1: Slab Design - Floor

Givens Quadratic Equation Solver

wu (lb/ft) 235 a 529200

b 12 b -60000

d 6

" 0.9

# 0.85

S1 S2 S3 S4 S5 S6

ln (in) 153.00 153.00 165.00 165.00 177.00 177.00

Mcoeff 0.04 0.07 0.10 0.09 0.06 0.09

Mu (lb-in) 19101 32745 53316 48469 38345 55775

R (psi) 49.13 84.22 137.13 124.66 98.62 143.45

$ 0.00082 0.00142 0.00233 0.00212 0.00167 0.00244

Asreqd (in2) 0.059 0.102 0.168 0.152 0.120 0.176

Asmin (in2) 0.1512 0.1512 0.1512 0.1512 0.1512 0.1512

Asgoverning (in2) 0.151 0.151 0.168 0.152 0.151 0.176

Bar Size and Spacing #4 @ 15" #4 @ 15" #4 @ 14" #4 @ 15" #4 @ 15" #4 @ 13"

Asprovided (in2) 0.155 0.155 0.17 0.155 0.155 0.18

CHECKS

d OK OK OK OK OK OKa 0.228 0.228 0.250 0.228 0.228 0.265

c 0.268 0.268 0.294 0.268 0.268 0.311

%t 0.0641 0.0641 0.0582 0.0641 0.0641 0.0548

Max Steel ok if %t > 0.004 OK OK OK OK OK OK

" = 0.90 if %t > 0.005 OK OK OK OK OK OK

Max Spacing (1) 21 21 21 21 21 21

Max Spacing (2) 18 18 18 18 18 18Spacing < Max Spacing OK OK OK OK OK OK

Minimum Spacing 10.5 10.5 10.5 10.5 10.5 10.5

Spacing > Min Spacing OK OK OK OK OK OK

Temperature/Shrinkage Steel

B


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Table C2: Slab Design - Roof

Givens Quadratic Equation Solver

wu (lb/ft) 179.4 a 529200

b 12 b -60000

d 6

" 0.9

# 0.85

S1 S2 S3 S4 S5

ln (in) 153.00 153.00 165.00 165.00 177.00 177.0

Mcoeff 0.04 0.07 0.10 0.09 0.06 0.0

Mu (lb-in) 14582 24997 40701 37001 29273 4257

R (psi) 37.50 64.29 104.68 95.17 75.29 109.

$ 0.00063 0.00108 0.00177 0.00161 0.00127 0.001

Asreqd (in2) 0.045 0.078 0.128 0.116 0.091 0.1

Asmin (in2) 0.1512 0.1512 0.1512 0.1512 0.1512 0.15

Asgoverning (in2) 0.151 0.151 0.151 0.151 0.151 0.1

Bar Size and Spacing #4 @ 15" #4 @ 15" #4 @ 15" #4 @ 15" #4 @ 15" #4 @ 1

Asprovided (in2) 0.155 0.155 0.155 0.155 0.155 0.1

CHECKS

d OK OK OK OK OK Oa 0.228 0.228 0.228 0.228 0.228 0.2

c 0.268 0.268 0.268 0.268 0.268 0.2

%t 0.0641 0.0641 0.0641 0.0641 0.0641 0.06

Max Steel ok if %t > 0.004 OK OK OK OK OK O

" = 0.90 if %t > 0.005 OK OK OK OK OK O

Max Spacing (1) 21 21 21 21 21 2

Max Spacing (2) 18 18 18 18 18 1Spacing < Max Spacing OK OK OK OK OK OK

Minimum Spacing 10.5 10.5 10.5 10.5 10.5 10.

Spacing > Min Spacing OK OK OK OK OK OK

Temperature/Shrinkage Steel

B


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Appendix D: T-Beam Flexure Design Calculations

Table D1: T-Beam Flexure Design Floor Load Col. A/G

Givens Quadratic Equation SolverW (lb/ft 2) 235 a 529200wu (lb/ft) 0.15 b -60000

b 15h 18

d (positive bending) 15.5

d (negative bending) 16" 0.9# 0.85

S1 S2 S3 S4 ln (in) 285.00 285.00 315.00 315.00 345.

Clear Span Length (in) 285.00 285.00 285.00 345.00 345.0 bf (in) - span length 38.75 38.75 38.75 43.75 43.7

bf (in) - slab thickness 57.00 57.00 57.00 57.00 57.00 bf (in) - adjacent span 91.50 91.50 91.50 91.50 91.50

bf (in) - governing 38.00 38.00 38.00 43.00 43.0Mcoeff 0.06 0.07 0.10 0.09 0.0

Mu (k-in) 769 878 1502 1366 112R (psi) 222.40 106.91 434.70 395.18 121.

$ 0.00384 0.00181 0.00778 0.00702 0.002

Asreqd (in 2) 0.921 1.067 1.867 1.685 1.3Bar Size and Spacing 2 #7 2 #7 2 #9 2 #9 3

As rovided (in 2) 1.2 1.2 2 2 CHECKS

Spacing - 9.25 - - 4.1d 16.3125 15.5625 16.1875 16.1875 15.56a 1.412 0.557 2.353 2.353 0.7c 1.661 0.656 2.768 2.768 0.8%t 0.0265 0.0682 0.0145 0.0145 0.05

Max Steel ok if %t > 0.004 OK OK OK OK O" = 0.90 if %t > 0.005 OK OK OK OK OMi i S l (1) 0 76 0 74 0 76 0 76 0 7

B


43/110

Table D2: T-Beam Flexure Design Roof Load Col. A/G

Givens Quadratic Equation SolverW (lb/ft 2) 179.4 a 529200wu (lb/ft) 0.12 b -60000

b 15h 18

d (positive bending) 15.5d (negative bending) 16

" 0.9# 0.85

S1 S2 S3 S4 ln (in) 285.00 285.00 315.00 315.00 345.


bf (in) - slab thickness 57.00 57.00 57.00 57.00 57.00

bf (in) - adjacent span 91.50 91.50 91.50 91.50 91.50 bf (in) - governing 38.00 38.00 38.00 43.00 43.0Mcoeff 0.06 0.07 0.10 0.09 0.0

Mu (k-in) 604 690 1181 1073 88R (psi) 174.76 84.01 341.58 310.53 95.1

$ 0.00299 0.00142 0.00601 0.00544 0.001Asreqd (in 2) 0.718 0.835 1.443 1.305 1.0

Bar Size and Spacing 3 #5 3 #5 3 #7 3 #7 2 #Asprovided (in 2) 0.93 0.93 1.8 1.8 1

CHECKSSpacing - 4.5625 - - 9

d 16.4375 15.6875 16.3125 16.3125 15.56a 1.094 0.432 2.118 2.118 0.4c 1.287 0.508 2.491 2.491 0.5

%t 0.0353 0.0896 0.0166 0.0166 0.07Max Steel ok if %t > 0.004 OK OK OK OK O

" = 0.90 if %t > 0.005 OK OK OK OK OMinimum Steel (1) 0.76 0.74 0.76 0.76 0.7Minimum Steel (2) 0 80 0 78 0 80 0 80 0 7

B


44/110

Table D3: T-Beam Flexure Design Floor Load Col. B/F

Givens Quadratic Equation SolverW (lb/ft 2) 235 a 529200wu (k/in) 0.31 b -60000

b 15H 18


" 0.9# 0.85

S1 S2 S3 S4 ln (in) 285.00 285.00 315.00 315.00 345.




Mu (k-in) 1564 1787 3057 2779 229R (psi) 452.53 116.43 884.51 804.10 123.

$ 0.00812 0.00197 0.01742 0.01553 0.002Asreqd (in 2) 1.950 2.173 4.180 3.727 2.7

Bar Size and Spacing 2 #9 4 #7 7 #7 7 #7 5 #Asprovided (in 2) 2 2.4 4.2 4.2

CHECKSSpacing - 2.5 - - 1.6

d 16.1875 15.5625 16.3125 16.3125 15.56a 2.353 0.597 4.941 4.941 0.6c 2.768 0.702 5.813 5.813 0.7



B


45/110

Table D4: T-Beam Flexure Design Roof Load Col. B/F

Givens Quadratic Equation SolverW (lb/ft 2) 179.4 a 529200wu (lb/ft) 0.24 b -60000

b 15h 18


" 0.9# 0.85

S1 S2 S3 S4 ln (in) 285.00 285.00 315.00 315.00 345.




Mu (k-in) 1211 1384 2367 2152 177R (psi) 350.44 90.16 684.97 622.70 95.4

$ 0.00618 0.00152 0.01288 0.01156 0.001Asreqd (in 2) 1.483 1.676 3.091 2.773 2.1

Bar Size and Spacing 5 # 5 3 #7 6 # 7 6 #7 4 #7Asprovided (in 2) 1.55 1.8 3.6 3.6 2

CHECKSSpacing - 4.1875 - - 2

d 16.4375 15.5625 16.3125 16.3125 15.56a 1.824 0.447 4.235 4.235 0.4c 2.145 0.526 4.983 4.983 0.5




46/110


47/110

B


48/110

Appendix E: T-Beam Shear Design Calculations

Table E1: T-Beam Shear Design Floor Load Col. A/G

GivensW (lb/ft 2) 235wu (k/in) 0.15

b 15h 18

d (positive bending) 15.5625" 0.75

Av 0.4 (#4 stirrups)

A B Cln (in) 285.00 285.00 345.00

Cv 1.00 1.15 1.00Vu 21.58 24.81 26.12

Vu at d 19.22 22.46 23.76" Vc 16.61 16.61 16.61

smax (1) 7.78 7.78 7.78smax (2) 24.00 24.00 24.00smax (3) 32 32 32smax (4) 34 34 34

smax 7.5 7.5 7.5" Vs 2.610 5.846 7.152

4" *sqrt(f'c)*bwd 44.29165148 44.29165148 44.291651488" *sqrt(f'c)*bwd 88.58330296 88.58330296 88.58330296

" Vs < 4 " *sqrt(f'c)*bwd OK OK OK" Vs < 8 " *sqrt(f'c)*bwd OK OK OK

smin 107.34 47.92 39.17

smax4") OK OK OK

SPACINGExterior - Interior

# of spacing 38 00 46 00

B


49/110

Table E2: T-Beam Shear Design Roof Load Col. A/G

GivensW (lb/ft 2) 179.4wu (lb/ft) 0.12

b 15h 18

d (postive bending) 15.5625" 0.75

Av 0.4 (#4 stirrups)A B C

ln (in) 285.00 285.00 345.00Cv 1.00 1.15 1.00Vu 16.95 19.50 20.52

Vu at d 15.10 17.65 18.67" Vc 16.61 16.61 16.61

smax (1) 7.78 7.78 7.78smax (2) 24.00 24.00 24.00smax (3) 32 32 32smax (4) 34 34 34smax 7.5 7.5 7.5" Vs -1.507 1.036 2.062



smin -185.85 270.44 135.85smax4") OK OK OK


# of spacing 38.00 - 46.00# of stirrups 38 - 46

# of spacing (actual) 37 45


50/110

B


51/110

Table E4: T-Beam Shear Design Roof Load Col. B/F


b 15h 18



ln (in) 285.00 285.00 345.00Cv 1.00 1.15 1.00Vu 34.00 39.10 41.15

Vu at d 30.28 35.38 37.44" Vc 16.61 16.61 16.61

smax (1) 7.78 7.78 7.78smax (2) 24.00 24.00 24.00smax (3) 32 32 32smax (4) 34 34 34smax 7.5 7.5 7.5" Vs 13.674 18.774 20.832



smin 20.49 14.92 13.45smax4") OK OK OK




B

T bl E5 T B Sh D i Fl L d C l C/D/E


52/110

Table E5: T-Beam Shear Design Floor Load Col. C/D/E

GivensW (lb/ft 2) 235wu (lb/ft) 0.3303

b 15h 20



ln (in) 285.00 285.00 345.00Cv 1.00 1.15 1.00Vu 47.06 54.12 56.97

Vu at d 41.92 48.98 51.83" Vc 16.61 16.61 16.61




smin 11.07 8.65 7.95smax4") OK OK OK




B

Table E6: T Beam Shear Design Roof Load Col C/D/E


53/110

Table E6: T-Beam Shear Design Roof Load Col. C/D/E


b 15h 20



ln (in) 285.00 285.00 345.00Cv 1.00 1.15 1.00Vu 36.50 41.97 44.18

Vu at d 32.51 37.99 40.20" Vc 16.61 16.61 16.61




smin 17.61 13.10 11.88smax4") OK OK OK




B

Appendix F: Crack Control


54/110

Appendix F: Crack Control

Table F1: Crack Control Floor Load Col.

A/G

Givensf y (psi) 60000f s (psi) 40000

Cover (in) 1.5

Stirrup Diameter (in) 0.5Width 15

S2 S5Steel Provided 2 # 7 3 # "

smax 10 10smax limit 12 12

smax governing 10 10s 9.80 4.90

Is s


55/110

Table F5: Crack Control Floor Load Col.

C/D/E

Givensf (psi) 60000f s (psi) 40000

Cover (in) 1.5Stirrup Diameter (in) 0.5

Width 15

S2 S5Steel Provided 4 # 7 5 # 7

smax 10 10smax limit 12 12

smax governing 10 10

s 3.27 2.45Is s


56/110

Appendix G: Deflection Calculations

Table G1: Deflection Floor Load Col. A/G

Interior ExteriorLoads

Dead Load - Mech (psf) 15 15

Dead Load - Slab (psf) 87.5 87.5

Tributary Length 7 7

Width (in) 15 15

T-Beam Depth (in) 18 18Slab Depth (in) 7 7

&concrete (pcf) 150 150

Beam Stem Weight (lb/ft) 171.88 171.88

Total Dead Load (k/ft) 0.89 0.89

Live Load (psf) 50 50

Partition Load (psf) 20 20

Total Live Load (k/ft) 0.49 0.49

Total Load (k/ft) 1.38 1.38

I g for Uncracked Setion

beff (in) 43 38

yt (in) 6.69 6.95

y b (in) 11.31 11.05

Ig (in4) 11526 10998.4

Check if Negative Section #1 is Cracked

f r (psi) 474.34 474.34

Mcr - (k-ft) 68.134 62.595

Center-to-Center Span (ft) 30 30

Adjacent C-to-C Span (ft) 25 25

Clear Span (ft) 28.75 28.75

Adjacent Clear Span (ft) 23.75 23.75

ln (ft) 26.25 26.25

M a- 86.41 95.048

Cracked? Yes Yes

Check if Negative Section #2 is Cr

f r (psi) n/a

Mcr - (k-ft) n/a

Center-to-Center Span (ft) n/a

Adjacent C-to-C Span (ft) n/a

Clear Span (ft) n/a

Adjacent Clear Span (ft) n/a

ln (ft) n/a

M a- n/a

Cracked? n/a

Check if Positive Section is Crac

f r (psi) 474.34M cr

+ (k-ft) 40.27

Center-to-Center Span (ft) 30

Clear Span (ft) 28.75

ln (ft) 28.75

Ma+ 71.23

Cracked? Yes

Calculate Negative I ct

n 8.04

Steel 2 #

A s (in2) 1.99

nA s (in2) 15.99

d (in) 16

Finding kd-

A 7.5

B 15.99

C -255.9

kd - (in) 4 87

B


57/110

Calculate Negative I ct #2

n n/a n/a

Steel n/a n/a

A s (in2) n/a n/a

nA s (in2) n/a n/a

d (in) n/a n/a

Finding kd -

A n/a n/a

B n/a n/a

C n/a n/a

kd - (in) n/a n/a

Is kd In Web? n/a n/a

Ict- #1 n/a n/a

Calculate Positive I ct

n 8.04 8.04Steel 3 # 7 2 # 7

A s (in2) 1.80 1.20

nA s (in2) 14.51 9.67

d (in) 15.5 15.5

Finding kd +

A 21.5 19

B 14.51 9.67

C -224.93 -149.95

kd + 2.91 2.57

Is kd In Slab? Yes Yes

Ict+ 2653.43 1832.44

Calculating I e

Ie- (#1) 6954.90

Less Than I g? Yes

Ie- (#2) n/a

Less Than I g? n/a

Ie+ 4254.71

Less Than I g? Yes

Average I e 5604.81

Deflection

' 0.397

Deflections Affecting Partition

' i,0.70l 0.0989

' i,0.30l 0.0424

( ) 2 ' l,0.30l 0.0847

( 3m 1

' l,d 0.2563

' total 0.4821

' all 0.75

Passed? Yes

B

Table G2: Deflection Roof Load Col. A/G


58/110

Interior Exterior

Loads

Dead Load - Mech (psf) 22 22



Width (in) 15 15

T-Beam Depth (in) 18 18

Slab Depth (in) 7 7








I g for Uncracked Section

beff (in) 43 38

yt (in) 6.69 6.95

y b (in) 11.31 11.05

Ig (in4) 11525.6 10998.4


f r (psi) 474.34 474.34

Mcr - (k-ft) 68.134 62.595





ln (ft) 26.25 26.25M a

- 71.937 79.1302

Cracked? Yes Yes


f r (psi) n/a

Mcr - (k-ft) n/a



Clear Span (ft) n/a


ln (ft) n/a

M a- n/a

Cracked? n/a


f r (psi) 474.34

M cr +

(k-ft) 40.270

Center-to-Center Span(ft) 30


ln (ft) 28.75

Ma+ 59.32

Cracked? Yes


n 8.04 Steel 3 #

As (in2) 1.80

nA s (in2) 14.51

d (in) 16

Finding kd -

A 7.5

B 14.51

C -232.1

kd - (in) 4.68

Is kd In Web? Yes

B


59/110


n n/a n/a

Steel n/a n/a

A s (in2) n/a n/a

nA s (in2) n/a n/a

d (in) n/a n/a

Finding kd -

A n/a n/a

B n/a n/aC n/a n/a

kd - (in) n/a n/a


Ict- #1 n/a n/a


n 8.04 8.04

Steel 2 # 7 3 # 5

A s (in2) 1.20 0.92

nA s (in2) 9.67 7.40

d (in) 15.5 15.5

Finding kd +

A 21.5 19

B 9.67 7.40C -149.95 -114.76

kd + 2.43 2.27

Is kd In Slab? Yes

Ict+ 1858.3

Calculating I e

Ie- (#1) 10149.2

Less Than I g? Yes

Ie- (#2) n/a

Less Than I g? n/a

Ie+ 4882.0

Less Than I g? Yes

Average I e 7515.6

Deflection

' 0.247

Deflections Affecting Partitio

' i,l 0.04512

9

- -

( ) 2

- -

( 3m 1

' l,d 0.2016

' total 0.2468

' all 0.75Passed? Yes

B

Table G3: Deflection Floor Load Col. B/F


60/110

Interior Exterior

LoadsDead Load - Mech (psf) 15 15



Width (in) 15 15


Slab Depth (in) 7 7









beff (in) 86 71

yt (in) 5.44 5.74

y b (in) 12.56 12.26

Ig (in4) 14611.8 13727.0


f r (psi) 474.34 474.34

Mcr - (k-ft) 106.249 94.478

Center-to-Center Span(ft) 30 30




ln (ft) 26.25 26.25

M a- 172.85 190.14

Cracked? Yes Yes


f r (psi) n/a

Mcr - (k-ft) n/a

Center-to-Center Span(ft) n/a


Clear Span (ft) n/a


ln (ft) n/a

M a- n/a

Cracked? n/a


f r (psi) 474.34

Mcr

+

(k-ft) 45.971

Center-to-Center Span(ft) 30


ln (ft) 28.75

Ma+ 142.5

Cracked? Yes

Calculate Negative I ctn 8.04

Steel 7 #

As (in2) 4.21

nA s (in2) 33.86

d (in) 16

Finding kd -

A 7.5 B 33.86

C -541.7

kd - (in) 6.54

B


61/110


n n/a 8.04

Steel n/a 2 # 9

A s (in2) n/a 1.99

nA s (in2) n/a 15.99

d (in) n/a 16

Finding kd -

A n/a 6.12840

B n/a 15.99C n/a -255.88

kd - (in) n/a 5.29

Is kd In Web? n/a Yes

Ict- #1 n/a 2439.23


n 8.04 8.04

Steel 5 # 7 4 # 7

A s (in2) 3.01 2.41

nA s (in2) 24.19 19.35

d (in) 15.5 15.5

Finding kd +

A 43 35.5

B 24.19 19.35C -374.89 -299.91

kd + 2.68 2.65

Is kd In Slab? Yes

Ict+ 4526.8

Calculating I e

Ie- (#1) 6793.8

Less Than I g? Yes

Ie- (#2) n/a

Less Than I g? n/a

Ie+ 4865.1

Less Than I g? Yes

Average I e 5829.4

Deflection

' 0.764


' i,0.70l 0.20362

2

' i,0.30l 0.087

( ) 2

' l,0.30l 0.174

( 3m 1

' l,d 0.4736

' total 0.9390

' all 0.75Passed? No

B

Table G4: Deflection Roof Load Col. B/F


62/110

Interior Exterior




Width (in) 15 15


Slab Depth (in) 7 7








I g for Uncracked Setion

beff (in) 86 71

yt (in) 5.44 5.74

y b (in) 12.56 12.26

Ig (in4) 14611.8 13727.0


f r (psi) 474.34 474.34

Mcr - (k-ft) 106.249 94.478





ln (ft) 26.25 26.25

M a- 141.845 156.03

Cracked? Yes Yes


f r (psi) n/a

Mcr - (k-ft) n/a



Clear Span (ft) n/a


ln (ft) n/a

M a- n/a

Cracked? n/a


f r (psi) 474.34

M cr +

(k-ft) 45.9716Center-to-Center Span

(ft) 30


ln (ft) 28.75

Ma+ 116.98

Cracked? Yes

Calculate Negative I ctn 8.04

Steel 7 #

A s (in2) 4.21

nA s (in2) 33.86

d (in) 16

Finding kd -

A 7.5 B 33.86

C -541.7

kd - (in) 6.54

B


63/110


n n/a 8.04

Steel n/a 2 # 9

A s (in2) n/a 1.99

nA s (in2) n/a 15.99

d (in) n/a 16

Finding kd -

A n/a 6.128

B n/a 15.99C n/a -255.88

kd - (in) n/a 5.29

Is kd In Web? n/a Yes

Ict- #1 n/a 2439.23


n 8.04 8.04

Steel 5 # 7 4 # 7

A s (in2) 3.01 2.41

nA s (in2) 24.19 19.35

d (in) 15.5 15.5

Finding kd +

A 43 35.5

B 24.19 19.35C -374.89 -299.91

kd + 2.68 2.65

Is kd In Slab? Yes

Ict+ 4526.8

Calculating I e

Ie- (#1) 8708.48

Less Than I g? Yes

Ie- (#2) n/a

Less Than I g? n/a

Ie+ 5138.9

Less Than I g? Yes

Average I e 6923.7

Deflection

' 0.528


' i,l 0.10496

1

- -

( ) 2

- -

( 3m 1

' l,d 0.423

' total 0.528

' all 0.75 Passed? Yes

B

Table G5: Deflection Floor Load Col. C/D/E


64/110

Interior Exterior




Width (in) 15 15


Slab Depth (in) 7 7








Ig for Uncracked Section

beff (in) 86 71

yt (in) 5.95 6.32

y b (in) 14.05 13.68

Ig (in4) 19933.4 18780.7


f r (psi) 474.34 474.34

Mcr - (k-ft) 132.50 117.50





ln (ft) 26.25 26.25

M a- 185.62 204.18

Cracked? Yes Yes


f r (psi) n/a

Mcr - (k-ft) n/a



Clear Span (ft) n/a


ln (ft) n/a

M a- n/a

Cracked? n/a


f r (psi) 474.34

M cr +

(k-ft) 56.07

Center-to-Center Span (ft) 30 Clear Span (ft) 28.75

ln (ft) 28.75

Ma+ 153.075

Cracked? Yes


n 8.04

Steel 4 #

A s (in2) 3.98

nA s (in2) 31.99

d (in) 16

Finding kd -

A 7.5

B 31.99 C -511.76

kd - (in) 6.40

Is kd In Web? Yes

B

Is kd In Slab? Yes


65/110


n n/a n/a

Steel n/a n/a

A s (in2) n/a n/a

nA s (in2) n/a n/a

d (in) n/a n/a

Finding kd -

A n/a n/a

B n/a n/aC n/a n/a

kd - (in) n/a n/a


Ict- #1 n/a n/a


n 8.04 8.04

Steel 5 # 7 4 # 7

A s (in2) 3.01 2.41

nA s (in2) 24.19 19.35

d (in) 15.5 15.5

Finding kd +

A 43 35.5

B 24.19 19.35

C -374.89 -299.91

kd + 2.68 2.65

Is kd In Slab? Yes

Ict+ 4526.8

Calculating I e

Ie- (#1) 9960.24

Less Than I g? Yes

Ie- (#2) n/a

Less Than I g? n/a

Ie+ 5283.9

Less Than I g? Yes

Average I e 7622.0

Deflection

' 0.628


' i,0.70l 0.166

' i,0.30l 0.071( ) 2

' l,0.30l 0.1424

( 3m 1

' l,d 0.391

' total 0.7702

'all

0.75

Passed? No

B

Table G6: Deflection Roof Load Col. C/D/E


66/110

Interior Exterior




Width (in) 15 15


Slab Depth (in) 7 7









beff (in) 86 71

yt (in) 5.95 6.32

y b (in) 14.05 13.68

Ig (in4) 19933.4 18780.7


f r (psi) 474.3 474.3

M cr - (k-ft) 132.5004 117.50282

Center-to-Center Span(ft) 30 30

Adjacent C-to-C Span(ft) 25 25



ln (ft) 26.25 26.25

M a- 172.6 189.8

Cracked? Yes Yes

Check if Negative Section #2 is Crf r (psi) n/a

M cr - (k-ft) n/a

Center-to-Center Span(ft) n/a

Adjacent C-to-C Span(ft) n/a

Clear Span (ft) n/a


ln (ft) n/a

M a- n/a

Cracked? n/a


f r (psi) 474.3

Mcr +

(k-ft) 56.067Center-to-Center Span

(ft) 30


ln (ft) 28.75

Ma+ 142.3

Cracked? Yes


n 8.04

Steel 4 #

As (in2) 3.98

nA s (in2) 31.99

d (in) 16

Finding kd-

A 7.5

B 31.99

C -511.76

B

Calculate Negative I #2 Is kd In Slab? Yes


67/110


n n/a n/a

Steel n/a n/a

As (in2) n/a n/a

nA s (in2) n/a n/a

d (in) n/a n/a

Finding kd -

A n/a n/a

B n/a n/aC n/a n/a

kd - (in) n/a n/a


Ict- #1 n/a n/a


n 8.04 8.04

Steel 5 # 7 4 # 7

As (in2) 3.01 2.41

nA s (in2) 24.19 19.35

d (in) 15.5 15.5

Finding kd +

A 43 35.5

B 24.19 19.35

C -374.89 -299.91

kd + 2.68 2.65

Is kd In Slab? Yes

Ict+ 4526.8

Calculating I e

Ie- (#1) 11351.5

Less Than I g? Yes

Ie- (#2) n/a

Less Than I g? n/a

Ie+ 5468.6

Less Than I g? Yes

Average I e 8410.1

Deflection

' 0.529


' i,l 0.15362

7

- -

( ) 2

- -

( 3m 1

' l,d 0.375

' total 0.529

' all 0.75 Passed? Yes

B

Appendix H: Column Design Calculations


68/110

Table H1: Column Reinforcement | Maximum Axial | Exterior Column Lines A and G

1L 1U 2L 2U 3L 3U 4L 4U 5

Unfactored LoadsBeam Moment (DL)

(k-ft) 31.4 31.4 31.4 31.4 31.4 31.4 31.4 31.4 31

Beam Moment (LL)(k-ft) 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17

Distance Ratio 0.213 0.426 0.574 0.5 0.5 0.5 0.5 0.5 0.5Column Moment

(DL) (k-ft) 6.68 13.36 18.00 15.68 15.68 15.68 15.68 15.68 15.6Column Moment

(LL) (k-ft) 3.68 7.36 9.92 8.64 8.64 8.64 8.64 8.64 8.6

Axial Force (DL)(k) 70.22 66.48 55.56 52.75 41.82 39.01 28.09 25.27 14.3

Axial Force (LL)(k) 27.13 27.13 21.00 21.00 14.88 14.88 8.75 8.75 2.6

Factored Loads

Mu (k-ft) 13.9 27.8 37.5 32.6 32.6 32.6 32.6 32.6 32Pu (k) 127.7 123.2 100.3 96.9 74.0 70.6 47.7 44.3 21.

K n 0.218 0.211 0.171 0.166 0.126 0.121 0.082 0.076 0.03

R n 0.02 0.04 0.05 0.04 0.04 0.04 0.04 0.04 0.0

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0

Ast (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.2

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 1

smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (governing) 14 14 14 14 14 14 14 14 1

Ties Provided #4 @

14"

#4 @

14"

#4 @

14"

#4 @

14"

#4 @

14"

#4 @

14"

#4 @

14"

#4 @

14"


69/110

B

Table H3: Column Reinforcement | Maximum Axial | Exterior Column Lines B and F


70/110

1L 1U 2L 2U 3L 3U 4L 4U 5


(k-ft) 61.4 61.4 61.4 61.4 61.4 61.4 61.4 61.4 61



(DL) (k-ft) 13.07 26.14 35.22 30.68 30.68 30.68 30.68 30.68 30.6

Column Moment(LL) (k-ft) 7.88 15.77 21.25 18.51 18.51 18.51 18.51 18.51 18.5

Axial Force (DL)(k) 123.95 120.21 98.68 95.87 74.34 71.53 50.00 47.18 25.6

Axial Force (LL)(k) 58.13 58.13 45.00 45.00 31.88 31.88 18.75 18.75 5.6

Factored Loads

Mu (k-ft) 28.3 56.6 76.3 66.4 66.4 66.4 66.4 66.4 66.

Pu (k) 241.7 237.3 190.4 187.0 140.2 136.8 90.0 86.6 39.8

K n 0.413 0.406 0.325 0.320 0.240 0.234 0.154 0.148 0.06

R n 0.04 0.08 0.10 0.09 0.09 0.09 0.09 0.09 0.0

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01

Ast (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.2

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7

Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 18.smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (govering) 14 14 14 14 14 14 14 14 1

Ties Provided #4 @14"#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

B

Table H4: Column Reinforcement | Minimum Axial | Exterior Column Lines B and F

1L 1U 2L 2U 3L 3U 4L 4U 5


71/110

1L 1U 2L 2U 3L 3U 4L 4U 5


(k-ft) 60.3 60.3 60.3 60.3 60.3 60.3 60.3 60.3 60



(DL) (k-ft) 12.84 25.67 34.59 30.13 30.13 30.13 30.13 30.13 30.1


Axial Force (DL)(k) 122.17 118.43 97.26 94.45 73.27 70.46 49.29 46.47 25.3

Axial Force (LL)(k) 13.13 13.13 13.13 13.13 13.13 13.13 13.13 6.13 5.6

Factored Loads

Mu (k-ft) 28.0 56.0 75.5 65.8 65.8 65.8 65.8 65.8 65.

Pu (k) 167.6 163.1 137.7 134.3 108.9 105.6 80.1 65.6 39.4

K n 0.287 0.279 0.235 0.230 0.186 0.180 0.137 0.112 0.06

R n 0.04 0.08 0.10 0.09 0.09 0.09 0.09 0.09 0.0

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0

Ast (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 3.3

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #9

Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 18.smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (govering) 14 14 14 14 14 14 14 14 1


#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

B

Table H5: Column Reinforcement | Maximum Axial | Exterior Column Lines C, D and

1L 1U 2L 2U 3L 3U 4L 4U 5


72/110

1L 1U 2L 2U 3L 3U 4L 4U 5


(k-ft) 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65



(DL) (k-ft) 13.84 27.68 37.30 32.49 32.49 32.49 32.49 32.49 32.4


Axial Force (DL)(k) 130.44 126.70 103.89 101.08 78.27 75.46 52.65 49.83 27.0

Axial Force (LL)(k) 62.00 62.00 48.00 48.00 34.00 34.00 20.00 20.00 6.00

Factored Loads

Mu (k-ft) 30.1 60.1 81.0 70.6 70.6 70.6 70.6 70.6 70.

Pu (k) 255.7 251.2 201.5 198.1 148.3 144.9 95.2 91.8 42.0

K n 0.437 0.429 0.344 0.339 0.254 0.248 0.163 0.157 0.07

R n 0.04 0.08 0.11 0.10 0.10 0.10 0.10 0.10 0.1

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01

Ast (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 3.93

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4#7 4 #9

Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 18.smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (governing) 14 14 14 14 14 14 14 14 1


#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"


73/110

B

Table H7: Column Reinforcement | Maximum Axial | Interior Column Lines A and G

1L 1U 2L 2U 3L 3U 4L 4U 5


74/110

U U 3 3U U 5


(k-ft) 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5



(DL) (k-ft) 1.19 2.37 3.20 2.79 2.79 2.79 2.79 2.79 2.7

Column Moment

(LL) (k-ft)7.19 14.38 19.38 16.88 16.88 16.88 16.88 16.88 16.8

Axial Force (DL)(k) 137.55 133.81 109.57 106.76 82.51 79.70 55.46 52.65 28.4

Axial Force (LL)(k) 53.55 53.55 46.20 40.08 32.73 26.60 19.25 13.13 5.78

Factored Loads

Mu (k-ft) 12.9 25.9 34.8 30.4 30.4 30.4 30.4 30.4 30

Pu (k) 250.7 246.3 205.4 192.2 151.4 138.2 97.4 84.2 43.3

K n 0.429 0.421 0.351 0.329 0.259 0.236 0.166 0.144 0.07

R n 0.02 0.04 0.05 0.04 0.04 0.04 0.04 0.04 0.0

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0

Ast (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.2

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7

Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 1smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (governing) 14 14 14 14 14 14 14 14 1


#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

B

Table H8: Column Reinforcement | Minimum Axial | Interior Column Lines A and G

1L 1U 2L 2U 3L 3U 4L 4U 5


75/110


(k-ft) 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5



(DL) (k-ft) 1.19 2.37 3.20 2.79 2.79 2.79 2.79 2.79 2.7

Column Moment

(LL) (k-ft)7.19 14.38 19.38 16.88 16.88 16.88 16.88 16.88 16.8

Axial Force (DL)(k) 137.55 133.81 109.57 106.76 82.51 79.70 55.46 52.65 28.4

Axial Force (LL)(k) 13.13 13.13 13.13 13.13 13.13 13.13 13.13 13.13 5.78

Factored Loads

Mu (k-ft) 12.9 25.9 34.8 30.4 30.4 30.4 30.4 30.4 30

Pu (k) 186.1 181.6 152.5 149.1 120.0 116.6 87.6 84.2 43.3

K n 0.318 0.310 0.261 0.255 0.205 0.199 0.150 0.144 0.07

R n 0.02 0.04 0.05 0.04 0.04 0.04 0.04 0.04 0.0

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0

Ast (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.2

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7

Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 1smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (governing) 14 14 14 14 14 14 14 14 1


#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

B

Table H9: Column Reinforcement | Maximum Axial | Interior Column Lines B and F

1L 1U 2L 2U 3L 3U 4L 4U 5


76/110


(k-ft) 16.7 16.7 16.7 16.7 16.7 16.7 16.7 16.7 16



(DL) (k-ft) 3.56 7.11 9.59 8.35 8.35 8.35 8.35 8.35 8.3

Column Moment

(LL) (k-ft)15.41 30.82 41.53 36.18 36.18 36.18 36.18 36.18 36.1

Axial Force (DL)(k) 251.84 248.10 201.31 198.50 151.70 148.89 102.10 99.29 52.49

Axial Force (LL)(k) 114.75 114.75 99.00 85.88 70.13 57.00 41.25 28.13 12.38

Factored Loads

Mu (k-ft) 28.9 57.9 78.0 67.9 67.9 67.9 67.9 67.9 67

Pu (k) 485.8 481.3 400.0 375.6 294.2 269.9 188.5 164.1 82.8

K n 0.830 0.823 0.684 0.642 0.503 0.461 0.322 0.281 0.14

R n 0.04 0.02 0.11 0.09 0.09 0.09 0.09 0.09 0.0

pg 0.02 0.02 0.015 0.010 0.01 0.01 0.01 0.01 0.0

Ast (in2) 3.375 4.5 3.375 2.25 2.25 2.25 2.25 2.25 2.2

Steel Provided 4 #9 4 #9 4 # 9 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7

Tie Spacing

smax (1) (in) 18.048 18.048 14 14 14 14 14 14 14smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (govering) 15 15 14 14 14 14 14 14 1


#4 @15"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

B

Table H10: Column Reinforcement | Minimum Axial | Interior Column Lines B and F

1L 1U 2L 2U 3L 3U 4L 4U 5


77/110

Unfactored LoadsBeam Moment (DL)(k-ft) 16.7 16.7 16.7 16.7 16.7 16.7 16.7 16.7 16



(DL) (k-ft) 3.56 7.11 9.59 8.35 8.35 8.35 8.35 8.35 8.3

Column Moment

(LL) (k-ft)15.41 30.82 41.53 36.18 36.18 36.18 36.18 36.18 36.1

Axial Force (DL)(k) 251.84 248.10 201.31 198.50 151.70 148.89 102.10 99.29 52.49

Axial Force (LL)(k) 28.13 28.13 28.13 28.13 28.13 28.13 28.13 28.13 12.3

Factored Loads

Mu (k-ft) 28.9 57.9 78.0 67.9 67.9 67.9 67.9 67.9 67

Pu (k) 347.2 342.7 286.6 283.2 227.0 223.7 167.5 164.1 82.8

K n 0.594 0.586 0.490 0.484 0.388 0.382 0.286 0.281 0.14

R n 0.04 0.08 0.11 0.09 0.09 0.09 0.09 0.09 0.0

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0

Ast (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.2

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7

Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 1smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (govering) 14 14 14 14 14 14 14 14 1


#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

B

Table H11: Column Reinforcement | Maximum Axial | Interior Column Lines C, D and

1L 1U 2L 2U 3L 3U 4L 4U 5


78/110

Unfactored LoadsBeam Moment (DL)(k-ft) 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10



(DL) (k-ft) 2.32 4.64 6.26 5.45 5.45 5.45 5.45 5.45 5.4

Column Moment

(LL) (k-ft)15.41 30.82 41.53 36.18 36.18 36.18 36.18 36.18 36.1

Axial Force (DL)(k) 270.23 266.49 216.06 213.25 162.81 160.00 109.57 106.76 56.32

Axial Force (LL)(k) 122.40 122.40 105.60 91.60 74.80 60.80 44.00 30.00 13.2

Factored Loads

Mu (k-ft) 27.4 54.9 74.0 64.4 64.4 64.4 64.4 64.4 64

Pu (k) 520.1 515.6 428.2 402.5 315.1 289.3 201.9 176.1 88.7

K n 0.889 0.881 0.732 0.688 0.539 0.494 0.345 0.301 0.15

R n 0.04 0.08 0.10 0.09 0.09 0.09 0.09 0.09 0.0

pg 0.02 0.02 0.02 0.015 0.01 0.01 0.01 0.01 0.0

Ast (in2) 4.5 4.5 4.5 3.375 2.25 2.25 2.25 2.25 2.2

Steel Provided 4 #11 4 #11 4 #11 4 #11 4 #7 4 #7 4 #7 4 #7 4 #7

Tie Spacing

smax (1) (in) 22.4 22.4 18.048 18.048 14 14 14 14 14smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (governing) 15 15 15 15 14 14 14 14 1


#4 @15"

#4 @15"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

B

Table H12: Column Reinforcement | Minimum Axial | Interior Column Lines C, D and

1L 1U 2L 2U 3L 3U 4L 4U 5


79/110

Unfactored Loads

Beam Moment (DL)(k-ft) 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10

Beam Moment (LL)(k-ft)

72.4 72.4 72.4 72.4 72.4 72.4 72.4 72.4 72


(DL) (k-ft)2.32 4.64 6.26 5.45 5.45 5.45 5.45 5.45 5.

Column Moment

(LL) (k-ft)15.41 30.82 41.53 36.18 36.18 36.18 36.18 36.18 36.1

Axial Force (DL)(k) 270.23 266.49 216.06 213.25 162.81 160.00 109.57 106.76 56.3

Axial Force (LL)(k)

30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 13.2

Factored Loads

M u (k-ft) 27.4 54.9 74.0 64.4 64.4 64.4 64.4 64.4 64

Pu (k) 372.3 367.8 307.3 303.9 243.4 240.0 179.5 176.1 88.

Kn 0.636 0.629 0.525 0.519 0.416 0.410 0.307 0.301 0.15

Rn 0.04 0.08 0.10 0.09 0.09 0.09 0.09 0.09 0.

pg 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.

A st (in2) 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.

Steel Provided 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #7 4 #

Tie Spacing

smax (1) (in) 14 14 14 14 14 14 14 14 1smax (2) (in) 24 24 24 24 24 24 24 24 2

smax (3) (in) 15 15 15 15 15 15 15 15 1

smax (governing) 14 14 14 14 14 14 14 14 1

Ties Provided#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"

#4 @14"


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