Telecom Tower Roof top Analysis Report

MTE Engineering Co.,Ltd.

Fax: 513598, Mobile: 5019332, 5106643, 73042214

STRUCTURAL ANALYSIS

2

1

Operator

for Roof Top Installation

Project HUAWEI

SITE CODE:

YGN-0072

SITE OWNER:

…

SITE ADDRESS:

…

3

Technologies (YGN)

4

SA By Tarabit Wave SA Team ID TW-SA-01

SUMMARY Report

Engineer Mr.

29-July-2013

Location Map YGN

RESULTS AND RECOMMENDATIONS:

A

Good

The building is structurally adequate in its current condition.

Tripod status at Point of each Item

position

Pole

1

Pole Pole

Pole Yes/No

Description of each analysis ( Roof top) adequate status

9M

6m

The building is structurally adequate for proposed tripod tower

YES

YES

2


YES

Yes

3


NO

YES

Pole

4


NO

YES

Equ.

on beam

BTS load on beam ( exception of Tripod support on beam)

Yes

YES

Analysis Reference Data: Description

1

XCDC - As-built Data

2

Site photos & Survey

As-built

Reference on

No

Survey Data

Yes

Attached

12.8

12

Floors=4 Height of BLD

10

Roof top

The analysis of the building (data) as per ACI- Steel Minimium

Roof top,

H(m)

Sir.

Tripole,

14

Source of data

8

See Site survey sketch

6

Additional Task work Status

Yes/No

The strengthening :

No

the structure modification:

No

Remark

4

2

0

Nan Dar B.E ( Civil) Structural Engineer STRUCTURAL ENGINEER

H(m)

0

5

10

0

15

BLd width (m)

10

Type of Tripod

8 6

9M

4

6M

2 0

1

2

3

4

Location


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STRUCTURAL ANALYSIS

1

2

for Roof Top Installation

Operator Project HUAWEI

SITE CODE:

YGN-0072

SITE OWNER:

…

SITE ADDRESS:

…

Technologies (YGN)

3

SA By Tarabit Wave

4

SA Team ID TW-SA-01 Engineer Mr.

29-July-2013

Location Map YGN


Tripod

position at:

1 Yes/No Yes

Sr. Description of each analysis ( Roof top) adequate status A The building is structurally adequate in its current condition. B The building is structurally adequate for proposed 9m tripod and equipment.

YES

C

YES

The building is structurally adequate for proposed 6m tripod and equipment.

Tripod position at: 2 B The building is structurally adequate for proposed 9m tripod and equipment.

YES

C

YES

The building is structurally adequate for proposed 6m tripod and equipment.

The structural framming system for Pole 2 is the same as the pole 1.

B9''X14" The roof top STR status in without poles: Structure is safe

3-16Фmm @T&B

Structure is safe for 9M and 6M is OK Analysis Reference Data: Sir.

Description

1-6.5Фmm @6"

Source of data As-built

Reference on

1

XCDC - As-built Data

No

Survey Data

2

Site photos & Survey

Yes

Attached

The analysis of the building (data) as per ACI- Steel Minimium

See Site survey sketch

Additional Task work Status

Yes/No

The strengthening :

No

the structure modification:

No

Nan Dar

Remark

C9''X9"

B9''X12"

B.E (Civil)

4-16Фmm @section

2-16Фmm @T&B

Structural Engineer

1-6.5Фmm @7.5"Tie

1-6.5Фmm @5"


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TABLE OF CONTENTS

1.

2.

3.

Page

CRITERIA / DESIGN SPECIFICATION3 1.1

Important Factor

2

1.2

Exposure Category / Wind Speed – up

2

1.3

Design Considerations

3

1.4

Material Strength

4

1.5

Codes and References

5 6

INVESTIGATION REPORT 2.1

Introduction

4

2.2

Tower Description

4

2.3

Roof Description

5

2.4

Conclusions and Recommendations

5 5

DESIGN COMPUTATIONS 3.1

Calculations of Wind Forces

3.2

Etab Analysis Result Summary

4.

6 8 Pages

ANNEX

1 CRITERIA / DESIGN SPECIFICATION In the structural investigation of the 9m and 6m Type Tower and the immediately affected roof framing due to the installation of the proposed telecom antennas. The modeling and analysis of the tower were performed using ETab 9.5

9M

Load criteria Dead Load :

Super imposed dead Load = 20 psf Parapet Wall Load = 120 lb per cuft ( as per site )

Live load :

Reactions at each point of Tripod. ( see Table) Service equipment load = as per requested loads Existing Water Tank load = according to Capacity

Wind Load:

As per Attached Wind Load reaction data V200 and V160

1.1 IMPORTANCE FACTOR For serviceability consideration, this shall be taken equal to 1.0

6M


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1.2 EXPOSURE CATEGORY / WIND SPEED-UP According Tower Reaction Tables, where all necessaries Service reactions are described. 1.3DESIGN CONSIDERATION In the analysis of the tower which in addition to the existing roof top, the design take into consideration for the proposed antenna and appurtenances as follows:

30 20 10

Fz@X (9m)

0 -10

1

2

3

4

Fz@X(6m)

@X

-20 -30 80

Fx'@XMax.= +/- 1.14 kN

60

@X

40 0 -40

Mx'@X Max.= +/- 0 kN*m

Fz@C (9m)

20 -20

1

2

3

4

My'@X Max.= +/- 0 kN*m

Fz@C(6m)

Fz'@XMax.= +/- 26.634 kN

@Center

60

-60 1

Fx© Max.= +/- 1.209 kN Fy© Max.= +/- 0.89 kN

1 57

Fy'@XMax.= +/- 7.581 kN

40

@C

20

Mx© Max.= +/- 0.921 kN*m

0

My© Max.= +/- 1.112 kN*m

-20

DN -Fz© Max.= + 57.011 kN Up- Fz© Max.= -48.827 kN

Fz@Y (9m)

1

2

3

4

Fz@Y(6m)

@Y

-40 -60

Fx'@YMax.= +/- 10.377 kN

@Y

Fy'@YMax.= +/- 0.531 kN Mx'@Y Max.= +/- 0 kN*m My'@Y Max.= +/- 0 kN*m Fz'@YMax.= +/- 37.713 kN


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The Analysis of the structure is based on the following Reaction table. ( The Max. reactions due to Wind)

Node Center

Support X

Support Y

Wind Load'@ 0° Case1

Horizontal

Vertical

Horizontal

Fx kN -1.204

Fz kN -33.362

Fy kN -0.001

Mx kNm -0.11

Moment Mz kNm 0

My kNm 1.084

Case2

45°

-0.881

-48.827

-0.885

-0.892

0

0.886

Case3

180°

1.209

41.546

0.006

0.138

0

-1.112

Case4

270°

0.886

57.011

0.89

0.921

0

-0.914

Case1

0°

-1.14

0.093

-0.365

0

0

0

Case2

45°

-0.531

26.634

-7.581

0

0

0

Case3

180°

1.138

0.259

0.362

0

0

0

Case4

270°

0.529

-26.281

7.578

0

0

0

Case1

0°

-10.377

37.713

0.366

0

0

0

Case2

45°

-7.585

26.638

-0.531

0

0

0

Case3

180°

10.374

-37.361

-0.368

0

0

0

Case4

270°

7.582

-26.286

0.529

0

0

0

Horizontal

Vertical

Horizontal

Fx kN 2.92

Fz kN -18.285

Fy kN -0.02

Mx kNm -0.061

Mz kNm 0

My kNm -3.036

The First criteria check list ( Reactions) for 9M and 6M Types

Reaction of RT Pole 9m (V200) is The Major Criteria check loads for 9 M and 6M Type Towers Installation.

Reaction of RT Pole 6m (V200)

Center

Support X

Support Y

Wind Load'@ 0° Case1

Moment

Case2

45°

2.05

-26.555

2.05

2.102

0

-2.102

Case3

180°

-2.917

21.632

0.023

0.07

0

3.027

Case4

270°

-2.047

29.902

-2.047

-2.093

0

2.093

Case1

0°

-10.678

20.177

0

0

0

0

Case2

45°

-7.536

14.289

-0.478

0

0

0

Case3

180°

10.675

-19.828

0

0

0

0

Case4

270°

7.533

-13.94

0.478

0

0

0

Case1

0°

-0.675

0.131

0.02

0

0

0

Case2

45°

-0.478

14.289

-7.536

0

0

0

Case3

180°

0.675

0.218

-0.023

0

0

0

Case4

270°

0.478

-13.94

7.533

0

0

0

1.4MATERIAL STRENGTH Material strength used for structural steel assumed to have complied with internationallyrecognized standards and have the following minimum yield strength.

- All steel pipes assumed to conform to ASTM A53 Grade with Minimum Yield Stress of 240MPa. - Structural Steel Plate assumed to have minimum yield s strength of 240 MPa. - Structural Connection Bolts assumed to conform to ASTM A325. - Anchor Bolts assumed to conform to ASTM A572 with minimum yield strength of 414 MPa. The Compressive Strength of reinforced concrete is assumed at 18MPa. Reinforcing steel bars are likewise assumed to have minimum yield strength of 275 Mpa. reinforcement, respectively.

The Second criteria check list ( Reactions) for 6M Type if the 9M Type reactions are not adaquate.

Node


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1.5 CODES AND REFERENCES

- AISC Steel Construction Manual, 9th,13th Edition - AISC LRFD "Load and Resistance Factor Design" Vol. 1, 3rd edition - ACI 318.99 , ACI318-05 / 1BC 2003 2 INVESTIGATION REPORT 2.1 INTRODUCTION This report summarizes the structural engineering investigation of the existing roof framing and the immediately affected of 2 types of Towers. The tower shall be utilized to carry additional telecommunication antennas, as indicated in tem 1.3. For this reason, a structural investigation is conducted to determine the structural integrity of the tower and the roof structures. 2.2 TOWER DESCRIPTION As per Towers specification (Type – 9M and 6M)

See Detail technical data sheets of each tower. 2.3 ROOOF DESCRIPTION The roof structural framing considered immediately affected by the transmitted tower load are the roof columns, beams and slab bounded along roof framing. 2.4 Assume Reinforcements tables: STRUCTURAL

Assume As, ACI 318-05 Minimum

REINTFORCEMENT OF "AS-BUILT" SECTION

MEMBER

SECTION (mm)

Typ.Column C-1

225

x 225

4 of Фmm

16

Per section

At X Direction B1

225

x 350

3 of Фmm

16

At top and bot.

Should be not less than the equivalent in ACI 318-05 Minimum Reinforcement if to be verified

At Y Direction B2

225

x 300

2 of Фmm

16

At top and bot.


Reinforcement

Note: SECTION dimensions are based from contractor's site survey. TOP and BTM(bottom) rebars are at ends and mid-span of beam, respectively or continuous. Refer to 1.5 MATERIAL STRENGTH for concrete and reinforcement characteristic. For the roof slab of 100mm thick, shrinkage and temperature reinforcement is only required. Hence, the same is safe should its "as-built" reinforcement would be Ф10mm spaced equally at 250mm placed along each side of the slab at the top and bottom layer positions.



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3.1 Calculation of wind forces The Reaction tables was given by The Vendor ( Wind Load calculation)

Reaction of RT Pole 9m (V200) Node 1

Service Wind WIND 0 DEG WIND 45 DEG WIND 180 DEG WIND 275 DEG WIND 0 DEG WIND 45 DEG WIND 180 DEG WIND 275 DEG WIND 0 DEG WIND 45 DEG WIND 180 DEG WIND 275 DEG

5

6

Horizontal Fx kN -1.204 -0.881 1.209 0.886 -1.14 -0.531 1.138 0.529 -10.377 -7.585 10.374 7.582

Vertical Fy kN -33.362 -48.827 41.546 57.011 0.093 26.634 0.259 -26.281 37.713 26.638 -37.361 -26.286

Horizontal Fz kN -0.001 -0.885 0.006 0.89 -0.365 -7.581 0.362 7.578 0.366 -0.531 -0.368 0.529

Mx kNm -0.11 -0.892 0.138 0.921 0 0 0 0 0 0 0 0

Moment My kNm 0 0 0 0 0 0 0 0 0 0 0 0

Mz kNm 1.084 0.886 -1.112 -0.914 0 0 0 0 0 0 0 0

Horizontal Fx kN -0.781 -0.562 0.783 0.565 -0.688 -0.324 0.687 0.323 -6.239 -4.564 6.237 4.563

Vertical Fy kN -19.073 -28.521 26.621 36.07 0.141 16.319 0.204 -15.975 23.051 16.321 -22.706 -15.976

Horizontal Fz kN 0.002 -0.564 0.001 0.566 -0.218 -4.563 0.217 4.561 0.217 -0.324 -0.218 0.323

Mx kNm -0.039 -0.53 0.056 0.548 0 0 0 0 0 0 0 0

Moment My kNm 0 0 0 0 0 0 0 0 0 0 0 0

Mz kNm 0.685 0.529 -0.702 -0.546 0 0 0 0 0 0 0 0



5

6

1.5m Node 1

x z

Node 6

o 9M 1.5m Node 5


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4

5

Horizontal Fx kN 2.92 2.05 -2.917 -2.047 -10.678 -7.536 10.675 7.533 -0.675 -0.478 0.675 0.478

Vertical Fy kN -18.285 -26.555 21.632 29.902 20.177 14.289 -19.828 -13.94 0.131 14.289 0.218 -13.94

Horizontal Fz kN -0.02 2.05 0.023 -2.047 0 -0.478 0 0.478 0.02 -7.536 -0.023 7.533

Mx kNm -0.061 2.102 0.07 -2.093 0 0 0 0 0 0 0 0

Moment My kNm 0 0 0 0 0 0 0 0 0 0 0 0

Mz kNm -3.036 -2.102 3.027 2.093 0 0 0 0 0 0 0 0

Horizontal Fx kN 1.857 1.306 -1.855 -1.303 -6.732 -4.753 6.73 4.751 -0.426 -0.301 0.426 0.301

Vertical Fy kN -11.202 -16.418 13.973 19.189 12.784 9.075 -12.437 -8.728 0.151 9.075 0.196 -8.728

Horizontal Fz kN -0.01 1.306 0.012 -1.303 0 -0.301 0 0.301 0.01 -4.753 -0.012 4.751

Mx kNm -0.031 1.375 0.037 -1.369 0 0 0 0 0 0 0 0

Moment My kNm 0 0 0 0 0 0 0 0 0 0 0 0

Mz kNm -1.977 -1.375 1.971 1.369 0 0 0 0 0 0 0 0



4

5

1.5m Node 1

x z

N

Node 4

6M 1.5m Node 5

Site Code:

YGN-0072

P1

P3

P2

P4

MTE engineerig Co.,Ltd.

STRUCTURAL ANALYSIS for Roof Top Installation

60%

SITE CODE: YGN-0072 SITE OWNER: … SITE ADDRESS: … PROPOSED STRUCTURE: position at:

1 2 3 4

1

9 9 9 9

1 2 3 4

Mu

50%

Vu

0% 1 2 Y-Beam is OK

3 4 Column is OK

Analysis (Etab)

9 9 9 9

12 12 12 12

Column Data

Analysis (Etab)

9 9 9 9

Analysis (Etab)

0.3 0.24 0.2 0.2

Flexural Shear 2 2 A s (in ) A vs (in /in)

Assume Steel Flexural Shear 2 2 A s (in ) A vs (in /in)

7.7 8 8 15

10 29 16 14

OK

4

0% 0% 0% 0% 0% OK

Check result D/C stress D/C stress ratio ratio (moment) (Shear) 15% 58% 49% 31% 58% OK

0% 0% 0% 0% 0% OK

Check result D/C stress ratio (moment)

31 1.25 0.013 23 1.25 0.013 23 1.25 0.013 16 1.25 0.013 Max. D/C Stress ratio of Column conclustion for Column

ADDITIONAL COMMENTS AND RECOMMENDATIONS: 9M is OK Remarks, The Max. D/C ratio of the Column is 18% (Moment) according to Load case 4 And 0% D/C ( shear)with load Case all The Max. D/C ratio of the X beam is 39% (Moment) according to Load case 1 And 0% D/C ( shear)with load Case all The Max. D/C ratio of the Y beam is 58% (Moment) according to Load case 2 And 0% D/C ( shear)with load Case all

(signed and sealed by structural engineer) STRUCTURAL ENGINEER

Vu 3

39% 29% 31% 20% 39%

Assume Steel M uy Flexural Shear (kip-in) A s (in 2 ) A vs (in 2 /in)

Mu

Check result D/C stress D/C stress ratio ratio (moment) (Shear)

2 47 2.6 0.62 0.021 2 185 5 0.62 0.021 2 156 4 0.62 0.021 2 100 4 0.62 0.021 Max. D/C Stress ratio of Beam 2 (Y direction) conclustion for Y direction beam

M ux D (in) V (kip) (kip-in) P (kip) W (in) u 9 9 9 9

Assume Steel

2 153 8.6 0.94 0.017 2 113 6.5 0.94 0.017 2 120 4 0.94 0.017 2 78 3 0.94 0.017 Max. D/C Stress ratio of Beam 1 (X direction) conclustion for X direction beam

cover(in M (kip- V u u in) W (in) D (in) ) (kip)

Beam 2( Y direction) Beam 2 (Y direction) Beam 2( Y direction) Beam 2 (Y direction)

Column check for Column check for Column check for Column check for

2

Beam data

Case Description

Load Case Description

14 14 14 14

4

100%

cover(in M u (kip- V u in) (kip) W (in) D (in) )

Beam 1( X direction) Beam 1 (X direction) Beam 1 (X direction) Beam 1 (X direction)

Column check case Type 9M

1

0%

Y direction Beam check result Type 9M

1 2 3 4

1 2 3 X-Beam is OK

Beam data

Case Description

Vu

0%

10%

Tripod is OK 2.5 ksi 40 ksi

Mu

20%

20%

RESULTS AND RECOMMENDATIONS: Tower type: 9M concrete f'c= Steel Fy = X direction Beam check result Type 9M

40%

D/C stress ratio (Shear)

15% 17% 13% 18% 18% OK

0% 0% 0% 0% 0% OK

MTE engineering

RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS

Job Name: Job Number: position at: 1

Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Case STRUCTURAL ANALYSIS Subject: 9M Beam 1( X direction) 1 YGN-0072 Originator: Nyunt Nyunt Checker: KTR

Input Data: b

Beam or Slab Section? Exterior or Interior Exposure? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Beam Width, b = Depth to Tension Reinforcing, d = Total Beam Depth, h = Tension Reinforcing, As = No. of Tension Bars in Beam, Nb = Tension Reinf. Bar Spacing, s1 = Clear Cover to Tension Reinf., Cc = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Working Stress Moment, Ma = Ultimate Design Moment, Mu =

Ultimate Design Shear, Vu = Total Stirrup Area, Av(stirrup) = Tie/Stirrup Spacing, s2 =

Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 8.93 12.75 8.60 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.

Singly Reinforced Section

in.^2

in.

d'=2''

b=9''

in. in. in.^2 ft-kips

A's =0.935 h=14''

d=12.5''

ft-kips kips in.^2 in.

As=0.935

Doubly Reinforced Section

Results: Moment Capacity Check for Beam-Type Section: β1 = 0.85 c= 2.089 in. a= 1.775 in. ρb = 0.03093 ρ(prov) = 0.00831 ρ(min) = 0.00500 As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. ρ(temp) = N.A. (total for section) As(temp) = N.A. in.^2/face ρ(max) = 0.03151 As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. f 's = 3.69 ksi (A's does not yield) φMn = 39% 32.29 ft-k >= Mu = 12.75 ft-k, O.K.

Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 2850 ksi n= 10.18 n = Es/Ec fs = 10.32 ksi fs(used) = 10.32 ksi s1(max) = 41.88 in. >= s1 = 3 in., O.K.

Shear Capacity Check for Beam-Type Section: φVc = 9.56 kips φVs = 7.23 kips φVn = φVc+φVs = 16.79 kips >= Vu = 8.6 kips, O.K. φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Av(prov) = 0.100 in.^2 = Av(stirrup) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.066 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = 6.250 in. >= s2 = 5.88 in., O.K. Comments: The D/C stress ratio for Moment is 39% and the D/C Shear Stress Ratio is 0 %

Moment of Inertia for Deflection: fr = 0.375 ksi kd = 3.8448 in. Ig = 2058.00 in.^4 Mcr = 9.19 ft-k Icr = 912.47 in.^4 Ie = 2058.00 in.^4 (for deflection)

Per ACI 318-95 Code: dc = 1.5000 in. z= 24.56 k/in. z(allow) = 145.00 k/in. >= z = 24.56 k/in., O.K.

MTE engineering




Input Data: b



Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 6.59 9.42 6.50 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=14''

d=12.5''


As=0.935




Shear Capacity Check for Beam-Type Section: φVc = 9.56 kips φVs = 7.23 kips φVn = φVc+φVs = 16.79 kips >= Vu = 6.5 kips, O.K. φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Av(prov) = 0.100 in.^2 = Av(stirrup) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.066 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = 6.250 in. >= s2 = 5.88 in., O.K. Comments: The D/C stress ratio for Moment is 29% and the D/C Shear Stress Ratio is 0 %



MTE Engineering




Input Data: b



Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 7.00 10.00 4.00 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=14''

d=12.5''

ft-kips kips

As=0.935

in.^2 in.


Results: Moment Capacity Check for Beam-Type Section: β1 = 0.85 c= 2.089 in. a= 1.775 in. ρb = 0.03093 ρ(prov) = 0.00831 ρ(min) = 0.00500 As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. ρ(temp) = N.A. (total for section) As(temp) = N.A. in.^2/face ρ(max) = 0.03151 As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. f 's = 3.69 ksi (A's does not yield) φMn = 31% 32.29 ft-k >= Mu = 10 ft-k, O.K.

Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 2850 ksi n= 10.18 n = Es/Ec fs = 8.09 ksi fs(used) = 8.09 ksi s1(max) = 53.39 in. >= s1 = 3 in., O.K. Per ACI 318-95 Code: dc = 1.5000 in. z= 19.27 k/in. z(allow) = 145.00 k/in.

>= z = 19.27 k/in.,

Shear Capacity Check for Beam-Type Section: Moment of Inertia for Deflection: φVc = 9.56 kips fr = 0.375 ksi φVs = 7.23 kips kd = 3.8448 in. φVn = φVc+φVs = Ig = 2058.00 in.^4 16.79 kips >= Vu = 4 kips, O.K. φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k Icr = 912.47 in.^4 Av(prov) = 0.100 in.^2 = Av(stirrup) Ie = 2058.00 in.^4 (for deflection) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = N.A. in. Comments: The D/C stress ratio for Moment is 31% and the D/C Shear Stress Ratio is 0 %

O.K.

MTE Engineering




Input Data: b



Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 4.55 6.50 3.00 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=14''

d=12.5''

ft-kips kips

As=0.935

in.^2 in.




Shear Capacity Check for Beam-Type Section: φVc = 9.56 kips φVs = 7.23 kips φVn = φVc+φVs = 16.79 kips >= Vu = 3 kips, O.K. φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Av(prov) = 0.100 in.^2 = Av(stirrup) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = N.A. in. Comments: The D/C stress ratio for Moment is 20% and the D/C Shear Stress Ratio is 0 %


Per ACI 318-95 Code: dc = 1.5000 in. z= 12.52 k/in. z(allow) = 145.00 k/in.

>= z = 12.52 k/in., O.K.

MTE Engineering



Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) YGN-0072 Originator: Nyunt Nyunt Checker:

Case 1 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 2.74 3.92 2.60 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=12''

d=10.5''


As=0.935



Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 2850 ksi n= 10.18 n = Es/Ec fs = 3.81 ksi fs(used) = 3.81 ksi s1(max) = 113.48 in. >= s1 = 3 in., O.K. Per ACI 318-95 Code: dc = 1.5000 in. z= 10.38 k/in. z(allow) = 145.00 k/in. >= z = 10.38 k/in.,

Shear Capacity Check for Beam-Type Section: Moment of Inertia for Deflection: φVc = 8.03 kips fr = 0.375 ksi φVs = 6.07 kips kd = 3.4719 in. φVn = φVc+φVs = Ig = 1296.00 in.^4 14.10 kips >= Vu = 2.6 kips, O.K. φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k Icr = Av(prov) = 0.100 in.^2 = Av(stirrup) 614.11 in.^4 Ie = 1296.00 in.^4 (for deflection) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = N.A. in. Comments: The D/C stress ratio for Moment is 15% and the D/C Shear Stress Ratio is 0 %

O.K.

MTE Engineering



Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) YGN-0072 Originator: Nyunt Nyunt Checker: KTR

Case 2

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 10.79 15.42 5.00 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=12''

d=10.5''

ft-kips kips

As=0.935

in.^2 in.

Doubly Reinforced Section Warning: s2 > s2(max) allowed!


Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 2850 ksi n= 10.18 n = Es/Ec fs = 14.98 ksi fs(used) = 14.98 ksi s1(max) = 28.83 in. >= s1 = 3 in., O.K. Per ACI 318-95 Code: dc = 1.5000 in. z= 40.84 k/in. z(allow) = 145.00 k/in.

>= z = 40.84 k/in.,

Shear Capacity Check for Beam-Type Section: Moment of Inertia for Deflection: φVc = 8.03 kips fr = 0.375 ksi φVs = 6.07 kips kd = 3.4719 in. φVn = φVc+φVs = Ig = 1296.00 in.^4 14.10 kips >= Vu = 5 kips, O.K. φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k Icr = 614.11 in.^4 Av(prov) = 0.100 in.^2 = Av(stirrup) Ie = 780.97 in.^4 (for deflection) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.066 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = 5.250 in. < s2 = 5.88 in., N.G. Comments: The D/C stress ratio for Moment is 58% and the D/C Shear Stress Ratio is 0 %

O.K.

MTE Engineering

RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Case Job Name: STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) 3 Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR

position at:

1

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 9.10 13.00 4.00 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=12''

d=10.5''


As=0.935


Results: Moment Capacity Check for Beam-Type Section: β1 = 0.85 c= 2.089 in. a= 1.775 in. ρb = 0.03093 ρ(prov) = 0.00989 ρ(min) = 0.00500 As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. ρ(temp) = N.A. (total for section) As(temp) = N.A. in.^2/face ρ(max) = 0.03310 As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. f 's = 3.69 ksi (A's does not yield) φMn = 49% 26.68 ft-k >= Mu = 13 ft-k, O.K.





MTE Engineering



Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Case STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) 4 YGN-0072 Originator: Nyunt Nyunt Checker: KTR

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 5.83 8.33 4.00 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=12''

d=10.5''


As=0.935







MTE Engineering

RECTANGULAR CONCRETE BEAM/COLUMN ANALYSIS

Ultimate Design Axial Load, Pu = Ultimate Design Moment, Mux = Ultimate Design Moment, Muy =

Total Top/Bot. Long. Bars, Ntb = Top/Bot. Longitudinal Bar Size = Total Side Long. Bars, Nsb = Side Longitudinal Bar Size =

Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

12.16

N.A.

300

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

10

20

30

40

0

50

d'=2 (typ.)

Member Section

-50

-50

-100

-100

-150

-150

-200

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00

Nom. max. compression = φPo Allowable φPn(max) = 0.8*φPo

Min. eccentricity 0% rebar tension = 0 ksi 25% rebar tension = 10 ksi 50% rebar tension = 20 ksi 100% rebar tension = 40 ksi φPn = 0.1*f'c*Ag Pure moment capacity Pure axial tension capacity

Location Point #1 Point #2 Point #3 Point #4 Point #5 Point #6 Point #7 Point #8 Point #9 Point #10

S.R. = Pu/φPn <= 1.0

-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)

Y-axis Flexure and Axial Load Interaction Diagram Points φPny (k) φMny (ft-k) ex (in.) Comments 170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



54.61

18.32

4.03

Effective Length Criteria for "Short" Column:

k*Lu <=

4.95

ft. (for k*Lu/r(min) <= 22)

k*Lu <=

9.00


Column Shear check Vu(Max.)= 0.3 kip Ф Vc = 4.725 kip Req'd AVs=

Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 15% S.R. = 0.151

30

Member Uniaxial Capacity at Design Eccentricity, ex: Interpolated Results from Above: φPny (k) φMny (ft-k) ex (in.)

1.30

Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 φPn = N.A. S.R. =

300

0

ft-kips

Member Uniaxial Capacity at Design Eccentricity, ey: Interpolated Results from Above: φPnx (k) φMnx (ft-k) ey (in.) 112.33

350

ft-kips

X-axis Flexure and Axial Load Interaction Diagram Points φPnx (k) φMnx (ft-k) ey (in.) Comments 0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

350

50

Gross reinforcing ratio provided: ρg = 0.01531

170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 7.70 0.83 2.58 4 5 0 5

φPnx (k)

Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Total Member Width, Lx = Total Member Depth, Ly = Distance to Long. Reinforcing, d' =

Y-AXIS INTERACTION DIAGRAM

X-AXIS INTERACTION DIAGRAM

For Biaxial Flexure with Axial Compression or Tension Load Assuming "Short", Non-Slender Member with Symmetric Reinforcing (per ACI 318-99 Code) Job Name: STRUCTURAL ANALYSIS Subject: 9M Column check case Job Number: YGN-0072 Originator: Nyunt Nyun Checker: KTR position at: 1 Case 1 Input Data:

Pure Axial Compression Capacity w/o Reinf.: φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag)

2 0 in

Tie Min. Size & Max. Spac.: #3@9'' 0.00%

MTE Engineering




Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

18.64

ft-kips

N.A.

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

d'=2 (typ.)

Member Section

10

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



30

40

50

0 -50

-100

-100

-150

-150


-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)


0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



75.42

18.07

2.88


k*Lu <=

4.95


k*Lu <=

9.00




30


3.63

S.R. = Pu/φPn <= 1.0

20

-50

-200


300

0


350

300

ft-kips


350

50


170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 8.00 2.42 1.92 4 5 0 5

φPnx (k)






2 0 in


MTE Engineering




Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

16.22

ft-kips

N.A.

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

d'=2 (typ.)

Member Section

10

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



30

40

50

0 -50

-100

-100

-150

-150


-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)


0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



75.42

18.07

2.88


k*Lu <=

4.95


k*Lu <=

9.00




30


2.00

S.R. = Pu/φPn <= 1.0

20

-50

-200


300

0


350

300

ft-kips


350

50


170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 8.00 1.33 1.92 4 5 0 5

φPnx (k)






2 0 in


MTE Engineering




Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

9.61

ft-kips

N.A.

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

d'=2 (typ.)

Member Section

10

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



30

40

50

0 -50

-100

-100

-150

-150


-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)


0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



118.54

10.54

1.07


k*Lu <=

4.95


k*Lu <=

9.00




30


0.93

S.R. = Pu/φPn <= 1.0

20

-50

-200


300

0


350

300

ft-kips


350

50


170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 15.00 1.17 1.33 4 5 0 5

φPnx (k)






2 0 in


MTE engineerig Co.,Ltd.

STRUCTURAL ANALYSIS for Roof Top Installation

100%

SITE CODE: YGN-0072 SITE OWNER: … SITE ADDRESS: … PROPOSED STRUCTURE: position at:

50%

1

Tripod 2.5 ksi 40 ksi

4

100%

10%

Mu

0%

Vu 1

W (in) D (in) 9 14 9 14 9 14 9 14

Y direction Beam check result Type 6M

2

3 4 Column is OK

50%

Mu Vu

0% 1 2 3 Y-Beam is OK

4

Analysis (Etab) Assume Steel Check result Flexural Shear M u (kip- V u ratio ratio cover(in) in) (kip) A s (in 2 ) A vs (in 2 /in) (moment) (Shear) 2 0 0 0.94 0.017 0% 2 0 0 0.94 0.017 0% 2 0 0 0.94 0.017 0% 2 0 0 0.94 0.017 0% 0% Max. D/C Stress ratio of Beam 1 (X direction) OK OK conclustion for X direction beam

W (in) D (in) 9 12 9 12 9 12 9 12

Analysis (Etab) Assume Steel Check result Flexural Shear M u (kip- V u ratio ratio cover(in) in) (kip) A s (in 2 ) A vs (in 2 /in) (moment) (Shear) 2 0 0 0.62 0.021 0% 2 0 0 0.62 0.021 0% 2 0 0 0.62 0.021 0% 2 0 0 0.62 0.021 0% 0% Max. D/C Stress ratio of Beam 2 (Y direction) OK OK conclustion for Y direction beam

0% 0% 0% 0% 0%

Beam data

Case Description 1 Beam 2( Y direction) 2 Beam 2 (Y direction) 3 Beam 2( Y direction) 4 Beam 2 (Y direction)

Column check for Column check for Column check for Column check for

3

Beam data

Case Description 1 Beam 1( X direction) 2 Beam 1 (X direction) 3 Beam 1 (X direction) 4 Beam 1 (X direction)

1 2 3 4

2

X-Beam is OK

1


Column check case Type 6M Load Case Description

Vu

0%

20%

Tower type: 6M concrete f'c= Steel Fy = X direction Beam check result Type 6M

Mu

0% 0% 0% 0% 0%

Column Data

Analysis (Etab) Assume Steel Check result M ux M uy Flexural Shear ratio ratio 2 2 W (in) D (in) V (kip) P u (kip) (kip-in) (kip-in) A s (in ) A vs (in /in) (moment) (Shear) 9 9 9 9

9 9 9 9

0.24 0.15 0.1 0.1

8 8 8 12.7

29 20 12 10

23 1.25 0.013 16 1.25 0.013 8.3 1.25 0.013 10.5 1.25 0.013 Max. D/C Stress ratio of Column conclustion for Column

ADDITIONAL COMMENTS AND RECOMMENDATIONS: 6M is OK Remarks, The Max. D/C ratio of the Column is 17% (Moment) according to Load case 1 And 0% D/C ( shear)with load Case all The Max. D/C ratio of the X beam is 0% (Moment) according to Load case 4 And 0% D/C ( shear)with load Case all The Max. D/C ratio of the Y beam is 0% (Moment) according to Load case 4 And 0% D/C ( shear)with load Case all

(signed and sealed by structural engineer) STRUCTURAL ENGINEER

17% 12% 9% 14% 17% OK

0% 0% 0% 0% 0% OK

MTE engineering


Job Name: Job Number:

Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code STRUCTURAL ANALYSIS Subject: 6M Beam 1( X direction) YGN-0072 Originator: Nyunt Nyunt Checker:

Case 1 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi

h

ksi

d

in. in.

As

in.


in.^2

d'=2''

in.

b=9''

in.

A's

in.

=0.935

in.^2

h=14''

ft-kips

d=12.5''

ft-kips kips

As=0.935

in.^2


in.

Results: #DIV/0! Moment Capacity Check for Beam-Type Section: β1 = 0.85 c= 2.089 in. a= 1.775 in. ρb = 0.03093 ρ(prov) = 0.00831 ρ(min) = 0.00500 As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. ρ(temp) = N.A. (total for section) As(temp) = N.A. in.^2/face ρ(max) = 0.03151 As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. f 's = 3.69 ksi (A's does not yield) φMn = 0% 32.29 ft-k >= Mu = 0 ft-k, O.K.

Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 2850 ksi n= 10.18 n = Es/Ec fs = 0.00 ksi fs(used) = 0.00 ksi s1(max) = #DIV/0! #DIV/0!


Moment of Inertia for Deflection: fr = 0.375 ksi kd = 3.8448 in. Ig = 2058.00 in.^4 Mcr = 9.19 ft-k Icr = 912.47 in.^4 Ie = #DIV/0! in.^4 (for deflection)

Per ACI 318-95 Code: dc = 1.5000 in. z= 0.00 k/in. z(allow) = 145.00 k/in. >= z = 0 k/in., O.K.

MTE engineering




Case 2 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi

h

ksi

d

in. in.

As

in.


in.^2

d'=2''

in.

b=9''

in.

A's

in.

=0.935

in.^2

h=14''

ft-kips

d=12.5''

ft-kips kips

As=0.935

in.^2


in.






>= z = 0 k/in., O.K.

MTE Engineering




Input Data: b



Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi

h

ksi

d

in. in.

As

in.


in.^2

d'=2''

in.

b=9''

in.

A's

in.

=0.935

in.^2

h=14''

ft-kips

d=12.5''

ft-kips kips

As=0.935

in.^2


in.






>= z = 0 k/in., O.K.

MTE Engineering




Case 4 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 12.500 14.000 0.935 3.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi

h

ksi

d

in. in.

As

in.


in.^2

d'=2''

in.

b=9''

in.

A's

in.

=0.935

in.^2

h=14''

ft-kips

d=12.5''

ft-kips kips

As=0.935

in.^2


in.






>= z = 0 k/in., O.K.

MTE Engineering




Case 1 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi

h

ksi

d

in. in.

As

in.


in.^2

d'=2''

in.

b=9''

in.

A's

in.

=0.935

in.^2

h=12''

ft-kips

d=10.5''

ft-kips kips

As=0.935

in.^2


in.


Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 2850 ksi n= 10.18 n = Es/Ec fs = 0.00 ksi fs(used) = 0.00 ksi s1(max) = #DIV/0! #DIV/0! Per ACI 318-95 Code: dc = 1.5000 in. z= 0.00 k/in. z(allow) = 145.00 k/in.

>= z = 0 k/in.,

Shear Capacity Check for Beam-Type Section: Moment of Inertia for Deflection: φVc = 8.03 kips fr = 0.375 ksi φVs = 6.07 kips kd = 3.4719 in. φVn = φVc+φVs = Ig = 1296.00 in.^4 14.10 kips >= Vu = 0 kips, O.K. φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k Icr = 614.11 in.^4 Av(prov) = 0.100 in.^2 = Av(stirrup) Ie = #DIV/0! in.^4 (for deflection) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = N.A. in. Comments: The D/C stress ratio for Moment is 0% and the D/C Shear Stress Ratio is 0 %

O.K.

MTE Engineering




Case 2 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi

h

ksi

d

in. in.

As

in.


in.^2

d'=2''

in.

b=9''

in.

A's

in.

=0.935

in.^2

h=12''

ft-kips

d=10.5''

ft-kips kips

As=0.935

in.^2


in.



>= z = 0 k/in.,

Shear Capacity Check for Beam-Type Section: Moment of Inertia for Deflection: φVc = kips 8.03 fr = 0.375 ksi φVs = 6.07 kips kd = 3.4719 in. φVn = φVc+φVs = Ig = 1296.00 in.^4 14.10 kips >= Vu = 0 kips, O.K. φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k Icr = 614.11 in.^4 Av(prov) = 0.100 in.^2 = Av(stirrup) Ie = #DIV/0! in.^4 (for deflection) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = N.A. in. Comments: The D/C stress ratio for Moment is 0% and the D/C Shear Stress Ratio is 0 %

O.K.

MTE Engineering




Case 3 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=12''

d=10.5''

ft-kips kips

As=0.935

in.^2 in.


Results: #DIV/0! Moment Capacity Check for Beam-Type Section: β1 = 0.85 c= 2.089 in. a= 1.775 in. ρb = 0.03093 ρ(prov) = 0.00989 ρ(min) = 0.00500 As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. ρ(temp) = N.A. (total for section) As(temp) = N.A. in.^2/face ρ(max) = 0.03310 As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. f 's = 3.69 ksi (A's does not yield) φMn = 0% 26.68 ft-k >= Mu = 0 ft-k, O.K. Shear Capacity Check for Beam-Type Section: φVc = 8.03 kips φVs = 6.07 kips φVn = φVc+φVs = 14.10 kips >= Vu = 0 kips, O.K. φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Av(prov) = 0.100 in.^2 = Av(stirrup) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = N.A. in. Comments: The D/C stress ratio for Moment is 0% and the D/C Shear Stress Ratio is 0 %


>= z = 0 k/in., O.K.


MTE Engineering




Case 4 KTR

Input Data: b



Beam Exterior 40 2.5 9.000 10.500 12.000 0.935 2.000 3.000 1.500 2.000 0.935 0.00 0.00 0.00 0.100 5.8824

ksi ksi

h

d

in. in.

As

in.


in.^2

in.

d'=2''

b=9''


A's =0.935 h=12''

d=10.5''

ft-kips kips

As=0.935

in.^2 in.


Results: #DIV/0! Moment Capacity Check for Beam-Type Section: β1 = 0.85 c= 2.089 in. a= 1.775 in. ρb = 0.03093 ρ(prov) = 0.00989 ρ(min) = 0.00500 As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. ρ(temp) = N.A. (total for section) As(temp) = N.A. in.^2/face ρ(max) = 0.03310 As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. f 's = 3.69 ksi (A's does not yield) φMn = 0% 26.68 ft-k >= Mu = 0 ft-k, O.K. Shear Capacity Check for Beam-Type Section: φVc = 8.03 kips φVs = 6.07 kips φVn = φVc+φVs = 14.10 kips >= Vu = 0 kips, O.K. φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Av(prov) = 0.100 in.^2 = Av(stirrup) 0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Av(min) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. s2(max) = N.A. in. Comments: The D/C stress ratio for Moment is 0% and the D/C Shear Stress Ratio is 0 %


>= z = 0 k/in., O.K.


MTE Engineering




Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

18.64

ft-kips

N.A.

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

d'=2 (typ.)

Member Section

10

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



30

40

50

0 -50

-100

-100

-150

-150


-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)


0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



75.42

18.07

2.88


k*Lu <=

4.95


k*Lu <=

9.00




30


3.63

S.R. = Pu/φPn <= 1.0

20

-50

-200


300

0


350

300

ft-kips


350

50


170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 8.00 2.42 1.92 4 5 0 5

φPnx (k)




For Biaxial Flexure with Axial Compression or Tension Load Assuming "Short", Non-Slender Member with Symmetric Reinforcing (per ACI 318-99 Code) Job Name: STRUCTURAL ANALYSIS Subject: 6M Column check case Job Number: YGN-0072 Originator: Nyunt Nyun Checker: KTR Case 1 Input Data:


2 0 in


MTE Engineering




Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

17.78

ft-kips

N.A.

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

d'=2 (typ.)

Member Section

10

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



30

40

50

0 -50

-100

-100

-150

-150


-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)


0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



97.31

16.22

2.00


k*Lu <=

4.95


k*Lu <=

9.00




30


2.50

S.R. = Pu/φPn <= 1.0

20

-50

-200


300

0


350

300

ft-kips


350

50


170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 8.00 1.67 1.33 4 5 0 5

φPnx (k)






2 0 in


MTE Engineering




Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

13.56

ft-kips

N.A.

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

d'=2 (typ.)

Member Section

10

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



30

40

50

0 -50

-100

-100

-150

-150


-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)


0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



119.51

10.33

1.04


k*Lu <=

4.95


k*Lu <=

9.00




30


1.50

S.R. = Pu/φPn <= 1.0

20

-50

-200


300

0


350

300

ft-kips


350

50


170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 8.00 1.00 0.69 4 5 0 5

φPnx (k)






2 0 in


MTE Engineering




Lx=9 Y

ksi.

in. in.

X

in.

Ly=9

Nsb=0

kips

8.59

ft-kips

N.A.

250

250

200

200

150

150

Ntb=4

100

100

50

0 0

d'=2 (typ.)

Member Section

10

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



30

40

50

0 -50

-100

-100

-150

-150


-200

φMnx (ft-k)

10

20

40

50

φMny (ft-k)


0.00 0.00 7.99 15.43 17.74 18.75 18.24 12.81 11.81 0.00

0.00 0.00 0.70 1.77 2.45 3.76 4.08 7.59 (Infinity ) 0.00



128.61

8.86

0.83


k*Lu <=

4.95


k*Lu <=

9.00




30


0.79

S.R. = Pu/φPn <= 1.0

20

-50

-200


300

0


350

300

ft-kips


350

50


170.72 136.58 136.58 104.77 86.87 59.85 53.64 20.25 0.00 -44.64

400

ksi

Results:


400

φPny (k)

40 2.5 9.000 9.000 2.000 12.70 0.83 0.88 4 5 0 5

φPnx (k)






2 0 in


Telecom Tower Roof top Analysis Report

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