MTE Engineering Co.,Ltd.
Fax: 513598, Mobile: 5019332, 5106643, 73042214
STRUCTURAL ANALYSIS Operator
for Roof Top Installation Project
HUAWEISITE CODE: YGN-0072
Technologies (YGN)
SITE OWNER: … SA By Tarabit WaveSITE ADDRESS: … SA Team ID TW-SA-01SUMMARY Report Engineer Mr.
29-July-2013 Location Map YGNRESULTS AND RECOMMENDATIONS:
A Good
Tripod status at Point of each Pole
9M 6m
Pole 1 YES YES
Pole 2 YES Yes
Pole 3 NO YES
Pole 4 NO YES
Equ. on beam Yes YES
Analysis Reference Data:
1 No Floors=4
2 Yes
The analysis of the building (data) as per
ACI- Steel Minimium See Site survey sketch
Yes/No Remark
The strengthening : No
the structure modification: No
Nan Dar
B.E ( Civil)
Structural Engineer
STRUCTURAL ENGINEER
The building is structurally adequate in its current condition.
Additional Task work Status
Sir. Description As-built Reference on
XCDC - As-built Data Survey Data
The building is structurally adequate for proposed tripod tower
The building is structurally adequate for proposed tripod tower
Yes/No
The building is structurally adequate for proposed tripod tower
BTS load on beam ( exception of Tripod support on beam)
Site photos & Survey Attached
Source of data
Item Description of each analysis ( Roof top) adequate statusposition
The building is structurally adequate for proposed tripod tower
0
2
4
6
8
10
1 2 3 4
9M
6M
Location
Type of Tripod
12.8
0
Tripole, Roof top,
0
2
4
6
8
10
12
14
0 5 10 15
Height of BLD
Roof top
BLd width (m)
H(m
)
H(m
)
1
3 4
2
MTE Engineering Co.,Ltd.
Fax: 513598, Mobile: 5019332, 5106643, 73042214
STRUCTURAL ANALYSIS Operator
for Roof Top Installation Project
HUAWEISITE CODE: YGN-0072 Technologies (YGN)
SITE OWNER: … SA By Tarabit WaveSITE ADDRESS: … SA Team ID TW-SA-01
Engineer Mr.
29-July-2013 Location Map YGNRESULTS AND RECOMMENDATIONS:
Tripod position at: 1
Sr. Yes/NoA Yes
B YES
C YES
Tripod position at: 2B YES
C YES
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 1-6.5Фmm @6"
Analysis Reference Data:
1 XCDC - As-built Data No Survey Data2 Site photos & Survey Yes Attached
The analysis of the building (data) as per
ACI- Steel Minimium See Site survey sketch
Yes/No Remark
The strengthening : No
the structure modification: No
Nan Dar 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"
Description of each analysis ( Roof top) adequate statusThe building is structurally adequate in its current condition.
The building is structurally adequate for proposed 9m tripod and equipment.
The building is structurally adequate for proposed 6m tripod and equipment.
Source of data
Additional Task work Status
Reference onSir. As-builtDescription
The building is structurally adequate for proposed 9m tripod and equipment.
The building is structurally adequate for proposed 6m tripod and equipment.
1
3 4
2
MTE Engineering Co.,Ltd.
Fax: 513598, Mobile: 5019332, 5106643, 73042214
TABLE OF CONTENTS
1. CRITERIA / DESIGN SPECIFICATION3 Page
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
2. INVESTIGATION REPORT 6
2.1 Introduction 4
2.2 Tower Description 4
2.3 Roof Description 5
2.4 Conclusions and Recommendations 5
3. DESIGN COMPUTATIONS 5
3.1 Calculations of Wind Forces 6
3.2 Etab Analysis Result Summary 8
4. ANNEX Pages
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
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
9M
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:
Fx'@XMax.= +/- 1.14 kNFy'@XMax.= +/- 7.581 kN
Mx'@X Max.= +/- 0 kN*mMy'@X Max.= +/- 0 kN*m
Fz'@XMax.= +/- 26.634 kN
1 Fx© Max.= +/- 1.209 kNFy© Max.= +/- 0.89 kN
1 Mx© Max.= +/- 0.921 kN*mMy© Max.= +/- 1.112 kN*m
57 DN -Fz© Max.= + 57.011 kNUp- Fz© Max.= -48.827 kN
Fx'@YMax.= +/- 10.377 kNFy'@YMax.= +/- 0.531 kN
Mx'@Y Max.= +/- 0 kN*mMy'@Y Max.= +/- 0 kN*m
Fz'@YMax.= +/- 37.713 kN
-60
-40
-20
0
20
40
60
80
1 2 3 4
Fz@C (9m)
Fz@C(6m)
@Center
-30
-20
-10
0
10
20
30
1 2 3 4
Fz@X (9m)
Fz@X(6m)
@X
-60
-40
-20
0
20
40
60
1 2 3 4
Fz@Y (9m)
Fz@Y(6m)
@Y
@C
@X
@Y
MTE Engineering Co.,Ltd.
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The Analysis of the structure is based on the following Reaction table. ( The Max. reactions due to Wind)Reaction of RT Pole 9m (V200) is The Major Criteria check loads for 9 M and 6M Type Towers Installation.
Horizontal Vertical HorizontalFx kN Fz kN Fy kN Mx kNm Mz kNm My kNm
Case1 0° -1.204 -33.362 -0.001 -0.11 0 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
Reaction of RT Pole 6m (V200)Horizontal Vertical Horizontal
Fx kN Fz kN Fy kN Mx kNm Mz kNm My kNmCase1 0° 2.92 -18.285 -0.02 -0.061 0 -3.036
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
Firs
t crit
eria
che
ck li
st (
Reac
tions
) for
9M
and
6M
Typ
es
Wind Load'@
Center
Support X
Support Y
Wind Load'@Node
Moment
Moment
The
Seco
nd c
riter
ia c
heck
list
( Re
actio
ns) f
or 6
M
Type
if th
e 9M
Typ
e re
actio
ns a
re n
ot a
daqu
ate.
Center
Support X
Support Y
Node
MTE Engineering Co.,Ltd.
Fax: 513598, Mobile: 5019332, 5106643, 73042214
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
MEMBER
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.
At Y Direction B2 225 x 300 2 of Фmm 16At top and bot.
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.
Should be not less than the equivalent in ACI 318-05 Minimum Reinforcement if
to be verified
Should be not less than the equivalent in ACI 318-05 Minimum Reinforcement if
to be verified
Assume As, ACI 318-05 Minimum
ReinforcementREINTFORCEMENT OF "AS-BUILT"SECTION
Should be not less than the equivalent in ACI 318-05 Minimum Reinforcement if
to be verified
SECTION (mm)
MTE Engineering Co.,Ltd.
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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)
Horizontal Vertical HorizontalFx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
1 -1.204 -33.362 -0.001 -0.11 0 1.084-0.881 -48.827 -0.885 -0.892 0 0.8861.209 41.546 0.006 0.138 0 -1.1120.886 57.011 0.89 0.921 0 -0.914
5 -1.14 0.093 -0.365 0 0 0-0.531 26.634 -7.581 0 0 01.138 0.259 0.362 0 0 00.529 -26.281 7.578 0 0 0
6 -10.377 37.713 0.366 0 0 0-7.585 26.638 -0.531 0 0 010.374 -37.361 -0.368 0 0 07.582 -26.286 0.529 0 0 0
Reaction of RT Pole 9m (V160)Horizontal Vertical Horizontal
Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm1 -0.781 -19.073 0.002 -0.039 0 0.685
-0.562 -28.521 -0.564 -0.53 0 0.5290.783 26.621 0.001 0.056 0 -0.7020.565 36.07 0.566 0.548 0 -0.546
5 -0.688 0.141 -0.218 0 0 0-0.324 16.319 -4.563 0 0 00.687 0.204 0.217 0 0 00.323 -15.975 4.561 0 0 0
6 -6.239 23.051 0.217 0 0 0-4.564 16.321 -0.324 0 0 06.237 -22.706 -0.218 0 0 04.563 -15.976 0.323 0 0 0
x
z
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
WIND 0 DEG WIND 45 DEG
Node Service WindMoment
WIND 0 DEG WIND 45 DEG
WIND 180 DEG WIND 275 DEG
WIND 180 DEG WIND 275 DEG
WIND 0 DEG WIND 45 DEG
WIND 180 DEG WIND 275 DEG
Node WIND 0 DEG Service Wind
WIND 45 DEG
Moment
o Node 6
Node 5
1.5m
Node 1
1.5m
9M
MTE Engineering Co.,Ltd.
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Reaction of RT Pole 6m (V200)Horizontal Vertical Horizontal
Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm1 2.92 -18.285 -0.02 -0.061 0 -3.036
2.05 -26.555 2.05 2.102 0 -2.102-2.917 21.632 0.023 0.07 0 3.027-2.047 29.902 -2.047 -2.093 0 2.093
4 -10.678 20.177 0 0 0 0-7.536 14.289 -0.478 0 0 010.675 -19.828 0 0 0 07.533 -13.94 0.478 0 0 0
5 -0.675 0.131 0.02 0 0 0-0.478 14.289 -7.536 0 0 00.675 0.218 -0.023 0 0 00.478 -13.94 7.533 0 0 0
Reaction of RT Pole 6m (V160)Horizontal Vertical Horizontal
Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm1 1.857 -11.202 -0.01 -0.031 0 -1.977
1.306 -16.418 1.306 1.375 0 -1.375-1.855 13.973 0.012 0.037 0 1.971-1.303 19.189 -1.303 -1.369 0 1.369
4 -6.732 12.784 0 0 0 0-4.753 9.075 -0.301 0 0 06.73 -12.437 0 0 0 0
4.751 -8.728 0.301 0 0 05 -0.426 0.151 0.01 0 0 0
-0.301 9.075 -4.753 0 0 00.426 0.196 -0.012 0 0 00.301 -8.728 4.751 0 0 0
x
z
WIND 0 DEG WIND 45 DEG
WIND 180 DEG WIND 275 DEG
Moment
Moment
WIND 180 DEG WIND 275 DEG
WIND 0 DEG WIND 45 DEG
WIND 180 DEG WIND 275 DEG
WIND 180 DEG WIND 275 DEG
Node Service Wind WIND 0 DEG
WIND 45 DEG
WIND 0 DEG WIND 45 DEG
WIND 180 DEG WIND 275 DEG
WIND 0 DEG WIND 45 DEG
Node Service Wind WIND 0 DEG
WIND 45 DEG WIND 180 DEG WIND 275 DEG
N Node 4
Node 5
1.5m
Node 1
1.5m
6M
Site Code: YGN-0072
P1
P3 P4
P2
MTE engineerig Co.,Ltd.
SITE CODE: YGN-0072SITE OWNER:
SITE ADDRESS:
PROPOSED STRUCTURE: X-Beam is OK
RESULTS AND RECOMMENDATIONS:Tower type: 9M Tripod is OKconcrete f'c= 2.5 ksi
Steel Fy = 40 ksi Column is OK Y-Beam is OK
X direction Beam check resultType 9M
Case Description W (in) D (in)cover(in)
M u (kip-in)
V u
(kip)Flexural A s (in 2 )
Shear A vs (in 2 /in)
D/C stress ratio (moment)
D/C stress ratio (Shear)
1 Beam 1( X direction) 9 14 2 153 8.6 0.94 0.017 39% 0%2 Beam 1 (X direction) 9 14 2 113 6.5 0.94 0.017 29% 0%3 Beam 1 (X direction) 9 14 2 120 4 0.94 0.017 31% 0%4 Beam 1 (X direction) 9 14 2 78 3 0.94 0.017 20% 0%
39% 0%OK OK
Y direction Beam check resultType 9M
Case Description W (in) D (in)
cover(in)
M u (kip-in)
V u
(kip)Flexural A s (in 2 )
Shear A vs (in 2 /in)
D/C stress ratio (moment)
D/C stress ratio (Shear)
1 Beam 2( Y direction) 9 12 2 47 2.6 0.62 0.021 15% 0%2 Beam 2 (Y direction) 9 12 2 185 5 0.62 0.021 58% 0%3 Beam 2( Y direction) 9 12 2 156 4 0.62 0.021 49% 0%4 Beam 2 (Y direction) 9 12 2 100 4 0.62 0.021 31% 0%
58% 0%OK OK
Column check caseType 9M
Load Case Description W (in) D (in) V (kip) P u (kip)
M ux
(kip-in)M uy
(kip-in)Flexural A s (in 2 )
Shear A vs (in 2 /in)
D/C stress ratio (moment)
D/C stress ratio (Shear)
1 Column check for 9 9 0.3 7.7 10 31 1.25 0.013 15% 0%2 Column check for 9 9 0.24 8 29 23 1.25 0.013 17% 0%3 Column check for 9 9 0.2 8 16 23 1.25 0.013 13% 0%4 Column check for 9 9 0.2 15 14 16 1.25 0.013 18% 0%
18% 0%OK OK
ADDITIONAL COMMENTS AND RECOMMENDATIONS: 9M is OKRemarks,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
Max. D/C Stress ratio of Beam 1 (X direction)
Column Data Analysis (Etab)
Max. D/C Stress ratio of Beam 2 (Y direction)
Max. D/C Stress ratio of Column
conclustion for X direction beam
conclustion for Y direction beam
Check result
Assume Steel Check result
(signed and sealed by structural engineer)STRUCTURAL ENGINEER
Beam data Analysis (Etab) Assume Steel
conclustion for Column
STRUCTURAL ANALYSISfor Roof Top Installation
……
Check resultAssume Steel Beam data Analysis (Etab)
position at: 1
0%
20%
40%
60%
1 2 3 4
Mu
Vu
0%
50%
100%
1 2 3 4
Mu
Vu0%
10%
20%
1 2 3 4
Mu
Vu
MTE engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 1( X direction) 1
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 8.93 ft-kips h=14'' d=12.5'' Ultimate Design Moment, Mu = 12.75 ft-kips
Ultimate Design Shear, Vu = 8.60 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 10.32 ksi
ρ(min) = 0.00500 fs(used) = 10.32 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 41.88 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 24.56 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 24.56 k/in.,
39% φMn = 32.29 ft-k >= Mu = 12.75 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 8.6 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 2058.00 in.^4 (for deflection)
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 %
MTE engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 1( X direction) 2
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 6.59 ft-kips h=14'' d=12.5'' Ultimate Design Moment, Mu = 9.42 ft-kips
Ultimate Design Shear, Vu = 6.50 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 7.62 ksi
ρ(min) = 0.00500 fs(used) = 7.62 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 56.70 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 18.14 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 18.14 k/in.,
29% φMn = 32.29 ft-k >= Mu = 9.42 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 6.5 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 2058.00 in.^4 (for deflection)
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
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 1( X direction) 3
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 7.00 ft-kips h=14'' d=12.5'' Ultimate Design Moment, Mu = 10.00 ft-kips
Ultimate Design Shear, Vu = 4.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 8.09 ksi
ρ(min) = 0.00500 fs(used) = 8.09 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 53.39 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 19.27 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 19.27 k/in.,
31% φMn = 32.29 ft-k >= Mu = 10 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 4 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 2058.00 in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 1( X direction) 4
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 4.55 ft-kips h=14'' d=12.5'' Ultimate Design Moment, Mu = 6.50 ft-kips
Ultimate Design Shear, Vu = 3.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 5.26 ksi
ρ(min) = 0.00500 fs(used) = 5.26 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 82.14 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 12.52 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 12.52 k/in.,
20% φMn = 32.29 ft-k >= Mu = 6.5 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 3 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 2058.00 in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) 1
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 2.74 ft-kips h=12'' d=10.5'' Ultimate Design Moment, Mu = 3.92 ft-kips
Ultimate Design Shear, Vu = 2.60 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 3.81 ksi
ρ(min) = 0.00500 fs(used) = 3.81 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 113.48 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 10.38 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 10.38 k/in.,
15% φMn = 26.68 ft-k >= Mu = 3.92 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 2.6 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 1296.00 in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) 2
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 10.79 ft-kips h=12'' d=10.5'' Ultimate Design Moment, Mu = 15.42 ft-kips
Ultimate Design Shear, Vu = 5.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Warning: s2 > s2(max) allowed!Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 14.98 ksi
ρ(min) = 0.00500 fs(used) = 14.98 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 28.83 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 40.84 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 40.84 k/in.,
58% φMn = 26.68 ft-k >= Mu = 15.42 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 5 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 780.97 in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) 3
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 9.10 ft-kips h=12'' d=10.5'' Ultimate Design Moment, Mu = 13.00 ft-kips
Ultimate Design Shear, Vu = 4.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 12.64 ksi
ρ(min) = 0.00500 fs(used) = 12.64 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 34.19 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 34.44 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 34.44 k/in.,
49% φMn = 26.68 ft-k >= Mu = 13 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 4 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 892.40 in.^4 (for deflection)
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 49% and the D/C Shear Stress Ratio is 0 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 9M Beam 2( Y direction) 4
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTRposition at: 1Input Data:
bBeam or Slab Section? Beam
Exterior or Interior Exposure? ExteriorReinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 5.83 ft-kips h=12'' d=10.5'' Ultimate Design Moment, Mu = 8.33 ft-kips
Ultimate Design Shear, Vu = 4.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 8.10 ksi
ρ(min) = 0.00500 fs(used) = 8.10 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = 53.34 in. >= s1 = 3 in., O.K.
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 22.08 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 22.08 k/in.,
31% φMn = 26.68 ft-k >= Mu = 8.33 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 4 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = 1296.00 in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRposition at: 1 Case 1Input Data:
Lx=9Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 7.70 kips Nsb=0Ultimate Design Moment, Mux = 0.83 ft-kips
Ultimate Design Moment, Muy = 2.58 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
112.33 12.16 1.30 54.61 18.32 4.03
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.3 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:15% S.R. = 0.151 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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0 10 20 30 40 50
φPnx
(k)
φMnx (ft-k)
X-AXIS INTERACTION DIAGRAM
X
Y
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φPny
(k)
φMny (ft-k)
Y-AXIS INTERACTION DIAGRAM
MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRposition at: 1 Case 2Input Data:
Lx=9Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 8.00 kips Nsb=0Ultimate Design Moment, Mux = 2.42 ft-kips
Ultimate Design Moment, Muy = 1.92 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
61.72 18.64 3.63 75.42 18.07 2.88
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.24 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:17% S.R. = 0.171 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRposition at: 1 Case 3Input Data:
Lx=9Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 8.00 kips Nsb=0Ultimate Design Moment, Mux = 1.33 ft-kips
Ultimate Design Moment, Muy = 1.92 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
97.31 16.22 2.00 75.42 18.07 2.88
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.2 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:13% S.R. = 0.132 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRposition at: 1 Case 4Input Data:
Lx=9Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 15.00 kips Nsb=0Ultimate Design Moment, Mux = 1.17 ft-kips
Ultimate Design Moment, Muy = 1.33 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
123.50 9.61 0.93 118.54 10.54 1.07
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.2 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:18% S.R. = 0.181 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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MTE engineerig Co.,Ltd.
SITE CODE: YGN-0072SITE OWNER:
SITE ADDRESS:
PROPOSED STRUCTURE: position at: 1 X-Beam is OK
RESULTS AND RECOMMENDATIONS:Tower type: 6M Tripodconcrete f'c= 2.5 ksi
Steel Fy = 40 ksi Column is OK Y-Beam is OK
X direction Beam check resultType 6M
Case Description W (in) D (in) cover(in)M u (kip-in)
V u
(kip)Flexural A s (in 2 )
Shear A vs (in 2 /in)
ratio (moment)
ratio (Shear)
1 Beam 1( X direction) 9 14 2 0 0 0.94 0.017 0% 0%2 Beam 1 (X direction) 9 14 2 0 0 0.94 0.017 0% 0%3 Beam 1 (X direction) 9 14 2 0 0 0.94 0.017 0% 0%4 Beam 1 (X direction) 9 14 2 0 0 0.94 0.017 0% 0%
0% 0%OK OK
Y direction Beam check resultType 6M
Case Description W (in) D (in)cover(in)
M u (kip-in)
V u
(kip)Flexural A s (in 2 )
Shear A vs (in 2 /in)
ratio (moment)
ratio (Shear)
1 Beam 2( Y direction) 9 12 2 0 0 0.62 0.021 0% 0%2 Beam 2 (Y direction) 9 12 2 0 0 0.62 0.021 0% 0%3 Beam 2( Y direction) 9 12 2 0 0 0.62 0.021 0% 0%4 Beam 2 (Y direction) 9 12 2 0 0 0.62 0.021 0% 0%
0% 0%OK OK
Column check caseType 6MLoad Case Description W (in) D (in) V (kip) P u (kip)
M ux
(kip-in)M uy
(kip-in)Flexural A s (in 2 )
Shear A vs (in 2 /in)
ratio (moment)
ratio (Shear)
1 Column check for 9 9 0.24 8 29 23 1.25 0.013 17% 0%2 Column check for 9 9 0.15 8 20 16 1.25 0.013 12% 0%3 Column check for 9 9 0.1 8 12 8.3 1.25 0.013 9% 0%4 Column check for 9 9 0.1 12.7 10 10.5 1.25 0.013 14% 0%
17% 0%OK OK
ADDITIONAL COMMENTS AND RECOMMENDATIONS: 6M is OKRemarks,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
STRUCTURAL ANALYSISfor Roof Top Installation
……
Beam data Analysis (Etab) Assume Steel Check result
Max. D/C Stress ratio of Beam 1 (X direction)conclustion for X direction beam
Beam data Analysis (Etab) Assume Steel Check result
Max. D/C Stress ratio of Beam 2 (Y direction)conclustion for Y direction beam
(signed and sealed by structural engineer)STRUCTURAL ENGINEER
Column Data Analysis (Etab) Assume Steel Check result
Max. D/C Stress ratio of Column conclustion for Column
0%
50%
100%
1 2 3 4
Mu
Vu
0%
50%
100%
1 2 3 4
Mu
Vu0%
10%
20%
1 2 3 4
Mu
Vu
MTE engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 1( X direction) 1
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=14'' d=12.5'' Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 32.29 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 0 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 1( X direction) 2
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=14'' d=12.5''
Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 32.29 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 0 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 1( X direction) 3
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=14'' d=12.5'' Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 32.29 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 0 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 1( X direction) 4
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 12.500 in.
Total Beam Depth, h = 14.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 3.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=14'' d=12.5''
Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00831 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.563 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03151 dc = 1.5000 in.
As(max) = 3.545 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 32.29 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 16.79 kips >= Vu = 0 kips, O.K. Ig = 2058.00 in.^4
φVs(max) = 38.25 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 9.19 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 912.47 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 2( Y direction) 1
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=12'' d=10.5''
Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 26.68 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 0 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 2( Y direction) 2
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=12'' d=10.5'' Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:
c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 26.68 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 0 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 2( Y direction) 3
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=12'' d=10.5'' Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:
c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 26.68 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 0 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-99 Code CaseJob Name: STRUCTURAL ANALYSIS Subject: 6M Beam 2( Y direction) 4
Job Number: YGN-0072 Originator: Nyunt Nyunt Checker: KTR
Input Data: b
Beam or Slab Section? BeamExterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 40 ksi
Concrete Comp. Strength, f 'c = 2.5 ksi h dBeam Width, b = 9.000 in.
Depth to Tension Reinforcing, d = 10.500 in.
Total Beam Depth, h = 12.000 in. AsTension Reinforcing, As = 0.935 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 2.000Tension Reinf. Bar Spacing, s1 = 3.000 in. d'=2'' b=9''
Clear Cover to Tension Reinf., Cc = 1.500 in.
Depth to Compression Reinf., d' = 2.000 in. A'sCompression Reinforcing, A's = 0.935 in.^2 =0.935 Working Stress Moment, Ma = 0.00 ft-kips h=12'' d=10.5'' Ultimate Design Moment, Mu = 0.00 ft-kips
Ultimate Design Shear, Vu = 0.00 kips
Total Stirrup Area, Av(stirrup) = 0.100 in.^2 As=0.935Tie/Stirrup Spacing, s2 = 5.8824 in. Doubly Reinforced Section
Results:#DIV/0!
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):β1 = 0.85 Per ACI 318-99 Code:
c = 2.089 in. Es = 29000 ksi
a = 1.775 in. Ec = 2850 ksi
ρb = 0.03093 n = 10.18 n = Es/Ec
ρ(prov) = 0.00989 fs = 0.00 ksi
ρ(min) = 0.00500 fs(used) = 0.00 ksi
As(min) = 0.473 in.^2 <= As = 0.94 in.^2, O.K. s1(max) = #DIV/0! #DIV/0!
ρ(temp) = N.A. (total for section)
As(temp) = N.A. in.^2/face Per ACI 318-95 Code:ρ(max) = 0.03310 dc = 1.5000 in.
As(max) = 3.127 in.^2 >= As = 0.94 in.^2, O.K. z = 0.00 k/in.
f 's = 3.69 ksi (A's does not yield) z(allow) = 145.00 k/in. >= z = 0 k/in.,
0% φMn = 26.68 ft-k >= Mu = 0 ft-k, O.K. O.K.
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 = 14.10 kips >= Vu = 0 kips, O.K. Ig = 1296.00 in.^4
φVs(max) = 32.13 kips >= Vu-(phi)Vc = 0 kips, O.K. Mcr = 6.75 ft-k
Av(prov) = 0.100 in.^2 = Av(stirrup) Icr = 614.11 in.^4
0% Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.1 in.^2, O.K. Ie = #DIV/0! in.^4 (for deflection)
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 %
MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRCase 1
Input Data: Lx=9
Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 8.00 kips Nsb=0Ultimate Design Moment, Mux = 2.42 ft-kips
Ultimate Design Moment, Muy = 1.92 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
61.72 18.64 3.63 75.42 18.07 2.88
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.24 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:17% S.R. = 0.171 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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X-AXIS INTERACTION DIAGRAM
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Y-AXIS INTERACTION DIAGRAM
MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRCase 2
Input Data: Lx=9
Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 8.00 kips Nsb=0Ultimate Design Moment, Mux = 1.67 ft-kips
Ultimate Design Moment, Muy = 1.33 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
85.35 17.78 2.50 97.31 16.22 2.00
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.15 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:12% S.R. = 0.122 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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Y-AXIS INTERACTION DIAGRAM
MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRCase 3
Input Data: Lx=9
Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 8.00 kips Nsb=0Ultimate Design Moment, Mux = 1.00 ft-kips
Ultimate Design Moment, Muy = 0.69 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
108.51 13.56 1.50 119.51 10.33 1.04
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.1 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:9% S.R. = 0.094 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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MTE Engineering
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor 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: KTRCase 4
Input Data: Lx=9
Reinforcing Yield Strength, fy = 40 ksi.
Concrete Comp. Strength, f 'c = 2.5 ksi
Total Member Width, Lx = 9.000 in.
Total Member Depth, Ly = 9.000 in.
Distance to Long. Reinforcing, d' = 2.000 in. Ly=9 Ntb=4Ultimate Design Axial Load, Pu = 12.70 kips Nsb=0Ultimate Design Moment, Mux = 0.83 ft-kips
Ultimate Design Moment, Muy = 0.88 ft-kips
Total Top/Bot. Long. Bars, Ntb = 4 d'=2 (typ.)Top/Bot. Longitudinal Bar Size = 5
Total Side Long. Bars, Nsb = 0 Member SectionSide Longitudinal Bar Size = 5
Results:Gross reinforcing ratio provided:
ρg = 0.01531
X-axis Flexure and Axial Load Interaction Diagram Points Y-axis Flexure and Axial Load Interaction Diagram PointsLocation φPnx (k) φMnx (ft-k) ey (in.) Comments Location φPny (k) φMny (ft-k) ex (in.) CommentsPoint #1 170.72 0.00 0.00 Nom. max. compression = φPo Point #1 170.72 0.00 0.00 Nom. max. compression = φPoPoint #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPo Point #2 136.58 0.00 0.00 Allowable φPn(max) = 0.8*φPoPoint #3 136.58 7.99 0.70 Min. eccentricity Point #3 136.58 7.99 0.70 Min. eccentricityPoint #4 104.77 15.43 1.77 0% rebar tension = 0 ksi Point #4 104.77 15.43 1.77 0% rebar tension = 0 ksi
Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi Point #5 86.87 17.74 2.45 25% rebar tension = 10 ksi
Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi Point #6 59.85 18.75 3.76 50% rebar tension = 20 ksi
Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi Point #7 53.64 18.24 4.08 100% rebar tension = 40 ksi
Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*Ag Point #8 20.25 12.81 7.59 φPn = 0.1*f'c*AgPoint #9 0.00 11.81 (Infinity ) Pure moment capacity Point #9 0.00 11.81 (Infinity ) Pure moment capacity
Point #10 -44.64 0.00 0.00 Pure axial tension capacity Point #10 -44.64 0.00 0.00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:Interpolated Results from Above: Interpolated Results from Above:φPnx (k) φMnx (ft-k) ey (in.) φPny (k) φMny (ft-k) ex (in.)
130.85 8.59 0.79 128.61 8.86 0.83
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column: Column Shear checkφPn = N.A. kips φPn = 1/(1/φPnx + 1/φPny -1/φPo) <= 1.0 k*Lu <= 4.95 ft. (for k*Lu/r(min) <= 22) Vu(Max.)= 0.1 kipS.R. = N.A. S.R. = Pu/φPn <= 1.0 k*Lu <= 9.00 ft. (for k*Lu/r(min) <= 40) Ф Vc = 4.725 kip
Req'd AVs= 0 in2
Biaxial Stress Ratio for Pu < 0.1*f'c*Ag: Pure Axial Compression Capacity w/o Reinf.: Tie Min. Size & Max. Spac.:14% S.R. = 0.138 S.R. = (Mux/φMnx)^1.15 + (Muy/φMny)^1.15 <= 1.0 φPn = 96.39 kips φPn = 0.80*0.70*(0.85*f'c*Ag) #3@9'' 0.00%
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