3. structural concrete design. (ultimate strength design, · 2017-01-30 · 1. reinforced concrete...

3. Structural Concrete Design. (Ultimate Strength Design, USD.)

Concrete fc' at 28 days (Cylinder) fc' = ksc.Grade of Main Rebar (SD40) fy = ksc.Grade of Sub-Rebar (SD24) fy = ksc.

4. Structural Steel Design. (American Institute of Steel Constuction, AISC.)

Grade :Poisson's Ratio P =Tensile Strength fu = ksc.Yield Strength fy = ksc.Yield Strength fy = ksc.Modulus of Elasticity E = ksc.

5. Loading Condition.

ความหนาแนนของนา = 1000 kg/m 3

ความหนาแนนของดน = 1800 kg/m 3

DL. Of Concrete = 2,400 kg/m 3

0.304,1002,200

2.1 x 1062,400

SS400

Structural Design Criteria

American Concrete Institute ACI 318-11

AISC-ASD89 & AISI-CFSD86

2104,0002,400

Loading Condition.

7. Load Combination List

(LCB ) (LCB )1 1.4D 1 SERV :D2 1.2D + 1.6L 2 SERV :D + L3 1.2D + 1.0WxN + 1.0L 3 SERV :D + 0.6WxN4 1.2D + 1.0WxP + 1.0L 4 SERV :D + 0.6WxP5 1.2D + 1.0WyN + 1.0L 5 SERV :D + 0.6WyN6 1.2D + 1.0WyP + 1.0L 6 SERV :D + 0.6WyP7 1.2D - 1.0WxN + 1.0L 7 SERV :D - 0.6WxN8 1.2D - 1.0WxP + 1.0L 8 SERV :D - 0.6WxP9 1.2D - 1.0WyN + 1.0L 9 SERV :D - 0.6WyN

10 1.2D - 1.0WyP + 1.0L 10 SERV :D - 0.6WyP11 0.9D + 1.0WxN 11 SERV :D + 0.75(0.6)WxN + 0.75L12 0.9D + 1.0WxP 12 SERV :D + 0.75(0.6)WxP + 0.75L13 0.9D + 1.0WyN 13 SERV :D + 0.75(0.6)WyN + 0.75L14 0.9D + 1.0WyP 14 SERV :D + 0.75(0.6)WyP + 0.75L15 0.9D - 1.0WxN 15 SERV :D - 0.75(0.6)WxN + 0.75L16 0.9D - 1.0WxP 16 SERV :D - 0.75(0.6)WxP + 0.75L17 0.9D - 1.0WyN 17 SERV :D - 0.75(0.6)WyN + 0.75L18 0.9D - 1.0WyP 18 SERV :D - 0.75(0.6)WyP + 0.75L19 0.9D 19 SERV :0.6D + 0.6WxN

20 SERV :0.6D + 0.6WxP21 SERV :0.6D + 0.6WyN22 SERV :0.6D + 0.6WyP23 SERV :0.6D - 0.6WxN24 SERV :0.6D - 0.6WxP25 SERV :0.6D - 0.6WyN26 SERV :0.6D - 0.6WyP

8. Pile & Soil

P.C. Pile (Allowable Load per Pile > F.S. = 2.5 ) =รบนาหนกบรรทกปลอดภยไดไมนอยกวา 30 ตน

Pile & Soil

(Concrete Design) Description

0.26 x 0.26 m. ( 30 Tons )

(Concrete Design) Description Load Combination List ACI 318-11

Structural Design Criteria

1. REINFORCED CONCRETE1.1 Code of Practices

1.1.1 American Concrete Institute, ACI 318-831.1.2 ACI Detailing Manual - 1980, Publication SP-661.1.3 Engineering Institute of Thailand, EIT 10011.1.4 Thailand Construction Code of Practice & Control Law BE.2522

1.2 Material Properties

1.2.1 Concrete fc' at 28 days = 210 ksc.fc = 0.45fc' = 94.50 ksc.vc = 0.29 fc' = 4.21 ksc.

1.2.2 Reinforcement and R.C. Factor

SR-24 SD-30 SD-40

fy 2,400 3,000 4,000 ksc.fs = 0.5fy 1200 1500 1700 ksc.

Es 2.04 x 106 2.04 x 106 2.04 x 106 ksc.EC = 15,210 fc' 219,110 219,110 219,110 ksc.

k 0.423 0.370 0.341j 0.859 0.877 0.886

2. STRUCTURAL WOODSAllowable bending Stress and Tensile Stess Fb , Ft = 120 ksc.Allowable Shearing Fh = 12 ksc.Allowable Compressieve Stress Perperdigular Fc = 30 ksc.Allowable Compressieve Stress Parallel Fc = 90 ksc.Modulus of Elasticity E = 136,300 ksc.

STRUCTURAL DESIGN CRITERIA

Allowable Deflection =all ksc.

ksc.

9.31

15.316

n = 9.31 9.31

R = fc . J .k 17.170 14.282

ESEC

1 2

L300

การวเค

ออกแบบด Exposure

- - -

Basic Wi

Importan

คราะห และ

ดวย Code IBCe Category : ใลกษณะภมปรลกษณะภมปรลกษณะภมปร

ind Speed : ใหพายไตฝน เมอพายโซนรอน พกโลเมตรตอชวพายดเปรสชนกโลเมตรตอชวพายฤดรอน พบรเวณยอม ๆ

nce Factor (I)

ออกแบบ I

C2009(ASCE7-หกาหนดลกษณะเทศ B ไดแก ะเทศ C ไดแก ะเทศ D ไดแก หกาหนดความเรอพายทมกาลงขพายโซนรอนมวโมงขนไป แตน พายดเปรสชนวโมง ายฤดรอนเปนพ

มอาณาเขตเพย : ใหกาหนดคว

BC2009(AS

-05) ณะภมประเทศ พนทซงมสงกดทราบและทงโลทราบตดชายฝงรวลมท 112 miนาดไตฝ น คอ ความรนแรงนอตไมเกน 63 นอตนเปนพายทมกา

พายทตางกบพาง 20-30 ตารางวามสาคญของอ

SCE7-05) ค

Alterna ดขวางดวยอาคาลงทวไป จดเปนงทะเลหรอแมนile/h (180 กโลเ กาลงความเรวขอยกวาพายไตฝต หรอ 117 กโลลงออน ความเร

ายดเปรสชน แลกโลเมตร แตออาคารใชงานทว

ความเรวลม

ate Method :

าร, ปาไมสงตงนภมประเทศทนา จดเปนภมปรเมตรตอชวโมง)ของลมตงแต 6ฝน ความเรวขอลเมตรตอชวโมงรวของลมใกลบ

ละเกดบนผนแผาจมลมแรงมากวไปมคาเทากบ

ท 180 กม/ช

Analytic

แต 6 ม.ขนไป เสยงตอแรงลมระเทศทเสยงตอ) 5 นอต หรอ 11งลมบรเวณใกลง บรเวณศนยกลา

ผนดนทรอนอบกถง 47 นอต หร 1.00

ชม. (112 ไม

cal Procedure :

มเชนกน อแรงลม

18 กโลเมตรตอลศนยกลางตงแ

างไมเกน 33 นอ

บอาวในฤดรอนรอ 87 กโลเมตร

มล/ชม.)

ชวโมง ขนไป แต 34 นอต หรอ

อต หรอ 61

นแตเปนพายทมรตอชวโมง

อ 62

ม

Direction

Gust Effe

Force Co

nality Factor, K

ect Factor :

oefficients, Cf

Kd :

:

midas Gen PROJECT TITLE :

Company

Author

Client

File Name

WIND LOAD CALC.

model 03.wpf

WIND LOADS BASED ON IBC2009(ASCE7-05) (Analytical Procedure) [UNIT: tonf, cm] __________________________________________________________________________

Design Wind Loads : F = p * Area Design Wind Pressure : p = qz*G*Cf Velocity Pressure at Design Height z [psf] : qz = 0.00256*Kz*Kzt*Kd*V^2*I

Basic Wind Speed [mph] : V = 112.00 Directional Factor for X-dir Wind Loads : Kdx = 0.95 Directional Factor for Y-dir Wind Loads : Kdy = 0.95 Importance Factor : I = 1.00 Exposure Category : C Mean Roof Height : H = 59.06 Gradient Height [ft] : Zg = 900.00 Power Coefficient : Alpha= 9.50 Structural Rigidity : Flexible or Dynamically Sensitive Structure Gust effect Factor for X-dir Wind Loads : Gx = 0.90 Gust effect Factor for Y-dir Wind Loads : Gy = 0.90

Force Coefficient : Cfx, Cfy Topographic Effects for X-dir Wind Loads : Not Included Topographic Effects for Y-dir Wind Loads : Not Included Accidental Eccentricity for X-direction : Wx = Negative Accidental Eccentricity for Y-direction : Wy = Negative Scale Factor for X-directional Wind Loads : SFx = 1.00 Scale Factor for Y-directional Wind Loads : SFy = 0.00

-----------------------------------------------------------------------------------------------

Wind force of the specific story is calculated as the sum of the forces of the following two parts. 1. Part I : Lower half part of the specific story 2. Part II : Upper half part of the just below story of the specific story

The reference height for the calculation of the wind pressure related factors are, therefore, considered separately for the above mentioned two parts as follows.

Reference height for the wind pressure related factors(except topographic related factors) 1. Part I : top level of the specific story 2. Part II : top level of the just below story of the specific story

Reference height for the topographic related factors : 1. Part I : bottom level of the specific story 2. Part II : bottom level of the just below story of the specific story

-----------------------------------------------------------------------------------------------

** Velocity Exposure Coefficients at Design Height (Kz) ** Topographic Factors at Design Height (Kzt) ** Velocity Pressure at Design Height (qz) [Current Unit] ** Force coefficient(Cf)

STORY NAME Kz Kzt qz Cfx ---------- ----------- ----------- ----------- ----------- Roof 1.133 1.000 0.000 1.000 2F 1.133 1.000 0.000 1.000 1F 0.849 1.000 0.000 1.000 B1 0.000 0.000 0.000 1.000 ----------------------------------------------------------

W I N D L O A D G E N E R A T I O N D A T A X - D I R E C T I O N

STORY NAME PRESSURE ELEV. LOADED LOADED WIND ADDED STORY STORY OVERTURN`G HEIGHT BREADTH FORCE FORCE FORCE SHEAR MOMENT

- 1 / 2 -

Print Date/Time : 04/29/2014 07:59 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com Gen 2014


Company

Author

Client

File Name

WIND LOAD CALC.

model 03.wpf

---------- -------- ------- ------- ------- ---------- ---------- ---------- ---------- ---------- Roof 0.000015 1800.0 850.0 300.0 3.8906052 0.0 3.8906052 0.0 0.0 2F 0.000015 100.0 900.0 300.0 4.0621075 0.0 4.0621075 3.8906052 6614.0288 G.L. 0.000011 0.0 50.0 300.0 0.1715024 0.0 -- 7.9527127 7409.3001--------------------------------------------------------------------------------------------------

W I N D L O A D G E N E R A T I O N D A T A Y - D I R E C T I O N

STORY NAME PRESSURE ELEV. LOADED LOADED WIND ADDED STORY STORY OVERTURN`G HEIGHT BREADTH FORCE FORCE FORCE SHEAR MOMENT

---------- -------- ------- ------- ------- ---------- ---------- ---------- ---------- ---------- Roof 0.000015 1800.0 850.0 300.0 3.8906052 0.0 0.0 0.0 0.0 2F 0.000015 100.0 900.0 300.0 4.0621075 0.0 0.0 0.0 0.0 G.L. 0.000011 0.0 50.0 300.0 0.1715024 0.0 -- 0.0 0.0--------------------------------------------------------------------------------------------------

W I N D L O A D G E N E R A T I O N D A T A RZ - D I R E C T I O N

STORY NAME TORSIONAL ELEV. LOADED LOADED WIND ADDED STORY ACCUMULATED PRESSURE HEIGHT BREADTH TORSION TORSION TORSION TORSION ---------- --------- ------- ------- ------- ---------- ---------- ---------- ----------- Roof 0.0 1800.0 850.0 300.0 0.0 0.0 0.0 0.0 2F 0.0 100.0 900.0 300.0 0.0 0.0 0.0 0.0 G.L. 0.0 0.0 50.0 300.0 0.0 0.0 -- 0.0-----------------------------------------------------------------------------------------

=========================== ECCENTRICITY RELATED DATA ===========================

STORY STORY STORY ACCIDENTAL ACCIDENTAL ACCIDENTAL ACCIDENTAL NAME FORCE(X) FORCE(Y) ECCENT.(X) ECCENT.(Y) TORSION(X) TORSION(Y)---------- ---------- ---------- ---------- ---------- ---------- ---------- Roof 3.8906052 0.0 45.0 -45.0 -175.07723 0.0 2F 4.0621075 0.0 45.0 -45.0 -182.79484 0.0 G.L. -- -- 0.0 0.0 -- --

- 2 / 2 -



Company

Author

Client

File Name

Slab Checking Maximum Result Data

Untitled.rcs

------------------------------------------------------------------------------------------ midas Gen - RC-Slab Flexural Checking [ ACI318-11 ] Gen 2014==========================================================================================

=============================================================================== [[[*]]] SLAB CHECKING MAXIMUM RESULT DATA : DOMAIN M1-1, Dir 1.===============================================================================

<< BOTTOM >>

-. Information of Parameters. Elem No. : 389 LCB No. : 2 Materials : fc =2100000.0000 kgf/m^2. Fy = 4.0000e+007 kgf/m^2. Thickness : 0.8000 m. Covering : dB = 0.1080 m. dT = 0.1080 m.

-. Information of Design. phi = 0.800 b = 1.0 m. (by Unit Length). d = 0.6920 m.

-. Information of Moments and Result. Rein. Bar : P16 @5" As_req = 0.0012 m^2/m. ( 0.0012 m^2/m.) As_use = 0.0013 m^2/m. ( 0.0013 m^2/m.) Mn = As_use*Fy*[d-As_use*Fy/(1.7*fc*b)] = 36297.0408 kgf-m. phiMn = phi * Mn = 29037.6326 kgf-m. Mu = 19702.8315 kgf-m. RatM = Mu / phiMn = 0.679 < 1.0 ---> O.K !

<< TOP >>




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Company

Author

Client

File Name

Punching and One-way Check Maximum Result Data

Untitled.rcs

------------------------------------------------------------------------------------------ midas Gen - RC-Slab Shear Checking [ ACI318-11 ] Gen 2014==========================================================================================

=============================================================================== [[[*]]] PUNCHING CHECK MAXIMUM RESULT DATA BY CODE : DOMAIN M1-1.===============================================================================

-. Information of Parameters. Elem No. : 10 LCB No. : 15 Materials : fc =2100000.0000 kgf/m^2. Thickness : 0.8000 m. Covering : dB = 0.1160 m. dT = 0.1160 m.

-. Information of critical section. Beta_c = max(dB,dH) / min(dB,dH) = 1.0000 b0 = 2.6095 m. d = 0.6840 m. Alpha_s = 30.0000

-. Informaion of shear stress capacity of concrete. phi = 0.700 Vc1 = (2 + 4/Beta_c) * SQRT(fc)*b0*d = 411496.2939 kgf. Vc2 = 4 * SQRT(fc)*b0*d = 274330.8626 kgf. Vc3 = (Alpha_s*d/b0 + 2)*SQRT(fc)*b0*d = 676480.2168 kgf. phiVc = phi * MIN[ Vc1, Vc2, Vc3 ] = 192031.6038 kgf.

-. Information of Forces and Result. Vuorg = 23663.7845 kgf. Vu = 33931.9635 kgf.(considered unbalanced Moment) phiVc = 192031.6038 kgf. RatVc = Vu / phiVc = 0.177 < 1.0 ---> O.K !

(Need Not Reinforcements.)

=============================================================================== [[[*]]] ONE-WAY SHEAR CHECK MAXIMUM RESULT DATA.===============================================================================

-. Information of Parameters. Line Name : Cut-Line #2 LCB No. : 2 Materials : fc = 2100000.0000 kgf/m^2. Thickness : 0.8000 m. Bot Covering : 0.1160 m. Top Covering : 0.1160 m. Effect. Depth : 0.6840 m.

phi = 0.700 bw = 1.6000 m. Vc = 2 * SQRT(fc)*bw*d = 84103.6703 kgf. phiVc = phi * Vc = 58872.5692 kgf.

-. Information of Forces and Result. Required Thickness = 0.4338 m. Vu = 27355.6147 kgf. phiVc = 58872.5692 kgf. RatV = Vu / phiVc = 0.465 < 1.0 ---> O.K !

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Company

Author

Client

File Name

Slab Checking Maximum Result Data

Untitled.rcs

------------------------------------------------------------------------------------------ midas Gen - RC-Slab Flexural Checking [ ACI318-11 ] Gen 2014==========================================================================================

=============================================================================== [[[*]]] SLAB CHECKING MAXIMUM RESULT DATA : DOMAIN W4-[1], Dir 1.===============================================================================

<< BOTTOM >>




<< TOP >>




- 1 / 1 -


1. Design Information Design Code : ACI318-11 Unit System : tonf, m

Material Data : fc = 2100, fy = 40000, fys = 24000 tonf/m²

Section Property: RB1 (No : 3) Beam Span : 2.81908 m

2. Section Diagram

[END-I]

0.4

0.0

45

0.0

45

0.15

TOP : 2-P12

BOT : 2-P12

STIRRUPS : 2-P9 @150

[MID]

0.4

0.0

45

0.0

45

0.15

TOP : 2-P12

BOT : 2-P12


[END-J]

0.4

0.0

45

0.0

45

0.15

TOP : 2-P12

BOT : 2-P12


3. Bending Moment Capacity END-I MID END-J

(-) Load Combination No.

Moment (Mu)

Factored Strength (phiMn)

Check Ratio (Mu/phiMn)

(+) Load Combination No.

Moment (Mu)

Factored Strength (phiMn)

Check Ratio (Mu/phiMn)

Using Rebar Top (As_top)

Using Rebar Bot (As_bot)

2

0.16

2.45

0.0658

2

0.10

2.45

0.0423

0.0002

0.0002

34

0.00

2.45

0.0000

2

0.26

2.45

0.1053

0.0002

0.0002

2

0.16

2.45

0.0658

2

0.10

2.45

0.0423

0.0002

0.0002

4. Shear Capacity END-I MID END-J

Load Combination No.

Factored Shear Force (Vu)

Shear Strength by Conc.(phiVc)

Shear Strength by Rebar.(phiVs)

Using Shear Reinf. (AsV)

Using Stirrups Spacing

Check Ratio

2

0.35

2.86

5.06

0.0008

2-P9 @150

0.0441

2

0.35

2.86

5.06

0.0008

2-P9 @150

0.0441

2

0.35

2.86

5.06

0.0008

2-P9 @150

0.0440

Company

Author

Project Title

File Name C:\...\midas\model 03.mgb

Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comGen 2014

Print Date/Time : 04/29/2014 08:44

midas Gen RC Beam Strength Checking Result


Company

Author

Client

File Name

RC Beam Checking Result

Untitled.rcs

------------------------------------------------------------------------------------------ midas Gen - RC-Beam Checking [ ACI318-11 ] Gen 2014==========================================================================================

+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | midas Gen - Design & checking system for windows | +============================================================+ | RC-Member(Beam/Column/Brace/Wall) Analysis and Design | | Based On Eurocode2:04, Eurocode2, ACI318-11, | | ACI318-08, ACI318-05, ACI318-02, ACI318-99, | | ACI318-95, ACI318-89, CSA-A23.3-94, | | BS8110-97 | | | | | | | | (c)SINCE 1989 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | +============================================================+ | Gen 2014 | +============================================================+

*. DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1 1 Self( 1.400) + DL( 1.400) 2 1 Self( 1.200) + DL( 1.200) + LL( 1.600) 3 1 Self( 1.200) + DL( 1.200) + WxN( 1.000) + LL( 1.000) 4 1 Self( 1.200) + DL( 1.200) + WxP( 1.000) + LL( 1.000) 5 1 Self( 1.200) + DL( 1.200) + WyN( 1.000) + LL( 1.000) 6 1 Self( 1.200) + DL( 1.200) + WyP( 1.000) + LL( 1.000) 7 1 Self( 1.200) + DL( 1.200) + WxN(-1.000) + LL( 1.000) 8 1 Self( 1.200) + DL( 1.200) + WxP(-1.000) + LL( 1.000) 9 1 Self( 1.200) + DL( 1.200) + WyN(-1.000) + LL( 1.000) 10 1 Self( 1.200) + DL( 1.200) + WyP(-1.000) + LL( 1.000) 11 1 Self( 1.200) + DL( 1.200) + R1(RS)( 2.000) + R1(ES)( 2.000) + LL( 1.000) 12 1 Self( 1.200) + DL( 1.200) + R1(RS)( 2.000) + R1(ES)(-2.000) + LL( 1.000) 13 1 Self( 1.200) + DL( 1.200) + R2(RS)( 2.000) + R2(ES)( 2.000) + LL( 1.000)

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Company

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File Name


Untitled.rcs


14 1 Self( 1.200) + DL( 1.200) + R2(RS)( 2.000) + R2(ES)(-2.000) + LL( 1.000) 15 1 Self( 1.200) + DL( 1.200) + R1(RS)(-2.000) + R1(ES)(-2.000) + LL( 1.000) 16 1 Self( 1.200) + DL( 1.200) + R1(RS)(-2.000) + R1(ES)( 2.000) + LL( 1.000) 17 1 Self( 1.200) + DL( 1.200) + R2(RS)(-2.000) + R2(ES)(-2.000) + LL( 1.000) 18 1 Self( 1.200) + DL( 1.200) + R2(RS)(-2.000) + R2(ES)( 2.000) + LL( 1.000) 19 1 Self( 0.900) + DL( 0.900) + WxN( 1.000) 20 1 Self( 0.900) + DL( 0.900) + WxP( 1.000) 21 1 Self( 0.900) + DL( 0.900) + WyN( 1.000) 22 1 Self( 0.900) + DL( 0.900) + WyP( 1.000) 23 1 Self( 0.900) + DL( 0.900) + WxN(-1.000) 24 1 Self( 0.900) + DL( 0.900) + WxP(-1.000) 25 1 Self( 0.900) + DL( 0.900) + WyN(-1.000) 26 1 Self( 0.900) + DL( 0.900) + WyP(-1.000) 27 1 Self( 0.900) + DL( 0.900) + R1(RS)( 2.000) + R1(ES)( 2.000) 28 1 Self( 0.900) + DL( 0.900) + R1(RS)( 2.000) + R1(ES)(-2.000) 29 1 Self( 0.900) + DL( 0.900) + R2(RS)( 2.000) + R2(ES)( 2.000) 30 1 Self( 0.900) + DL( 0.900) + R2(RS)( 2.000) + R2(ES)(-2.000) 31 1 Self( 0.900) + DL( 0.900) + R1(RS)(-2.000) + R1(ES)(-2.000) 32 1 Self( 0.900) + DL( 0.900) + R1(RS)(-2.000) + R1(ES)( 2.000) 33 1 Self( 0.900) + DL( 0.900) + R2(RS)(-2.000) + R2(ES)(-2.000) 34 1 Self( 0.900) + DL( 0.900) + R2(RS)(-2.000) + R2(ES)( 2.000)--------------------------------------------------------------------------------------

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Untitled.rcs


*.midas Gen - RC-BEAM Analysis/Design Program.

*.PROJECT : *.DESIGN CODE : ACI318-11, *.UNIT SYSTEM : tonf, m *.MEMBER : Member Type = BEAM, MEMB = 2722

*.DESCRIPTION OF BEAM DATA (iSEC = 3) : RB1 Section Type : Rectangle (RECT) Beam Length (Span) = 2.819 m. Section Depth (Hc) = 0.400 m. Section Width (Bc) = 0.150 m. Concrete Strength (fc) = 2100.000 tonf/m^2. Modulus of Elasticity (Ec) = 2190199.746 tonf/m^2. Main Rebar Strength (fy) = 40000.000 tonf/m^2. Stirrups Strength (fys) = 24000.000 tonf/m^2. Modulus of Elasticity (Es) = 20389024.157 tonf/m^2.

*.FORCES AND MOMENTS AT CHECK POINT <I> : Positive Bending Moment P-Mu = 0.10 tonf-m., LCB = 2 Negative Bending Moment N-Mu = 0.16 tonf-m., LCB = 2 Shear Force Vu = 0.35 tonf. , LCB = 2

*.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( m.) Rebar Asi( m^2.) --------------------------------------------------------- Top 1 0.045 2-P12 0.00023 Bottom 2 0.355 2-P12 0.00023 --------------------------------------------------------- Stirrups : P9

=============================================================================== [[[*]]] ANALYZE POSITIVE BENDING MOMENT CAPACITY. ===============================================================================

( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)

( ). Check spacing of reinforcement closet to the tensile face. -. fs = (2/3)*fy =26666.667 tonf/m^2. -. cc = 0.039 m. -. s1 = 15*(40000/fs) - 2.5Cc = 0.304 m. -. s2 = 12*(40000/fs) = 0.321 m. -. smax = MIN[ s1, s2 ] = 0.304 m. -. s = 0.060 m. < smax ---> O.K.

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( ). Compute required ratio of reinforcement. -. k = 1.000000 -. Rhomi1 = MAX[ 3*SQRT(fc)/fy, 200/fy ] = 0.0035 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0002 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0002 -. Rho_et = 0.85*beta1*(fc/fy)*(0.003/(0.003+0.004)) = 0.0163 -. Rhomax = k*Rho_et = 0.0163

( ). Check ratio of tensile reinforcement. -. Rho = Ast/(bw*d) = 0.0042 -. Rhomin < Rho < Rhomax ---> O.K !

( ). Check maximum permissible tensile reinforcement. -. cb = (0.003/(0.003+0.004))*d = 0.152 m. -. c_max = cb = 0.152 m. -. a_max = beta1*c_max = 0.129 m. -. Cc_max = 0.85*fc*(bw*a_max) = 34.63 tonf. -. esc = 0.003*(c_max-dc)/c_max = 0.002 -. fsc = Es*esc = 40000.000 tonf/m^2. -. Cs = (fsc-0.85*fc)*Asc = 8.64 tonf. -. Ts_max = Cc_max+Cs = 43.27 tonf. -. Asmax = Ts_max/fy = 0.001 m^2. -. Ast = 2.262e-004 m^2. < Asmax ---> O.K !

( ). Check compression steel yield condition. -. cy = (0.003/(0.003-fy/Es))*dc = 0.130 m. -. Ccy = 0.85*fc*bw*(beta1*cy) = 29.59 tonf. -. Csy = (fy-0.85*fc)*Asc = 8.64 tonf. -. Tsy = Ccy+Csy = 38.24 tonf. -. Asy = Tsy/fy = 9.560e-004 m^2. -. Ast = 2.262e-004 m^2. < Asy ---> Compression steel does not yield.

( ). Search for neutral axis...... Unit : tonf., m. --------------------------------------------------------------------- Trial c Cc + Cs = CcCs Ts Ratio --------------------------------------------------------------------- 1-st 0.178 40.40 8.64 49.04 9.05 -342.01 2-nd 0.089 20.20 6.42 26.62 9.05 -94.16 3-rd 0.044 10.10 -0.19 9.90 9.05 90.54 4-th 0.022 5.05 -9.05 -4.00 9.05 -44.19 5-th 0.033 7.57 -4.87 2.70 9.05 29.87 6-th 0.039 8.84 -2.20 6.64 9.05 73.36 7-th 0.042 9.47 -1.13 8.34 9.05 92.15 8-th 0.043 9.78 -0.65 9.14 9.05 99.03 9-th 0.042 9.63 -0.88 8.74 9.05 96.61 10-th 0.043 9.70 -0.77 8.94 9.05 98.80 11-th 0.043 9.74 -0.71 9.04 9.05 99.89 ---------------------------------------------------------------------

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( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.034 m. -. Mn = As*fy*(d-a/2) = 3.06 tonf-m. -. phi = 0.80 -. phiMn = phi*Mn = 2.45 tonf-m.

( ). Check ratio of positive moment capacity. -. Rat_P = Mu/phiMn = 0.042 < 1.000 ---> O.K.

=============================================================================== [[[*]]] ANALYZE NEGATIVE BENDING MOMENT CAPACITY. ===============================================================================

( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)

( ). Check spacing of reinforcement closet to the tensile face. -. fs = (2/3)*fy =26666.667 tonf/m^2. -. cc = 0.039 m. -. s1 = 15*(40000/fs) - 2.5Cc = 0.304 m. -. s2 = 12*(40000/fs) = 0.321 m. -. smax = MIN[ s1, s2 ] = 0.304 m. -. s = 0.060 m. < smax ---> O.K.

( ). Compute required ratio of reinforcement. -. k = 1.000000 -. Rhomi1 = MAX[ 3*SQRT(fc)/fy, 200/fy ] = 0.0035 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0004 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0004 -. Rho_et = 0.85*beta1*(fc/fy)*(0.003/(0.003+0.004)) = 0.0163 -. Rhomax = k*Rho_et = 0.0163

( ). Check ratio of tensile reinforcement. -. Rho = Ast/(bw*d) = 0.0042 -. Rhomin < Rho < Rhomax ---> O.K !

( ). Check maximum permissible tensile reinforcement. -. cb = (0.003/(0.003+0.004))*d = 0.152 m. -. c_max = cb = 0.152 m. -. a_max = beta1*c_max = 0.129 m. -. Cc_max = 0.85*fc*(bw*a_max) = 34.63 tonf. -. esc = 0.003*(c_max-dc)/c_max = 0.002 -. fsc = Es*esc = 40000.000 tonf/m^2. -. Cs = (fsc-0.85*fc)*Asc = 8.64 tonf. -. Ts_max = Cc_max+Cs = 43.27 tonf. -. Asmax = Ts_max/fy = 0.001 m^2. -. Ast = 2.262e-004 m^2. < Asmax ---> O.K !

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( ). Check compression steel yield condition. -. cy = (0.003/(0.003-fy/Es))*dc = 0.130 m. -. Ccy = 0.85*fc*bw*(beta1*cy) = 29.59 tonf. -. Csy = (fy-0.85*fc)*Asc = 8.64 tonf. -. Tsy = Ccy+Csy = 38.24 tonf. -. Asy = Tsy/fy = 9.560e-004 m^2. -. Ast = 2.262e-004 m^2. < Asy ---> Compression steel does not yield.

( ). Search for neutral axis...... Unit : tonf., m. --------------------------------------------------------------------- Trial c Cc + Cs = CcCs Ts Ratio --------------------------------------------------------------------- 1-st 0.178 40.40 8.64 49.04 9.05 -342.01 2-nd 0.089 20.20 6.42 26.62 9.05 -94.16 3-rd 0.044 10.10 -0.19 9.90 9.05 90.54 4-th 0.022 5.05 -9.05 -4.00 9.05 -44.19 5-th 0.033 7.57 -4.87 2.70 9.05 29.87 6-th 0.039 8.84 -2.20 6.64 9.05 73.36 7-th 0.042 9.47 -1.13 8.34 9.05 92.15 8-th 0.043 9.78 -0.65 9.14 9.05 99.03 9-th 0.042 9.63 -0.88 8.74 9.05 96.61 10-th 0.043 9.70 -0.77 8.94 9.05 98.80 11-th 0.043 9.74 -0.71 9.04 9.05 99.89 ---------------------------------------------------------------------

( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.034 m. -. Mn = As*fy*(d-a/2) = 3.06 tonf-m. -. phi = 0.80 -. phiMn = phi*Mn = 2.45 tonf-m.

( ). Check ratio of negative moment capacity. -. Rat_N = Mu/phiMn = 0.066 < 1.000 ---> O.K.

=============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY. ===============================================================================

( ). Compute shear strength of concrete. -. Vu = 0.35 tonf. -. Vc = 2*SQRT(fc)*bw*d = 4.09 tonf. -. phi = 0.70 -. phiVc = phi*Vc = 2.86 tonf. -. Vu < phiVc/2 ---> Shear reinforcement is not required.

( ). Compute required shear reinforcement. -. Applied spacing s = MIN[ d/2, 24 in ] = 0.178 m.

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Meshed Wall Checking Maximum Result Data

Untitled.rcs

------------------------------------------------------------------------------------------ midas Gen - RC-Mesh Flexural Wall Checking [ ACI318-11 ] Gen 2014==========================================================================================

==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN W3-1. (Horizontal)====================================================================================

-. Information of Parameters. Elem No. : 998 LCB No. : 2 Materials : fc = 2100.0000 tonf/m^2. Fy = 40000.0000 tonf/m^2. Thickness : t = 0.2500 m. Covering : Dw = 0.0580 m. Sig_x = 47.2582 tonf/m^2. Sig_y = -155.0309 tonf/m^2. Tau_xy = 0.2528 tonf/m^2.

-. Required Reinforcement and Concrete stress. (Sig_y in Tension or Sig_x*Sig_y <= Tau_xy^2 --> Rebar Required!) ftx = 0.0000 tonf/m^2. fty = Tau_xy^2/Sig_x - Sig_y = 155.0322 tonf/m^2.

f'tx = 155.0322 tonf/m^2. f'ty = 0.0000 tonf/m^2. Sig_c = Sig_x*[1 + (Tau_xy/Sig_x)^2 ] = 47.2595 tonf/m^2.

rhoy_req = 0.0015 rhox_req = 0.0065

-. Tensile Strength provided by Reinforcement. b = 1.0 m. (by Unit Length). Asx_Req = 0.0016 m^2/m. ( 0.0016 m^2/m.) Asy_Req = 0.0004 m^2/m. ( 0.0004 m^2/m.) Asx_use = 0.0013 m^2/m. ( 0.0013 m^2/m.) Asy_use = 0.0013 m^2/m. ( 0.0013 m^2/m.) ftnx = Asx_use/(b*t)*fy = 214.4640 tonf/m^2. ftny = Asy_use/(b*t)*fy = 214.4640 tonf/m^2.

-. Check the Ratio. Rein. Bar_x : P16 @5" (Hor.) Rein. Bar_y : P16 @5" (Ver.) Rat_x = f'tx/ftnx = 0.723 Rat_y = f'ty/ftny = 0.000 Rat_c = Sig_c/fc = 0.023 Rat = Rat_x = 0.723 < 1.0 ---> O.K !

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Meshed Wall Checking Maximum Result Data

Untitled.rcs

------------------------------------------------------------------------------------------ midas Gen - RC-Mesh Flexural Wall Checking [ ACI318-11 ] Gen 2014==========================================================================================

==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN W1-1. (Horizontal)====================================================================================

-. Information of Parameters. Elem No. : 771 LCB No. : 18 Materials : fc = 2100.0000 tonf/m^2. Fy = 40000.0000 tonf/m^2. Thickness : t = 0.4000 m. Covering : Dw = 0.0580 m. Sig_x = 61.6411 tonf/m^2. Sig_y = 19.4435 tonf/m^2. Tau_xy = 0.9853 tonf/m^2.

-. Required Concrete stress. (Both Sig_x and Sig_y in Compression and Sig_x*Sig_y > Tau_xy^2) Sig_c = Sig_x*[1 + (Tau_xy/Sig_x)^2 ] = 61.6568 tonf/m^2.

(Use only minimum reinforcements.) rhox_req = 0.0025 rhoy_req = 0.0015 -. Tensile Strength provided by Reinforcement. b = 1.0 m. (by Unit Length). Asx_Req = 0.0010 m^2/m. ( 0.0010 m^2/m.) Asy_Req = 0.0006 m^2/m. ( 0.0006 m^2/m.) Asx_use = 0.0013 m^2/m. ( 0.0013 m^2/m.) Asy_use = 0.0013 m^2/m. ( 0.0013 m^2/m.) ftnx = Asx_use/(b*t)*fy = 134.0400 tonf/m^2. ftny = Asy_use/(b*t)*fy = 134.0400 tonf/m^2.

-. Check the Ratio. Rein. Bar_x : P16 @5" (Hor.) Rein. Bar_y : P16 @5" (Ver.) Rat = Sig_c/fc = 0.029 < 1.0 ---> O.K !

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3. structural concrete design. (ultimate strength design, · 2017-01-30 · 1. reinforced concrete...

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