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1. REINFORCED CONCRETE
1.1 Code of Practices
1.1.1 American Concrete Institute, ACI 318-83
1.1.2 ACI Detailing Manual - 1980, Publication SP-66
1.1.3 Engineering Institute of Thailand, EIT 1001
1.1.4 Thailand Construction Code of Practice & Control Law BE.2522
1.2 Material Properties
1.2.1 Concrete fc' at 28 days (Cylinder) = 210 ksc.
fc = 0.45fc' = 95.00 ksc.
vc = 0.29 fc' = 4.21 ksc.
1.2.2 Reinforcement and R.C. Factor
SD-30 SD-30 SD-40
fy 3,000 3,000 4,000 ksc.
fs = 0.5fy 1500 1500 1700 ksc.
Es 2.04 x 106
2.04 x 106
2.04 x 106
ksc.
EC = 15,210 fc' 220,414 219,110 219,110 ksc.
k 0.370 0.371 0.342
j 0.877 0.876 0.886
n = 9.26 9.31
R = fc . J .k 15.391 14.401
Structural Design Criteria
ksc.
9.31
15.441
ES
EC
1
2
2. Structural Concrete Design. (Ultimate Strength Design, USD.)
Concrete fc' at 28 days (Cylinder) fc' = ksc.
Grade of Main Rebar (SD30) fy = ksc.
Grade of Sub-Rebar (SD24) fy = ksc.
For Flexure f = 0.90
For Axial Tension with Flexure. f = 0.90
For Axial Compression, and Axil Compression with Flexure
- Member with spiral Reinforcement f = 0.75
- Other Reinforcement Member f = 0.85
For Shear f = 0.85
3. 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.
4. Loading Condition.
DL. Of Roof Tile (กระเบ�องลกฟกลอนค) = 20 kg/m2
LL. Of Roof = 30 kg/m2
LL. กนสาด = 100 kg/m2
LL. หองน�า = 150 kg/m2
LL. หองเรยน = 300 kg/m2
LL. ทางเดน และบนได = 400 kg/m2
LL. ถงเกบน�า = 500 kg/m2
DL. อฐมอญ = 180 kg/m2
DL. อฐมอญเตมแผน = 360 kg/m2
DL. Of Concrete = 2,400 kg/m3
0.30
4,100
2,200
2.1 x 106
Stength Reduction Factors
Structural Design Criteria
American Concrete Institute ACI 318-89
AISC-ASD89 & AISI-CFSD86
210
3,000
2,400
Loading Condition.
SS400
2,400
5. Wind Load Design. UBC (1997)
Exposure Category : =
Basic Wind Speed : = mile/h
Importance Factor (I) : =
Mean Roof Height : = m.
6. Load Combination List
(LCB ) (LCB )1 1.4D + 1.7L 1 D + L
2 0.75(1.4D + 1.7L + 1.7Wx) 2 0.75(D + L + Wx)
3 0.75(1.4D + 1.7L + 1.7Wy) 3 0.75(D + L + Wy)
4 0.75(1.4D + 1.7L - 1.7Wx) 4 0.75(D + L - Wx)
5 0.75(1.4D + 1.7L - 1.7Wy) 5 0.75(D + L - Wy)
6 0.9D + 1.3Wx 6 0.75(D + Wx)
7 0.9D + 1.3Wy 7 0.75(D + Wy)
8 0.9D - 1.3Wx 8 0.75(D - Wx)
9 0.9D - 1.3Wy 9 0.75(D - Wy)
10 SERV :D + L
11 SERV :D + L + Wx
12 SERV :D + L + Wy
13 SERV :D + L - Wx
14 SERV :D + L - Wy
15 SERV :D + Wx
16 SERV :D + Wy
17 SERV :D - Wx
18 SERV :D - Wy
(LCB )19 Footing Strength Envelope
20 Footing Serviceability Envelope
7. Pile & Soil
P.C. Pile (Allowable Load per Pile > F.S. = 2.5 ) = 0.30 x 0.30 m. ( 50 Tons )
รบน�าหนกบรรทกปลอดภยไดไมนอยกวา 50 ตน
Pile & Soil
UBC (1997)B
70
1.00
1 + 2 + 3 + 4 + 5 + 6 + 7 + 8 + 9
10 + 11 + 12 + 13 + 14 + 15 + 16 + 17 + 18
(Steel Design) Description (Concrete Design) Description
Load Combination List ACI 318-89 & AISC-ASD89 & AISI-CFSD86
21.80
Structural Design Criteria
Combination (LCB) ACI 318-89
(Concrete Design) Description Combination (LCB)
MIDAS/Gen WIND LOAD CALC. PROJECT TITLE :
Company
Author
Client
File Name STA(Design).wpf
WIND LOADS BASED ON UBC1997(Normal Force Method) [UNIT: kgf, m] _________________________________________________________________________________
Design Wind Loads : F = p * Area Design Wind Pressure : p = Ce1*Cq1*qs*Iw-Ce2*Cq2*qs*Iw
Exposure Category : B Basic Wind Speed [mph] : V = 70.00 Importance Factor : Iw = 1.00 Windward Pressure Coefficient : Cq1 = 0.80 Leeward Pressure Coefficient : Cq2 = -0.50 Wind Stagnation Pressure [psf] : qs = 12.60
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
-----------------------------------------------------------------------------------------------
** Combined Height, Exposure and Gust Factor Coefficients at Windward and Leeward Walls (Ce1, Ce2)
STORY Ce1 Ce2 NAME (Windward) (Leeward) ---------- ----------- ----------- Roof 1.002 1.002 12F 1.002 1.002 11F 0.977 1.002 10F 0.975 1.002 8F 0.918 1.002 6F 0.855 1.002 4F 0.769 1.002 2F 0.667 1.002 1F 0.620 1.002 ----------------------------------
** Story Force = Wind Force x Scale Factor + Added Force
** Story Torsion = Wind Torsion x Scale Factor + Added Torsion
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 ---------- -------- ------- ------- ------- ---------- ---------- ---------- ---------- ---------- Roof 80.1235 21.8 0.825 0.0 694.06979 0.0 694.06979 0.0 0.0 12F 80.1235 20.15 0.9 10.5 756.2229 0.0 756.2229 694.06979 1145.2151 11F 78.92459 20.0 1.825 10.5 2241.4044 0.0 2241.4044 1450.2927 1362.759 10F 78.8156 16.5 3.5 15.8 2578.166 0.0 2578.166 3691.6971 14283.699 8F 75.98376 13.0 3.5 3.0 781.51102 0.0 781.51102 6269.8631 36228.22 6F 72.87548 9.5 3.5 3.0 743.16904 0.0 743.16904 7051.3742 60908.029 4F 68.68052 6.0 4.0 3.0 790.11735 0.0 790.11735 7794.5432 88188.931 2F 63.63624 1.5 3.0 3.0 1050.5155 0.0 1050.5155 8584.6605 126819.9 G.L. 61.33046 0.0 0.75 13.5 0.0 0.0 -- 9635.1761 141272.67--------------------------------------------------------------------------------------------------
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
- 1 / 2 -
Print Date/Time : 03/09/2010 21:08 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen WIND LOAD CALC. PROJECT TITLE :
Company
Author
Client
File Name STA(Design).wpf
STORY NAME PRESSURE ELEV. LOADED LOADED WIND ADDED STORY STORY OVERTURN`G HEIGHT BREADTH FORCE FORCE FORCE SHEAR MOMENT ---------- -------- ------- ------- ------- ---------- ---------- ---------- ---------- ---------- Roof 80.1235 21.8 0.825 48.0 3172.8904 0.0 0.0 0.0 0.0 12F 80.1235 20.15 0.9 48.0 3457.019 0.0 0.0 0.0 0.0 11F 78.92459 20.0 1.825 48.0 6904.6388 0.0 0.0 0.0 0.0 10F 78.8156 16.5 3.5 48.0 13003.146 0.0 0.0 0.0 0.0 8F 75.98376 13.0 3.5 48.0 12504.176 0.0 0.0 0.0 0.0 6F 72.87548 9.5 3.5 48.0 11890.705 0.0 0.0 0.0 0.0 4F 68.68052 6.0 4.0 48.0 12641.878 0.0 0.0 0.0 0.0 2F 63.63624 1.5 3.0 48.0 9080.6103 0.0 0.0 0.0 0.0 G.L. 61.33046 0.0 0.75 48.0 0.0 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 21.8 0.825 0.0 0.0 0.0 0.0 0.0 12F 0.0 20.15 0.9 10.5 0.0 0.0 0.0 0.0 11F 0.0 20.0 1.825 10.5 0.0 0.0 0.0 0.0 10F 0.0 16.5 3.5 15.8 0.0 0.0 0.0 0.0 8F 0.0 13.0 3.5 3.0 0.0 0.0 0.0 0.0 6F 0.0 9.5 3.5 3.0 0.0 0.0 0.0 0.0 4F 0.0 6.0 4.0 3.0 0.0 0.0 0.0 0.0 2F 0.0 1.5 3.0 3.0 0.0 0.0 0.0 0.0 G.L. 0.0 0.0 0.75 13.5 0.0 0.0 -- 0.0-----------------------------------------------------------------------------------------
- 2 / 2 -
Print Date/Time : 03/09/2010 21:08 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen WIND LOAD CALC. PROJECT TITLE :
Company
Author
Client
File Name STA(Design).wpf
WIND LOADS BASED ON UBC1997(Normal Force Method) [UNIT: kgf, m] _________________________________________________________________________________
Design Wind Loads : F = p * Area Design Wind Pressure : p = Ce1*Cq1*qs*Iw-Ce2*Cq2*qs*Iw
Exposure Category : B Basic Wind Speed [mph] : V = 70.00 Importance Factor : Iw = 1.00 Windward Pressure Coefficient : Cq1 = 0.80 Leeward Pressure Coefficient : Cq2 = -0.50 Wind Stagnation Pressure [psf] : qs = 12.60
Scale Factor for X-directional Wind Loads : SFx = 0.00 Scale Factor for Y-directional Wind Loads : SFy = 1.00
----------------------------------------------------------------------------------------------- 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
-----------------------------------------------------------------------------------------------
** Combined Height, Exposure and Gust Factor Coefficients at Windward and Leeward Walls (Ce1, Ce2)
STORY Ce1 Ce2 NAME (Windward) (Leeward) ---------- ----------- ----------- Roof 1.002 1.002 12F 1.002 1.002 11F 0.977 1.002 10F 0.975 1.002 8F 0.918 1.002 6F 0.855 1.002 4F 0.769 1.002 2F 0.667 1.002 1F 0.620 1.002 ----------------------------------
** Story Force = Wind Force x Scale Factor + Added Force
** Story Torsion = Wind Torsion x Scale Factor + Added Torsion
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 ---------- -------- ------- ------- ------- ---------- ---------- ---------- ---------- ---------- Roof 80.1235 21.8 0.825 0.0 694.06979 0.0 0.0 0.0 0.0 12F 80.1235 20.15 0.9 10.5 756.2229 0.0 0.0 0.0 0.0 11F 78.92459 20.0 1.825 10.5 2241.4044 0.0 0.0 0.0 0.0 10F 78.8156 16.5 3.5 15.8 2578.166 0.0 0.0 0.0 0.0 8F 75.98376 13.0 3.5 3.0 781.51102 0.0 0.0 0.0 0.0 6F 72.87548 9.5 3.5 3.0 743.16904 0.0 0.0 0.0 0.0 4F 68.68052 6.0 4.0 3.0 790.11735 0.0 0.0 0.0 0.0 2F 63.63624 1.5 3.0 3.0 1050.5155 0.0 0.0 0.0 0.0 G.L. 61.33046 0.0 0.75 13.5 0.0 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 Y - D I R E C T I O N
- 1 / 2 -
Print Date/Time : 03/09/2010 21:13 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen WIND LOAD CALC. PROJECT TITLE :
Company
Author
Client
File Name STA(Design).wpf
STORY NAME PRESSURE ELEV. LOADED LOADED WIND ADDED STORY STORY OVERTURN`G HEIGHT BREADTH FORCE FORCE FORCE SHEAR MOMENT ---------- -------- ------- ------- ------- ---------- ---------- ---------- ---------- ---------- Roof 80.1235 21.8 0.825 48.0 3172.8904 0.0 3172.8904 0.0 0.0 12F 80.1235 20.15 0.9 48.0 3457.019 0.0 3457.019 3172.8904 5235.2692 11F 78.92459 20.0 1.825 48.0 6904.6388 0.0 6904.6388 6629.9094 6229.7556 10F 78.8156 16.5 3.5 48.0 13003.146 0.0 13003.146 13534.548 53600.674 8F 75.98376 13.0 3.5 48.0 12504.176 0.0 12504.176 26537.694 146482.6 6F 72.87548 9.5 3.5 48.0 11890.705 0.0 11890.705 39041.871 283129.15 4F 68.68052 6.0 4.0 48.0 12641.878 0.0 12641.878 50932.575 461393.16 2F 63.63624 1.5 3.0 48.0 9080.6103 0.0 9080.6103 63574.453 747478.2 G.L. 61.33046 0.0 0.75 48.0 0.0 0.0 -- 72655.063 856460.8--------------------------------------------------------------------------------------------------
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 21.8 0.825 0.0 0.0 0.0 0.0 0.0 12F 0.0 20.15 0.9 10.5 0.0 0.0 0.0 0.0 11F 0.0 20.0 1.825 10.5 0.0 0.0 0.0 0.0 10F 0.0 16.5 3.5 15.8 0.0 0.0 0.0 0.0 8F 0.0 13.0 3.5 3.0 0.0 0.0 0.0 0.0 6F 0.0 9.5 3.5 3.0 0.0 0.0 0.0 0.0 4F 0.0 6.0 4.0 3.0 0.0 0.0 0.0 0.0 2F 0.0 1.5 3.0 3.0 0.0 0.0 0.0 0.0 G.L. 0.0 0.0 0.75 13.5 0.0 0.0 -- 0.0-----------------------------------------------------------------------------------------
- 2 / 2 -
Print Date/Time : 03/09/2010 21:13 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
Ec = 219,110 ksc. fc = 94.5 ksc. R = 15.316 ksc.
n = 9.31 fc' = 210 ksc. j = 0.877
k = 0.370 fs = 1500 ksc. L = 5.50 m.ลกนอน = 0.250 m. 16 mm.ลกตง = 0.1703 m. 9 mm.
ความกวางบนได = 1.200 m. 0.030 m.
กาหนดความหนา = 0.20 m. 0.2 m.
นาหนกบรรทกคงท = = 665.79 kg/m2.= ( WDL ) = 798.94 kg/m.
นาหนกบรรทกจร = WLL = 400 kg/m2.= ( WLL ) = 480 kg/m.
นาหนกทงหมด = ( WDL + WLL ) = 1278.94 kg/m.
DL LL
Vmax = = 3517 kg 2,197 1,320d = 0.2 - 0.03 - 0.008 = 0.162 m. 0.04
Mr = R x b x d2= 4019.470 3,224.00 OK.
vc = 0.29 fc' = 4.202 kg/cm.
Vc = vc x b x d = 6808.049 3,517.09 OK.
AS = = 15.132 cm2
Asmin = 0.0025 x 100 x 20 = 5.00 cm2
>
>DB-16 mm. @ 0.13 m.
RB-9 mm. @ 0.13 m.
Stair (ST1)
= = 3224.003 kg-m.
เหลกแกน =เหลกกนราว =
Corvering =
Mmax
บนไดทมจดรองรบเปน Fix Support
W x L2
0.5 x (W x L )
M
DB-16 mm. @ 0.1 m.
RB-9 mm. @ 0.15 m.
RB-6 mm. @0.2 m.
DB-16 mm. @ 0.1 m.
RB-6mm.
0.2 m.
5.5 m.
12
8 9 12
DB-16 mm. @ 0.1 m.
ST1
RB-9 mm. @ 0.15 m.
2,400 12 ( b + 0.025 ) h + t b + h 2 2
b + h 2 2
VisStructure 03 One-way Slab
( สงวนลขสทธ ) ชอโครงการ : โรงเรยนเทศบาล
วศวกร : สมบรณ แซลม ชอแผนพน : S1
Input Data
คอนกรตหมเหลก ................ = 3.00 ซม. นาหนกบรรทก = 100 กก./ตร.ม.
fc ..................................... = 95 กก./ตร.ซม. ความยาวชวง = 1.50 ม.
fc' .................................... = 210 กก./ตร.ซม. ความหนาของแผนพน = 10.00 ซม.
fs (ขนาด 6 มม. และ 9 มม.) = 1,200 กก./ตร.ซม. สมประสทธโมเมนต = 1/24 ทางซาย
fy (ขนาด 6 มม. และ 9 มม.) = 2,400 กก./ตร.ซม. สมประสทธโมเมนต = 1/9 ทางขวา
fs (ขนาดตงแต 12 มม.ขนไป) = 1,500 กก./ตร.ซม. สมประสทธโมเมนต = 1/14 กลางชวง
fy (ขนาดตงแต 12 มม.ขนไป) = 3,000 กก./ตร.ซม.
Result
ระยะโกงทนทเมอถอดแบบหลอ = 0.0050 ซม. นาหนกทถายเขาคาน = 255 กก./ม.
ระยะโกงประสทธผล = 0.0128 ซม. เหลกเสรมตานการยดหด = 2.50 ตร.ซม./ม.
ระยะโกงประสทธผลทยอมให = 0.6250 ซม.
M Mc R j d As
(กก.-ม./ม.) (กก.-ม./ม.) (ซม.) (ตร.ซม./ม.)
ทางซาย -31.88 736.67 17.17 0.859 6.55 0.47
ทางขวา -85.00 736.67 17.17 0.859 6.55 1.26
กลางชวง +54.64 736.67 17.17 0.859 6.55 0.81
. . . . . .0.10
RB 9มม @ 0.25
RB 9มม @ 0.25
RB 9มม @ 0.25
RB 9มม @ 0.25
0.38 0.38
1.50
S1
VisStructure 03 Two-way Slab
( สงวนลขสทธ ) ชอโครงการ : โรงเรยนเทศบาล
วศวกร : สมบรณ แซลม ชอแผนพน : S2
Input Data
คอนกรตหมเหลก ................. = 3.00 ซม.
fc ..................................... = 95 กก./ตร.ซม.
fc' .................................... = 210 กก./ตร.ซม.
fs ( ขนาด 6 มม. และ 9 มม. ) = 1,200 กก./ตร.ซม.
fy ( ขนาด 6 มม. และ 9 มม. ) = 2,400 กก./ตร.ซม.
fs ( ขนาดตงแต 12 มม.ขนไป ) = 1,500 กก./ตร.ซม.
fy ( ขนาดตงแต 12 มม.ขนไป ) = 3,000 กก./ตร.ซม.
นาหนกบรรทก...................... = 500 กก./ตร.ม.
ความยาวชวง, Lx .................. = 3.00 ม.
ความยาวชวง, Ly .................. = 4.00 ม.
ความหนาแผนพน ................. = 10.00 ซม.
Result
นาหนกทถายจากแผนพนไปยงคานดานสน = 740 กก./ม. ( เพอการคานวนหาโมเมนตดดของคาน )
นาหนกทถายจากแผนพนไปยงคานดานยาว = 902 กก./ม. ( เพอการคานวนหาโมเมนตดดของคาน )
นาหนกทถายจากแผนพนไปยงคานดานสน = 555 กก./ม. ( เพอการคานวนหานาหนกทถายเขาเสา )
นาหนกทถายจากแผนพนไปยงคานดานยาว = 694 กก./ม. ( เพอการคานวนหานาหนกทถายเขาเสา )
เหลกเสรมตานการยดหดในทศทางดานสน = 2.50 ตร.ซม./ม. เลอกใช RB 9มม @ 0.25
เหลกเสรมตานการยดหดในทศทางดานยาว = 2.50 ตร.ซม./ม. เลอกใช RB 9มม @ 0.25
สมประสทธ R j d Mc M As เหลกเสรมทางสน
โมเมนต ซม. กก.-ม./ม. กก.-ม./ม. ตร.ชม./ม. ม.
ทขอบ AB -0.0410 17.1709 0.859 6.55 737 -273 4.04 RB 9มม @ 0.15
ทขอบ CD -0.0820 17.1709 0.859 6.55 737 -546 8.09 RB 9มม @ 0.075
กลางชวง +0.0620 17.1709 0.859 6.55 737 +413 6.12 RB 9มม @ 0.10
สมประสทธ R j d Mc M As เหลกเสรมทางยาว
โมเมนต ซม. กก.-ม./ม. กก.-ม./ม. ตร.ชม./ม. ม.
ทขอบ DA -0.0290 17.1709 0.859 6.55 737 -193 2.86 RB 9มม @ 0.22
ทขอบ BC -0.0290 17.1709 0.859 6.55 737 -193 2.86 RB 9มม @ 0.22
กลางชวง +0.0440 17.1709 0.859 5.65 548 +293 5.03 RB 9มม @ 0.125
A
B C
D
. . . . . . . . . . . . . . . . . . . . . . . 0.10
RB 9มม @ 0.20
RB 9มม @ 0.10
RB 9มม @ 0.15
RB 9มม @ 0.25
RB 9มม @ 0.075
1.00 1.00
0.60 1.80 0.60
3.00
S2 รปตดทางดานสน
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.10
RB 9มม @ 0.25
RB 9มม @ 0.125
RB 9มม @ 0.22
RB 9มม @ 0.25
RB 9มม @ 0.22
1.35 1.35
0.80 2.40 0.80
4.00
S2 รปตดทางดานยาว
VisStructure 03 Cantilevered Slab
( สงวนลขสทธ ) ชอโครงการ : โรงเรยนเทศบาล
วศวกร : สมบรณ แซลม ชอแผนพน : S3
Input Data
คอนกรตหมเหลก .................. = 3.00 ซม.
fc ....................................... = 95 กก./ตร.ซม.
fc' ...................................... = 210 กก./ตร.ซม.
fs ( ขนาด 6 มม. และ 9 มม. ) = 1,200 กก./ตร.ซม.
fy ( ขนาด 6 มม. และ 9 มม. ) = 2,400 กก./ตร.ซม.
fs ( ขนาดตงแต 12 มม.ขนไป ) = 1,500 กก./ตร.ซม.
fy ( ขนาดตงแต 12 มม.ขนไป ) = 3,000 กก./ตร.ซม.
นาหนกบรรทก ...................... = 100 กก./ตร.ม.
ความยาวชวง ......................... = .80 ม.
Point Load ตอความยาว 1 เมตร = 168 กก./ม.
ระยะจาก Point Load ถงทรองรบ = 0.70 ม.
ความหนาของแผนพน ............. = 10 ซม.
Result
นาหนกทถายเขาคาน ........... = 440 กก./ม.
เหลกเสรมตานการยดหด ..... = 2.50 ตร.ซม./ม.
โมเมนต ........................... = 226 กก.-ม./ม.
Mc .................................. = 737 กก.-ม./ม.
As ................................... = 3.35 ตร.ซม./ม.
R .................................... = 17.1709
j ...................................... = 0.859
d ..................................... = 6.55 ซม.
ระยะโกงทนทเมอถอดแบบหลอ = 0.0195 ซม.
ระยะโกงประสทธผล ............ = 0.0429 ซม.
ระยะโกงประสทธผลทยอมให = 0.3333 ซม.
0.10
RB 9มม @ 0.18
RB 9มม @ 0.25
0.80
F3
VisStructure 03 Two-way Slab
( สงวนลขสทธ ) ชอโครงการ : โรงเรยนเทศบาล
วศวกร : สมบรณ แซลม ชอแผนพน : S4
Input Data
คอนกรตหมเหลก ................. = 3.00 ซม.
fc ..................................... = 95 กก./ตร.ซม.
fc' .................................... = 210 กก./ตร.ซม.
fs ( ขนาด 6 มม. และ 9 มม. ) = 1,200 กก./ตร.ซม.
fy ( ขนาด 6 มม. และ 9 มม. ) = 2,400 กก./ตร.ซม.
fs ( ขนาดตงแต 12 มม.ขนไป ) = 1,500 กก./ตร.ซม.
fy ( ขนาดตงแต 12 มม.ขนไป ) = 3,000 กก./ตร.ซม.
นาหนกบรรทก...................... = 150 กก./ตร.ม.
ความยาวชวง, Lx .................. = 3.00 ม.
ความยาวชวง, Ly .................. = 4.00 ม.
ความหนาแผนพน ................. = 10.00 ซม.
Result
นาหนกทถายจากแผนพนไปยงคานดานสน = 390 กก./ม. ( เพอการคานวนหาโมเมนตดดของคาน )
นาหนกทถายจากแผนพนไปยงคานดานยาว = 475 กก./ม. ( เพอการคานวนหาโมเมนตดดของคาน )
นาหนกทถายจากแผนพนไปยงคานดานสน = 293 กก./ม. ( เพอการคานวนหานาหนกทถายเขาเสา )
นาหนกทถายจากแผนพนไปยงคานดานยาว = 366 กก./ม. ( เพอการคานวนหานาหนกทถายเขาเสา )
เหลกเสรมตานการยดหดในทศทางดานสน = 2.50 ตร.ซม./ม. เลอกใช RB 9มม @ 0.25
เหลกเสรมตานการยดหดในทศทางดานยาว = 2.50 ตร.ซม./ม. เลอกใช RB 9มม @ 0.25
สมประสทธ R j d Mc M As เหลกเสรมทางสน
โมเมนต ซม. กก.-ม./ม. กก.-ม./ม. ตร.ชม./ม. ม.
ทขอบ AB -0.0410 17.1709 0.859 6.55 737 -144 2.13 RB 9มม @ 0.25
ทขอบ CD -0.0820 17.1709 0.859 6.55 737 -288 4.26 RB 9มม @ 0.14
กลางชวง +0.0620 17.1709 0.859 6.55 737 +218 3.22 RB 9มม @ 0.18
สมประสทธ R j d Mc M As เหลกเสรมทางยาว
โมเมนต ซม. กก.-ม./ม. กก.-ม./ม. ตร.ชม./ม. ม.
ทขอบ DA -0.0290 17.1709 0.859 6.55 737 -102 1.51 RB 9มม @ 0.25
ทขอบ BC -0.0290 17.1709 0.859 6.55 737 -102 1.51 RB 9มม @ 0.25
กลางชวง +0.0440 17.1709 0.859 5.65 548 +154 2.65 RB 9มม @ 0.20
A
B C
D
. . . . . . . . . . . . . . . 0.10
RB 9มม @ 0.18
RB 9มม @ 0.25
RB 9มม @ 0.25
RB 9มม @ 0.14
1.00 1.00
3.00
S4 รปตดทางดานสน
. . . . . . . . . . . . . . . . . . . . . . 0.10
RB 9มม @ 0.20
RB 9มม @ 0.25
RB 9มม @ 0.25
RB 9มม @ 0.25
1.35 1.35
4.00
S4 รปตดทางดานยาว
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | MIDAS/Gen - Design & checking system for windows | +============================================================+ | RC-Member(Beam/Column/Brace/Wall) Analysis and Design | | Based On ACI318-02, ACI318-99, ACI318-95, ACI318-89, | | CSA-A23.3-94, BS8110-97, Eurocode2 | | | | | | | | | | (c)1989-2006 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | | Tel : 360-753-5540, Fax : 360-753-5542 | +============================================================+ | MIDAS/Gen Version 7.0.2 | +============================================================+
*. DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1 1 DL( 1.400) + LL( 1.700) 2 1 DL( 1.050) + LL( 1.275) + Wx( 1.275) 3 1 DL( 1.050) + LL( 1.275) + Wy( 1.275) 4 1 DL( 1.050) + LL( 1.275) + Wx(-1.275) 5 1 DL( 1.050) + LL( 1.275) + Wy(-1.275) 6 1 DL( 0.900) + Wx( 1.300) 7 1 DL( 0.900) + Wy( 1.300) 8 1 DL( 0.900) + Wx(-1.300) 9 1 DL( 0.900) + Wy(-1.300)--------------------------------------------------------------------------------------
- 1 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
*.MIDAS/Gen - RC-BEAM Analysis/Design Program.
*.PROJECT : *.DESIGN CODE : ACI318-89, *.UNIT SYSTEM : kgf, m *.MEMBER : Member Type = BEAM, MEMB = 606
*.DESCRIPTION OF BEAM DATA (iSEC = 16) : B11 Section Type : Rectangle (RECT) Beam Length (Span) = 10.500 m. Section Depth (Hc) = 0.600 m. Section Width (Bc) = 0.450 m. Concrete Strength (fc) = 2100000.000 kgf/m^2. Main Rebar Strength (fy) = 30000000.000 kgf/m^2. Stirrups Strength (fys) = 24000000.000 kgf/m^2. Modulus of Elasticity (Es) = 2.039e+010 kgf/m^2.
*.FORCES AND MOMENTS AT CHECK POINT <I> : Positive Bending Moment P-Mu = 9137.12 kgf-m., LCB = 1 Negative Bending Moment N-Mu = 28584.63 kgf-m., LCB = 1 Shear Force Vu = 24062.01 kgf. , LCB = 1
*.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( m.) Rebar Asi( m^2.) --------------------------------------------------------- Top 1 0.064 6- 2-P25 0.00393 Bottom 2 0.548 6-P25 0.00295 --------------------------------------------------------- Stirrups : P9
=============================================================================== [[[*]]] ANALYZE POSITIVE BENDING MOMENT CAPACITY. ===============================================================================
( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)
( ). Compute required ratio of reinforcement. -. Rhomi1 = 200/fy = 0.0047 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0034 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0034 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0339 -. Rhomax = 0.75*Rhob = 0.0254
( ). Check ratio of tensile reinforcement. -. Rho = As/(bw*d) = 0.0119 -. Rhomin < Rho < Rhomax ---> O.K !
- 2 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.110 m. -. Mn = As*fy*(d-a/2) = 43604.03 kgf-m. -. phi = 0.90 -. phiMn = phi*Mn = 39243.63 kgf-m.
( ). Check ratio of positive moment capacity. -. Rat_P = Mu/phiMn = 0.233 < 1.000 ---> O.K.
=============================================================================== [[[*]]] ANALYZE NEGATIVE BENDING MOMENT CAPACITY. ===============================================================================
( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)
( ). Compute required ratio of reinforcement. -. Rhomi1 = 200/fy = 0.0047 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0118 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0047 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0339 -. Rhomax = 0.75*Rhob = 0.0254
( ). Check ratio of tensile reinforcement. -. Rho = As/(bw*d) = 0.0163 -. Rhomin < Rho < Rhomax ---> O.K !
( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.147 m. -. Mn = As*fy*(d-a/2) = 54494.51 kgf-m. -. phi = 0.90 -. phiMn = phi*Mn = 49045.06 kgf-m.
( ). Check ratio of negative moment capacity. -. Rat_N = Mu/phiMn = 0.583 < 1.000 ---> O.K.
=============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY. ===============================================================================
( ). Compute shear strength of concrete. -. Vu = 24062.01 kgf. -. Vc = 2*SQRT(fc)*bw*d = 18532.55 kgf. -. phi = 0.85 -. phiVc = phi*Vc = 15752.67 kgf. -. Vu > phiVc ---> Required shear reinforcement.
( ). Compute required shear reinforcement. ( Av1 = 0.00006 m^2. ) -. Vs = (Vu-phiVc)/phi = 9775.70 kgf. -. 4*SQRT(fc)*bw*d = 37065.10 kgf. -. 8*SQRT(fc)*bw*d = 74130.19 kgf.
- 3 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
-. Vs < 4*SQRT(fc)*bw*d ---> O.K ! -. Avmin = 50*bw/fys = 0.00066 m^2/m. -. Avreq = Vs/(fys*d) = 0.00076 m^2/m. -. Av = MAX[ Avmin, Avreq ] = 0.00076 m^2/m. -. N_leg = 4 -. Maximum spacing smax = MIN[ d/2, 24 in ] = 0.268 m. -. Calculate spacing s1 = N_leg*Av1 / Av = 0.33471 m. -. Applied spacing s = MIN[ smax, s1 ] = 0.268 m.
- 4 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
*.MIDAS/Gen - RC-BEAM Analysis/Design Program.
*.PROJECT : *.DESIGN CODE : ACI318-89, *.UNIT SYSTEM : kgf, m *.MEMBER : Member Type = BEAM, MEMB = 606
*.DESCRIPTION OF BEAM DATA (iSEC = 16) : B11 Section Type : Rectangle (RECT) Beam Length (Span) = 10.500 m. Section Depth (Hc) = 0.600 m. Section Width (Bc) = 0.450 m. Concrete Strength (fc) = 2100000.000 kgf/m^2. Main Rebar Strength (fy) = 30000000.000 kgf/m^2. Stirrups Strength (fys) = 24000000.000 kgf/m^2. Modulus of Elasticity (Es) = 2.039e+010 kgf/m^2.
*.FORCES AND MOMENTS AT CHECK POINT <M> : Positive Bending Moment P-Mu = 23105.35 kgf-m., LCB = 1 Negative Bending Moment N-Mu = 0.00 kgf-m., LCB = 9 Shear Force Vu = 13780.30 kgf. , LCB = 1
*.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( m.) Rebar Asi( m^2.) --------------------------------------------------------- Top 1 0.052 6-P25 0.00295 Bottom 2 0.523 7- 7-P25 0.00687 --------------------------------------------------------- Stirrups : P9
=============================================================================== [[[*]]] ANALYZE POSITIVE BENDING MOMENT CAPACITY. ===============================================================================
( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)
( ). Compute required ratio of reinforcement. -. Rhomi1 = 200/fy = 0.0047 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0099 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0047 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0339 -. Rhomax = 0.75*Rhob = 0.0254
( ). Check ratio of tensile reinforcement. -. Rho = As/(bw*d) = 0.0292 -. Rho > Rhomax ---> Not Acceptable !!!
( ). Search for neutral axis...... Unit : kgf., m. ------------------------------------------------------- Trial c Cc Ts Ratio -------------------------------------------------------
- 5 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
1-st 0.262 178644.81 206165.40 86.65 2-nd 0.392 267967.21 140117.04 8.75 3-rd 0.327 223306.01 206165.40 91.69 4-th 0.294 200975.41 206165.40 97.48 5-th 0.311 212140.71 206165.40 97.10 6-th 0.303 206558.06 206165.40 99.81 7-th 0.298 203766.73 206165.40 98.84 8-th 0.300 205162.40 206165.40 99.51 -------------------------------------------------------
( ). Compute allowable moment capacity. -. a = beta1*c = 0.255 m. -. Mn = As*fy*(d-a/2) = 81160.67 kgf-m. -. Assumed phi = 0.90 -. phiMn = phi*Mn = 73044.60 kgf-m.
( ). Check ratio of positive moment capacity. -. Rat_P = Mu/phiMn = 0.316 < 1.000 ---> O.K.
=============================================================================== [[[*]]] ANALYZE NEGATIVE BENDING MOMENT CAPACITY. ===============================================================================
( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)
( ). Compute required ratio of reinforcement. -. Rhomi1 = 200/fy =1.0000e-007 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0000 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0000 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0339 -. Rhomax = 0.75*Rhob = 0.0254
( ). Check ratio of tensile reinforcement. -. Rho = As/(bw*d) = 0.0119 -. Rhomin < Rho < Rhomax ---> O.K !
( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.110 m. -. Mn = As*fy*(d-a/2) = 43604.03 kgf-m. -. phi = 0.90 -. phiMn = phi*Mn = 39243.63 kgf-m.
( ). Check ratio of negative moment capacity. -. Rat_N = Mu/phiMn = 0.000 < 1.000 ---> O.K.
=============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY. ===============================================================================
- 6 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
( ). Compute shear strength of concrete. -. Vu = 13780.30 kgf. -. Vc = 2*SQRT(fc)*bw*d = 18096.81 kgf. -. phi = 0.85 -. phiVc = phi*Vc = 15382.29 kgf. -. phiVc/2 < Vu < phiVc ---> Required minimum shear reinforcement.
( ). Compute required shear reinforcement. ( Av1 = 0.00006 m^2. ) -. Av = Avmin = 50*bw/fys =6.591e-004 m^2/m. -. N_leg = 4 -. Calculate spacing s1 = N_leg*Av1 / Av = 0.386 m. -. Applied spacing s = MIN[ s1, d/2, 24 in ] = 0.262 m.
- 7 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
*.MIDAS/Gen - RC-BEAM Analysis/Design Program.
*.PROJECT : *.DESIGN CODE : ACI318-89, *.UNIT SYSTEM : kgf, m *.MEMBER : Member Type = BEAM, MEMB = 606
*.DESCRIPTION OF BEAM DATA (iSEC = 16) : B11 Section Type : Rectangle (RECT) Beam Length (Span) = 10.500 m. Section Depth (Hc) = 0.600 m. Section Width (Bc) = 0.450 m. Concrete Strength (fc) = 2100000.000 kgf/m^2. Main Rebar Strength (fy) = 30000000.000 kgf/m^2. Stirrups Strength (fys) = 24000000.000 kgf/m^2. Modulus of Elasticity (Es) = 2.039e+010 kgf/m^2.
*.FORCES AND MOMENTS AT CHECK POINT <J> : Positive Bending Moment P-Mu = 4430.58 kgf-m., LCB = 1 Negative Bending Moment N-Mu = 46887.19 kgf-m., LCB = 1 Shear Force Vu = 26963.05 kgf. , LCB = 1
*.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( m.) Rebar Asi( m^2.) --------------------------------------------------------- Top 1 0.064 6- 2-P25 0.00393 Bottom 2 0.548 6-P25 0.00295 --------------------------------------------------------- Stirrups : P9
=============================================================================== [[[*]]] ANALYZE POSITIVE BENDING MOMENT CAPACITY. ===============================================================================
( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)
( ). Compute required ratio of reinforcement. -. Rhomi1 = 200/fy = 0.0047 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0016 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0016 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0339 -. Rhomax = 0.75*Rhob = 0.0254
( ). Check ratio of tensile reinforcement. -. Rho = As/(bw*d) = 0.0119 -. Rhomin < Rho < Rhomax ---> O.K !
- 8 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.110 m. -. Mn = As*fy*(d-a/2) = 43604.03 kgf-m. -. phi = 0.90 -. phiMn = phi*Mn = 39243.63 kgf-m.
( ). Check ratio of positive moment capacity. -. Rat_P = Mu/phiMn = 0.113 < 1.000 ---> O.K.
=============================================================================== [[[*]]] ANALYZE NEGATIVE BENDING MOMENT CAPACITY. ===============================================================================
( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)
( ). Compute required ratio of reinforcement. -. Rhomi1 = 200/fy = 0.0047 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0206 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0047 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0339 -. Rhomax = 0.75*Rhob = 0.0254
( ). Check ratio of tensile reinforcement. -. Rho = As/(bw*d) = 0.0163 -. Rhomin < Rho < Rhomax ---> O.K !
( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.147 m. -. Mn = As*fy*(d-a/2) = 54494.51 kgf-m. -. phi = 0.90 -. phiMn = phi*Mn = 49045.06 kgf-m.
( ). Check ratio of negative moment capacity. -. Rat_N = Mu/phiMn = 0.956 < 1.000 ---> O.K.
=============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY. ===============================================================================
( ). Compute shear strength of concrete. -. Vu = 26963.05 kgf. -. Vc = 2*SQRT(fc)*bw*d = 18532.55 kgf. -. phi = 0.85 -. phiVc = phi*Vc = 15752.67 kgf. -. Vu > phiVc ---> Required shear reinforcement.
( ). Compute required shear reinforcement. ( Av1 = 0.00006 m^2. ) -. Vs = (Vu-phiVc)/phi = 13188.69 kgf. -. 4*SQRT(fc)*bw*d = 37065.10 kgf. -. 8*SQRT(fc)*bw*d = 74130.19 kgf.
- 9 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Beam Design Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Beam Design [ ACI318-89 ] Version 7.0.2==========================================================================================
-. Vs < 4*SQRT(fc)*bw*d ---> O.K ! -. Avmin = 50*bw/fys = 0.00066 m^2/m. -. Avreq = Vs/(fys*d) = 0.00103 m^2/m. -. Av = MAX[ Avmin, Avreq ] = 0.00103 m^2/m. -. N_leg = 4 -. Maximum spacing smax = MIN[ d/2, 24 in ] = 0.268 m. -. Calculate spacing s1 = N_leg*Av1 / Av = 0.24809 m. -. Applied spacing s = MIN[ smax, s1 ] = 0.248 m.
- 10 / 10 -
Print Date/Time : 03/10/2010 19:29 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 4 m
Section Property: B1 (No : 6)
2. Section Diagram
[END-I]
0.4
0.0
42
0.0
42
0.1
TOP : 1-P12
BOT : 1-P12
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
42
0.0
42
0.1
TOP : 1-P12
BOT : 1-P12
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
42
0.0
42
0.1
TOP : 1-P12
BOT : 1-P12
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
1089.00
1
1091.07
0.9981
770.85
1
1091.07
0.7065
0.0001
0.0001
416.14
9
1091.07
0.3814
1027.80
1
1091.07
0.9420
0.0001
0.0001
946.16
1
1091.07
0.8672
770.85
1
1091.07
0.7065
0.0001
0.0001
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
1284.94
2338.52
0.0004
2-P6 @150
0.2524
1284.36
2338.52
0.0004
2-P6 @150
0.2523
1517.88
2338.52
0.0004
2-P6 @150
0.2981
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 4 m
Section Property: B2 (No : 7)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 4-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 4-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
4614.74
5
6595.64
0.6997
2755.15
7
3778.22
0.7292
0.0008
0.0004
2578.37
3
3656.67
0.7051
3021.29
1
3656.67
0.8262
0.0004
0.0004
5607.47
3
6595.64
0.8502
3630.32
9
3778.22
0.9609
0.0008
0.0004
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
5487.20
4380.48
0.0004
2-P6 @150
0.7885
5318.10
4650.91
0.0004
2-P6 @150
0.7198
6028.01
4380.48
0.0004
2-P6 @150
0.8663
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 4 m
Section Property: B3 (No : 8)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 3-P16
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 3-P16
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 3-P16
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
1613.93
4
3674.49
0.4392
2153.84
1
5376.80
0.4006
0.0004
0.0006
98.49
6
3674.49
0.0268
2828.19
1
5376.80
0.5260
0.0004
0.0006
1815.03
1
3674.49
0.4940
1192.02
1
5376.80
0.2217
0.0004
0.0006
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
4257.84
4650.91
0.0004
2-P6 @150
0.5763
1488.56
4650.91
0.0004
2-P6 @150
0.2015
2669.04
4650.91
0.0004
2-P6 @150
0.3612
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 4 m
Section Property: B4 (No : 9)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 3-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 3-P16
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 3-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
4073.99
1
5376.80
0.7577
1673.67
1
3674.49
0.4555
0.0006
0.0004
174.70
6
3674.49
0.0475
2214.42
1
5376.80
0.4118
0.0004
0.0006
3848.06
1
5376.80
0.7157
937.44
4
3674.49
0.2551
0.0006
0.0004
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
5816.76
4650.91
0.0004
2-P6 @150
0.7873
3201.26
4650.91
0.0004
2-P6 @150
0.4333
5707.11
4650.91
0.0004
2-P6 @150
0.7724
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 10.5 m
Section Property: B6 (No : 11)
2. Section Diagram
[END-I]
0.6
0.0
44
0.0
44
0.25
TOP : 4-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
[MID]0.6
0.0
44
0.0
44
0.25
TOP : 2-P16
BOT : 4-P16
STIRRUPS : 2-P6 @150
[END-J]
0.6
0.0
44
0.0
44
0.25
TOP : 4-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
8415.38
5
11415.16
0.7372
3325.68
3
5927.36
0.5611
0.0008
0.0004
2464.54
3
5927.36
0.4158
3325.68
3
11415.16
0.2913
0.0004
0.0008
9251.75
3
11415.16
0.8105
3036.15
9
5927.36
0.5122
0.0008
0.0004
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
2922.12
9079.72
0.0004
2-P6 @150
0.2188
2089.48
9079.72
0.0004
2-P6 @150
0.1565
3081.73
9079.72
0.0004
2-P6 @150
0.2308
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 10.5 m
Section Property: B7 (No : 12)
2. Section Diagram
[END-I]
0.6
0.0
44
0.0
44
0.25
TOP : 4-P16
BOT : 4-P16
STIRRUPS : 2-P6 @120
[MID]0.6
0.0
44
0.0
44
0.25
TOP : 2-P16
BOT : 6-P16
STIRRUPS : 2-P6 @120
[END-J]
0.6
0.0
44
0.0
44
0.25
TOP : 4-P16
BOT : 4-P16
STIRRUPS : 2-P6 @120
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
3235.36
9
11426.84
0.2831
2737.29
3
11426.84
0.2395
0.0008
0.0008
1961.99
3
6016.40
0.3261
2737.29
3
16544.72
0.1654
0.0004
0.0012
8988.06
1
11426.84
0.7866
534.23
9
11426.84
0.0468
0.0008
0.0008
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
2047.97
9079.72
0.0005
2-P6 @120
0.1441
2146.99
8854.36
0.0005
2-P6 @120
0.1549
3469.99
9079.72
0.0005
2-P6 @120
0.2442
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 10.5 m
Section Property: B8 (No : 13)
2. Section Diagram
[END-I]
0.6
0.0
51
50
.05
15
0.25
TOP : 3-P25
BOT : 3-P25
STIRRUPS : 2-P9 @150
[MID]0.6
0.0
51
50
.05
15
0.25
TOP : 2-P25
BOT : 5-P25
STIRRUPS : 2-P9 @150
[END-J]
0.6
0.0
51
50
.05
15
0.25
TOP : 3-P25
BOT : 3-P25
STIRRUPS : 2-P9 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
8260.40
5
20179.88
0.4093
3464.85
3
20179.88
0.1717
0.0015
0.0015
2436.01
3
13642.62
0.1786
3464.85
3
31600.50
0.1096
0.0010
0.0025
9293.43
3
20179.88
0.4605
3077.06
9
20179.88
0.1525
0.0015
0.0015
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
2912.05
8957.24
0.0008
2-P9 @150
0.1579
2116.22
8628.02
0.0008
2-P9 @150
0.1191
3108.47
8957.24
0.0008
2-P9 @150
0.1685
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 10.5 m
Section Property: B9 (No : 14)
2. Section Diagram
[END-I]
0.6
0.0
51
50
.05
15
0.4
TOP : 5-P25
BOT : 5-P25
STIRRUPS : 2-P9 @200
[MID]0.6
0.0
51
50
.05
15
0.4
TOP : 5-P25
BOT : 10-P25
STIRRUPS : 2-P9 @200
[END-J]
0.6
0.0
51
50
.05
15
0.4
TOP : 5-P25
BOT : 5-P25
STIRRUPS : 2-P9 @200
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
18128.49
1
33660.79
0.5386
10950.00
3
33660.79
0.3253
0.0025
0.0025
4863.36
9
32986.26
0.1474
14819.84
1
62310.21
0.2378
0.0025
0.0049
31977.16
1
33660.79
0.9500
5108.11
5
33660.79
0.1518
0.0025
0.0025
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
15932.39
14331.59
0.0006
2-P9 @200
0.7428
9125.57
13673.15
0.0006
2-P9 @200
0.4460
17602.22
14331.59
0.0006
2-P9 @200
0.8207
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 10.5 m
Section Property: B10 (No : 15)
2. Section Diagram
[END-I]
0.6
0.0
51
50
.05
15
0.45
TOP : 8-P25
BOT : 6-P25
STIRRUPS : 4-P9 @200
[MID]0.6
0.0
51
50
.05
15
0.45
TOP : 6-P25
BOT : 12-P25
STIRRUPS : 4-P9 @200
[END-J]
0.6
0.0
51
50
.05
15
0.45
TOP : 8-P25
BOT : 6-P25
STIRRUPS : 4-P9 @200
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
28494.95
1
51847.60
0.5496
13716.95
3
39840.42
0.3443
0.0039
0.0029
2809.80
9
39428.43
0.0713
20977.99
1
74465.41
0.2817
0.0029
0.0059
43135.09
1
51847.60
0.8320
5694.37
5
39840.42
0.1429
0.0039
0.0029
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
23421.20
15752.67
0.0013
4-P9 @200
0.7897
12463.11
15382.29
0.0013
4-P9 @200
0.4303
23727.51
15752.67
0.0013
4-P9 @200
0.8000
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 10.5 m
Section Property: B11 (No : 16)
2. Section Diagram
[END-I]
0.6
0.0
51
50
.05
15
0.45
TOP : 8-P25
BOT : 6-P25
STIRRUPS : 4-P9 @150
[MID]0.6
0.0
51
50
.05
15
0.45
TOP : 6-P25
BOT : 14-P25
STIRRUPS : 4-P9 @150
[END-J]
0.6
0.0
51
50
.05
15
0.45
TOP : 8-P25
BOT : 6-P25
STIRRUPS : 4-P9 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
30416.31
1
51847.60
0.5866
12647.78
3
39840.42
0.3175
0.0039
0.0029
4139.79
9
39474.75
0.1049
23105.35
1
84761.33
0.2726
0.0029
0.0069
47350.21
1
51847.60
0.9133
6716.94
5
39840.42
0.1686
0.0039
0.0029
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
24392.93
15752.67
0.0017
4-P9 @150
0.7113
13780.30
15382.29
0.0017
4-P9 @150
0.4115
26963.05
15752.67
0.0017
4-P9 @150
0.7862
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 4 m
Section Property: BST-B4A (No : 17)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 4-P16
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
3580.37
5
3656.67
0.9791
2108.56
1
3656.67
0.5766
0.0004
0.0004
1764.42
5
3778.22
0.4670
2222.54
5
6595.64
0.3370
0.0004
0.0008
2844.16
1
3656.67
0.7778
2022.04
1
3656.67
0.5530
0.0004
0.0004
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
5662.78
4650.91
0.0004
2-P6 @150
0.7664
4455.18
4380.48
0.0004
2-P6 @150
0.6402
4514.84
4650.91
0.0004
2-P6 @150
0.6111
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 1.5 m
Section Property: B2C (No : 18)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 3-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 3-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 3-P16
BOT : 2-P16
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
2373.10
1
5376.80
0.4414
1478.56
1
3674.49
0.4024
0.0006
0.0004
1528.86
1
5376.80
0.2843
513.89
1
3674.49
0.1399
0.0006
0.0004
2606.94
1
5376.80
0.4848
1363.94
1
3674.49
0.3712
0.0006
0.0004
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
2692.96
4650.91
0.0004
2-P6 @150
0.3645
2824.47
4650.91
0.0004
2-P6 @150
0.3823
2925.27
4650.91
0.0004
2-P6 @150
0.3959
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 4 m
Section Property: B1(N) (No : 26)
2. Section Diagram
[END-I]
0.4
0.0
42
0.0
42
0.1
TOP : 2-P12
BOT : 1-P12
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
42
0.0
42
0.1
TOP : 1-P12
BOT : 1-P12
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
42
0.0
42
0.1
TOP : 2-P12
BOT : 1-P12
STIRRUPS : 2-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
1218.41
3
1948.05
0.6254
280.86
3
1169.04
0.2402
0.0002
0.0001
622.68
1
1091.07
0.5707
904.83
3
1091.07
0.8293
0.0001
0.0001
1295.58
1
1948.05
0.6651
617.83
1
1169.04
0.5285
0.0002
0.0001
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
1350.32
2216.37
0.0004
2-P6 @150
0.2798
993.36
2338.52
0.0004
2-P6 @150
0.1951
1426.06
2216.37
0.0004
2-P6 @150
0.2955
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 3 m
Section Property: B2(N) (No : 27)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 5-P16
BOT : 3-P16
STIRRUPS : 2-P6 @150
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 3-P16
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 5-P16
BOT : 3-P16
STIRRUPS : 2-P6 @100
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
2188.22
9
8293.21
0.2639
4205.29
3
5376.68
0.7821
0.0010
0.0006
3448.97
3
3674.49
0.9386
3013.75
3
5376.80
0.5605
0.0004
0.0006
7199.62
3
8293.21
0.8681
0.00
9
5376.68
0.0000
0.0010
0.0006
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
4438.59
4650.91
0.0004
2-P6 @150
0.6008
6787.92
4650.91
0.0004
2-P6 @150
0.9187
7492.45
4434.56
0.0006
2-P6 @100
0.8973
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 3 m
Section Property: B3(N) (No : 28)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 5-P16
BOT : 2-P16
STIRRUPS : 4-P6 @150
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 2-P16
STIRRUPS : 2-P6 @130
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 5-P16
BOT : 2-P16
STIRRUPS : 4-P6 @150
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
1798.61
9
8284.70
0.2171
2130.28
7
3738.31
0.5699
0.0010
0.0004
2839.11
3
3656.67
0.7764
3388.56
3
3656.67
0.9267
0.0004
0.0004
7727.14
3
8284.70
0.9327
0.00
9
3738.31
0.0000
0.0010
0.0004
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
3216.55
4650.91
0.0008
4-P6 @150
0.3177
7297.36
4650.91
0.0004
2-P6 @130
0.9614
8877.98
4434.56
0.0008
4-P6 @150
0.9195
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 3 m
Section Property: B5(N) (No : 29)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 6-P16
BOT : 2-P16
STIRRUPS : 4-P6 @100
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 2-P16
BOT : 3-P16
STIRRUPS : 4-P6 @100
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 6-P16
BOT : 2-P16
STIRRUPS : 4-P6 @100
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
2213.37
5
9661.99
0.2291
2364.90
7
3774.78
0.6265
0.0012
0.0004
2789.63
3
3674.49
0.7592
4034.98
3
5376.80
0.7504
0.0004
0.0006
8858.40
3
9661.99
0.9168
0.00
9
3774.78
0.0000
0.0012
0.0004
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
4599.96
4380.48
0.0011
4-P6 @100
0.3797
8413.09
4650.91
0.0011
4-P6 @100
0.6540
11661.98
4380.48
0.0011
4-P6 @100
0.9626
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
1. Design Information Design Code : ACI318-89
Unit System : kgf, m
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Beam Span : 4 m
Section Property: BST-B4A(N) (No : 30)
2. Section Diagram
[END-I]
0.4
0.0
44
0.0
44
0.2
TOP : 5-P16
BOT : 3-P16
STIRRUPS : 2-P6 @100
[MID]0.4
0.0
44
0.0
44
0.2
TOP : 3-P16
BOT : 3-P16
STIRRUPS : 2-P6 @150
[END-J]
0.4
0.0
44
0.0
44
0.2
TOP : 5-P16
BOT : 3-P16
STIRRUPS : 2-P6 @100
3. Bending Moment Capacity END-I MID END-J
Negative Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Positive Moment (Mu)
Load Combination No.
Strength (PhiMn)
Check Ratio (Mu/PhiMn)
Using Rebar Top (As_top)
Using Rebar Bot (As_bot)
5290.36
5
8293.21
0.6379
4052.96
7
5376.68
0.7538
0.0010
0.0006
4704.26
3
5354.34
0.8786
3716.27
1
5354.34
0.6941
0.0006
0.0006
7339.31
3
8293.21
0.8850
3992.60
9
5376.68
0.7426
0.0010
0.0006
4. Shear Capacity END-I MID END-J
Factored Shear Force (Vu)
Shear Strength by Conc.(PhiVc)
Using Shear Reinf. (AsV)
Using Stirrups Spacing
Check Ratio
7224.75
4434.56
0.0006
2-P6 @100
0.8653
6573.95
4650.91
0.0004
2-P6 @150
0.8898
7479.65
4434.56
0.0006
2-P6 @100
0.8958
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 19:03
MIDAS/Gen RC Beam Checking Result Output
MIDAS/Gen RC Column Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Column Checking [ ACI318-89 ] Version 7.0.2==========================================================================================
+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | MIDAS/Gen - Design & checking system for windows | +============================================================+ | RC-Member(Beam/Column/Brace/Wall) Analysis and Design | | Based On ACI318-02, ACI318-99, ACI318-95, ACI318-89, | | CSA-A23.3-94, BS8110-97, Eurocode2 | | | | | | | | | | (c)1989-2006 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | | Tel : 360-753-5540, Fax : 360-753-5542 | +============================================================+ | MIDAS/Gen Version 7.0.2 | +============================================================+
*. DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1 1 DL( 1.400) + LL( 1.700) 2 1 DL( 1.050) + LL( 1.275) + Wx( 1.275) 3 1 DL( 1.050) + LL( 1.275) + Wy( 1.275) 4 1 DL( 1.050) + LL( 1.275) + Wx(-1.275) 5 1 DL( 1.050) + LL( 1.275) + Wy(-1.275) 6 1 DL( 0.900) + Wx( 1.300) 7 1 DL( 0.900) + Wy( 1.300) 8 1 DL( 0.900) + Wx(-1.300) 9 1 DL( 0.900) + Wy(-1.300)--------------------------------------------------------------------------------------
- 1 / 7 -
Print Date/Time : 03/10/2010 19:31 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Column Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Column Checking [ ACI318-89 ] Version 7.0.2==========================================================================================
*.MIDAS/Gen - RC-COLUMN Analysis/Design Program.
*.PROJECT : *.DESIGN CODE : ACI318-89, *.UNIT SYSTEM : kgf, m *.MEMBER : Member Type = COLUMN , MEMB = 22, LCB = 1, POS = I
*.DESCRIPTION OF COLUMN DATA (iSEC = 3) : C2 (30x50) Section Type : Rectangular with Ties (RT) Section Height (HTc) = 1.500 m. Section Depth (Hc) = 0.300 m. Section Width (Bc) = 0.500 m. Concrete Cover to C.O.R. (do) = 0.051 m. Concrete Strength (fc) = 2100000.000 kgf/m^2. Main Rebar Strength (fy) = 30000000.000 kgf/m^2. Ties/Spirals Strength (fys) = 24000000.000 kgf/m^2. Modulus of Elasticity (Es) = 2.039e+010 kgf/m^2.
*.DESCRIPTION OF APPLIED FACTORS FOR DESIGN/CHECKING. Live Load Reduction Factor = 0.700 (Axial, Moment, Shear)
*.REBAR PATTERN = RT - 10 - 3 - P25 Unit : m. -------------------------------------------------------- i dyi dzi Rebar Asi -------------------------------------------------------- 1 -0.199 -0.099 1-P25 0.00049 2 -0.199 0.000 1-P25 0.00049 3 -0.199 0.099 1-P25 0.00049 4 -0.066 0.099 1-P25 0.00049 5 0.066 0.099 1-P25 0.00049 6 0.199 0.099 1-P25 0.00049 7 0.199 0.000 1-P25 0.00049 8 0.199 -0.099 1-P25 0.00049 9 0.066 -0.099 1-P25 0.00049 10 -0.066 -0.099 1-P25 0.00049 --------------------------------------------------------
=============================================================================== [[[*]]] CACULATE SLENDERNESS RATIOS, MAGNIFIED FORCES/MOMENTS. ===============================================================================
( ). Factored forces/moments caused by unit load case. Unit : kgf., m. *.Load combination ID = 1 ------------------------------------------------------------------------------- Load Case Pu Myi Myj Mzi Mzj ------------------------------------------------------------------------------- DL 126953.97 -192.94 479.83 90.19 -1355.64 LL 53721.65 -55.90 129.35 -461.72 508.63 DL+LL 180675.62 -248.84 609.19 -371.52 -847.01 WL or EL -0.00 0.00 0.00 0.00 0.00 ------------------------------------------------------------------------------- DL+LL+WL(EL) 180675.62 -248.84 609.19 -371.52 -847.01 -------------------------------------------------------------------------------
- 2 / 7 -
Print Date/Time : 03/10/2010 19:31 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Column Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Column Checking [ ACI318-89 ] Version 7.0.2==========================================================================================
( ). Compute member end moments(M1,M2). Unit : kgf-m. -. For Dead Load(DL). My1D = 192.94, My2D = 479.83 Mz1D = 90.19, Mz2D = 1355.64 -. For Gravity Load(DL+LL). My1G = 248.84, My2G = 609.19 Mz1G = 371.52, Mz2G = 847.01
( ). Check slenderness ratios of BRACED/UNBRACED frame. -. Slenderness ratio limits. SRy(Unbraced) = 22.00 SRz(Unbraced) = 22.00 -. Radii of gyration. ry = 0.30*Hc = 0.090 m. rz = 0.30*Bc = 0.150 m. -. Unbraced lengths. Ly = 1.500 m. Lz = 1.500 m. -. Effective length factors. Ky = 1.000 Kz = 1.000 -. SLENy = Ky*Ly/ry = 16.667 < SRy ---> NOT SLENDER. -. SLENz = Kz*Lz/rz = 10.000 < SRz ---> NOT SLENDER.
( ). Moment magnification factors for major axis(DBy,DSy). -. DBy = 1.00 (Default value) -. DSy = 1.00 (Default value)
( ). Moment magnification factors for minor axis(DBz,DSz). -. DBz = 1.00 (Default value) -. DSz = 1.00 (Default value)
( ). Compute minimum moments(Mmin). -. emin_y = 0.6 in. + 0.03*Hc = 0.024 m. -. emin_z = 0.6 in. + 0.03*Bc = 0.030 m. -. Mmin_y = Pu * emin_y = 4379.58 kgf-m. -. Mmin_z = Pu * emin_z = 5463.63 kgf-m.
( ). Compute magnified moments. (Pos : I, Local-y : Unbraced, Local-z : Unbraced). -. No sidesway moments. QMb_y = My_G = -248.84 kgf-m. QMb_z = Mz_G = -371.52 kgf-m. -. Sidesway moments. QMs_y = My_S = 0.00 kgf-m. QMs_z = Mz_S = 0.00 kgf-m. -. Compute magnified moments(Mcy,Mcz). Mcy(No-Slender) = DBy*QMb_y + DSy*QMs_y = -248.84 kgf-m. Mcz(No-Slender) = DBz*QMb_z + DSz*QMs_z = -371.52 kgf-m.
- 3 / 7 -
Print Date/Time : 03/10/2010 19:31 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Column Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Column Checking [ ACI318-89 ] Version 7.0.2==========================================================================================
( ). Design forces/moments of column(brace). -. Axial Force (Compression) Pu = 180675.62 kgf. -. Combined Bending Moment Mc = 447.16 kgf-m. -. Bending Moment about Local-y Mcy = -248.84 kgf-m. -. Bending Moment about Local-z Mcz = -371.52 kgf-m. -. Shear Force of Local-y Vuy = 5596.64 kgf. -. Shear Force of Local-z Vuz = 1005.48 kgf.
=============================================================================== [[[*]]] ANALYZE CAPACITY OF BIAXIALLY LOADED RC_COLUMN(RC-BRACE). ===============================================================================
( ). Compute design parameters. -. Ag = 0.1500 m^2. -. Ast = 0.0049 m^2. -. Rhot = Ast/Ag = 0.032725 -. esu = fy/Es = 0.001471 -. beta1 = 0.8500 ( fc < 4000 psi.)
( ). Compute eccentricities of biaxially loaded column. -. Ecny = ABS(Mcz/Pu) = 0.0021 m. -. Ecnz = ABS(Mcy/Pu) = 0.0014 m. -. Eccn = ABS(Mc/Pu) = 0.0025 m. -. Rota = ATAN(Ecny/Ecnz) = 56.1865 deg. -. Rotation of neutral axis = 21.0700 deg.
( ). Compute concentric axial load capacity. -. Po = (0.85*fc)*(Ag-Ast) + fy*Ast = 406248.97 kgf. -. Maximum Axial Load : Pomax = 0.8*Po = 324999.18 kgf. -. Maximum Axial Tension : Pt = -fy*Ast = -147261.00 kgf.
---------------------------------------------------------------------------- *. Analysis of balanced condition. ----------------------------------------------------------------------------
( ). Compute capacity of concrete stress block. -. cb = (0.003/(0.003+esu))*d = 0.264 m. -. ab = beta1*cb = 0.224 m. -. Acom = 0.072 m^2. -. DCcy = 0.056 m. -. DCcz = 0.067 m. -. Cc = 0.85*fc*Acom = 128469.64 kgf. -. MnCy = Cc*DCcz = 8644.33 kgf-m. -. MnCz = Cc*DCcy = 7163.53 kgf-m.
( ). Compute capacity of reinforcement. ------------------------------------------------------------------------------------------------ i dsi esi fsi Asi Fsi dzi MnPyi dyi MnPzi ------------------------------------------------------------------------------------------------ 1 0.393 -0.001471 -3.00e+007 4.909e-004 -14726.10 -0.099 1450.52 -0.199 2923.13 2 0.301 -0.000426 -8684698.96 4.909e-004 -4263.06 0.000 -0.00 -0.199 846.22
- 4 / 7 -
Print Date/Time : 03/10/2010 19:31 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Column Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Column Checking [ ACI318-89 ] Version 7.0.2==========================================================================================
3 0.209 0.000619 1.26e+007 4.909e-004 6199.98 0.099 610.70 -0.199 -1230.70 4 0.162 0.001161 2.37e+007 4.909e-004 11615.64 0.099 1144.14 -0.066 -768.57 5 0.114 0.001702 3.00e+007 4.909e-004 14726.10 0.099 1450.52 0.066 974.38 6 0.067 0.002243 3.00e+007 4.909e-004 14726.10 0.099 1450.52 0.199 2923.13 7 0.158 0.001197 2.44e+007 4.909e-004 11983.91 0.000 0.00 0.199 2378.81 8 0.250 0.000152 3098312.35 4.909e-004 1520.87 -0.099 -149.81 0.199 301.89 9 0.298 -0.000389 -7934458.44 4.909e-004 -3894.79 -0.099 383.64 0.066 -257.71 10 0.346 -0.000930 -1.90e+007 4.909e-004 -9310.44 -0.099 917.08 -0.066 616.04 ------------------------------------------------------------------------------------------------ -. Ps = SUM [ Fsi ] = 28578.21 kgf. -. MnPy = SUM [ MnPyi ] = 7257.31 kgf-m. -. MnPz = SUM [ MnPzi ] = 8706.63 kgf-m.
( ). Compute nominal capacity(Pb,Mb) of Balanced Condition. -. Pb = Cc + Ps = 157047.86 kgf. -. Mny = MnCy + MnPy = 15901.64 kgf-m. -. Mnz = MnCz + MnPz = 15870.16 kgf-m. -. Mb = SQRT(Mny^2+Mnz^2) = 22466.06 kgf-m.
( ). Compare actual eccentricity with balanced eccentricity. -. Balanced eccentricity : eb = Mb/Pb = 0.143 m. -. Minimum eccentricity : Emin (not defined) = 0.000 m. -. Actual eccentricity : Eccn = Mu/Pu = 0.002 m. -. Emin < Eccn < eb ---> Compression controls.
( ). Search for neutral axis...... Unit : kgf., m. ------------------------------------------------------------------------------- Trial c Pn Mn Ecn Eccn Ratio ------------------------------------------------------------------------------- 1-st 0.541 401931.88 2095.35 0.005 0.002 47.47 -------------------------------------------------------------------------------
---------------------------------------------------------------------------- *. Final analysis with searched neutral axis. ----------------------------------------------------------------------------
( ). Compute capacity of compression stress block. -. a = beta1*c = 0.460 m. -. Acom = 0.150 m^2. -. DCcy = 0.000 m. -. DCcz = 0.000 m. -. Cc = 0.85*fc*Acom = 267750.00 kgf. -. MnCy = Cc*DCcz = 0.00 kgf-m. -. MnCz = Cc*DCcy = 0.00 kgf-m.
( ). Compute capacity of reinforcement. ------------------------------------------------------------------------------------------------ i dsi esi fsi Asi Fsi dzi MnPyi dyi MnPzi ------------------------------------------------------------------------------------------------ 1 0.393 0.000819 1.67e+007 4.909e-004 8199.66 -0.099 -807.67 -0.199 -1627.63 2 0.301 0.001329 2.71e+007 4.909e-004 13302.55 0.000 0.00 -0.199 -2640.56 3 0.209 0.001839 3.00e+007 4.909e-004 14726.10 0.099 1450.52 -0.199 -2923.13
- 5 / 7 -
Print Date/Time : 03/10/2010 19:31 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Column Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Column Checking [ ACI318-89 ] Version 7.0.2==========================================================================================
4 0.162 0.002103 3.00e+007 4.909e-004 14726.10 0.099 1450.52 -0.066 -974.38 5 0.114 0.002367 3.00e+007 4.909e-004 14726.10 0.099 1450.52 0.066 974.38 6 0.067 0.002631 3.00e+007 4.909e-004 14726.10 0.099 1450.52 0.199 2923.13 7 0.158 0.002121 3.00e+007 4.909e-004 14726.10 0.000 0.00 0.199 2923.13 8 0.250 0.001611 3.00e+007 4.909e-004 14726.10 -0.099 -1450.52 0.199 2923.13 9 0.298 0.001347 2.75e+007 4.909e-004 13482.16 -0.099 -1327.99 0.066 892.07 10 0.346 0.001083 2.21e+007 4.909e-004 10840.91 -0.099 -1067.83 -0.066 -717.31 ------------------------------------------------------------------------------------------------ -. Ps = SUM [ Fsi ] = 134181.88 kgf. -. MnPy = SUM [ MnPyi ] = 1148.07 kgf-m. -. MnPz = SUM [ MnPzi ] = 1752.84 kgf-m.
( ). Compute nominal capacity(Pn,Mn) of given neutral axis. -. Pn = Cc + Ps = 401931.88 kgf. -. Mny = MnCy + MnPy = 1148.07 kgf-m. -. Mnz = MnCz + MnPz = 1752.84 kgf-m. -. Mn = SQRT(Mny^2+Mnz^2) = 2095.35 kgf-m. -. Pn > Pomax ---> Pn = Pomax = 324999.18 kgf.
( ). Compute strength reduction factor. -. Pa = MIN[0.118*fc*Ag, Pb ] = 37170.00 kgf. -. Pn > Pa ---> phi = 0.85
( ). Compute axial load and moment capacities(phiPn,phiMn). -. phiPn = phi*Pn = 276249.30 kgf. -. phiMn = phi*Mn = 1781.05 kgf-m. -. phiMny = phi*Mny = 975.86 kgf-m. -. phiMnz = phi*Mnz = 1489.91 kgf-m.
( ). Check ratios of axial load and moment capacity. -. Rat_P = Pu/phiPn = 0.654 < 1.000 ---> O.K. -. Rat_M = Mc/phiMn = 0.251 < 1.000 ---> O.K.
=============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY OF BIAXIALLY LOADED RC-COLUMN(RC-BRACE). ===============================================================================
( ). Compute maximum spacing of ties. -. smax = MIN[ 16*Dbar, 48*Dstir, Hc, Bc ] = 0.300 m.
( ). Compute concrete shear strength in local-z direction. ( LCB = 4, POS = J ) -. Applied axial force : Pu = 134980.44 kgf. -. Applied shear force : Vuz = 1005.48 kgf. -. d = Hc-do = 0.248 m. -. Bw = Bc = 0.500 m. -. Acv = Bw*d = 0.124 m^2. -. Vc = 2*(1+Pu/(2000*Ag))*SQRT(fc)*Acv = 15659.14 kgf. -. phi = 0.85 -. phiVc = phi*Vc = 13310.27 kgf. -. Vuz < phiVc/2 ---> Not required shear reinforcement.
- 6 / 7 -
Print Date/Time : 03/10/2010 19:31 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen RC Column Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Gen - RC-Column Checking [ ACI318-89 ] Version 7.0.2==========================================================================================
( ). Compute concrete shear strength in local-y direction. ( LCB = 9, POS = J ) -. Applied axial force : Pu = 80161.73 kgf. -. Applied shear force : Vuy = 5596.64 kgf. -. d = Bc-do = 0.448 m. -. Bw = Hc = 0.300 m. -. Acv = Bw*d = 0.135 m^2. -. Vc = 2*(1+Pu/(2000*Ag))*SQRT(fc)*Acv = 14269.84 kgf. -. phi = 0.85 -. phiVc = phi*Vc = 12129.37 kgf. -. Vuy < phiVc/2 ---> Not required shear reinforcement.
- 7 / 7 -
Print Date/Time : 03/10/2010 19:31 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
0.3
0.0
44
0.3
y
z1. Design Condition
Design Code : ACI318-89
Unit System : kgf, m
Member Number: 46 (PM), 46 (Shear)
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Column Height : 4.5 m
Section Property: C1 (FL0-2) (No : 31)
Rebar Pattern : 8 - 3 - P16
Total Rebar Area Ast = 0.00160848 m^2 (Rhost = 0.018)
2. Applied LoadsLoad Combination : 5 AT (I) Point
Pu = 45983.9 kgf
Mcy = 1554.56, Mcz = 3133.76 kgf-m
Mc = SQRT(Mcy^2+ Mcz^2) = 3498.16 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 140103 kgf
Axial Load Ratio Pu/PhiPn = 45983.9 / 92208.8 = 0.499 < 1.000 ....... O.K
Moment Ratio Mc/PhiMn = 3498.16 / 7051.52 = 0.496 < 1.000 ....... O.K
Mcy/PhiMny = 1554.56 / 3046.34 = 0.510 < 1.000 ....... O.K
Mcz/PhiMnz = 3133.76 / 6359.55 = 0.493 < 1.000 ....... O.K
4. P-M Interaction Diagram
215456
188241
922
161025
1843
133810
2765
106594
3687
79379
4608
52163
5530
24948
6452
-2268
7374
-29484
8295
-56699
9217
(92209,7052)
(45984,3498)
140103
0
0
P(kgf)
M(kgf-m)
Theta=64.40Deg.N.A=59.64Deg.
PhiPn(kgf) PhiMn(kgf-m)
175128.27 0.00
166099.69 1514.79
150372.70 3381.92
129278.09 5215.93
105477.31 6554.28
85002.00 7262.84
73065.79 7534.06
62162.03 7552.41
40759.34 7242.04
15384.74 6153.10
-12335.35 4204.58
-34574.07 1441.04
-43428.96 0.00
5. Shear Force Capacity CheckApplied Shear Strength Vu = 2744.25 kgf (Load Combination : 7)
Design Shear Strength PhiVc+PhiVs = 5476.99 + 1476.37 = 6953.36 kgf (As-H_req = 0.00028 m^2/m, 2-P6 @200)
Shear Ratio Vu/PhiVn = 0.395 < 1.000 ....... O.K
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 20:11
MIDAS/Gen RC Column Checking Result Output
0.3
0.0
44
0.3
y
z1. Design Condition
Design Code : ACI318-89
Unit System : kgf, m
Member Number: 256 (PM), 253 (Shear)
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Column Height : 3.5 m
Section Property: C1 (FL3-Roof) (No : 32)
Rebar Pattern : 6 - 2 - P16
Total Rebar Area Ast = 0.00120636 m^2 (Rhost = 0.013)
2. Applied LoadsLoad Combination : 3 AT (I) Point
Pu = 17100.9 kgf
Mcy = 1222.30, Mcz = 1956.19 kgf-m
Mc = SQRT(Mcy^2+ Mcz^2) = 2306.67 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 132387 kgf
Axial Load Ratio Pu/PhiPn = 17100.9 / 49257.0 = 0.347 < 1.000 ....... O.K
Moment Ratio Mc/PhiMn = 2306.67 / 6536.15 = 0.353 < 1.000 ....... O.K
Mcy/PhiMny = 1222.30 / 3464.90 = 0.353 < 1.000 ....... O.K
Mcz/PhiMnz = 1956.19 / 5542.18 = 0.353 < 1.000 ....... O.K
4. P-M Interaction Diagram
204117
179169
806
154221
1613
129274
2419
104326
3226
79379
4032
54431
4839
29484
5645
4536
6452
-20412
7258
-45359
8065
(49257,6536)
(17101,2307)
132387
0
0
P(kgf)
M(kgf-m)
Theta=57.99Deg.N.A=58.00Deg.
PhiPn(kgf) PhiMn(kgf-m)
165484.33 0.00
157965.05 1344.99
143490.74 3100.06
123747.61 4797.02
101322.98 6002.40
81850.25 6589.18
70611.52 6779.23
60598.63 6714.74
41129.09 6351.47
17200.12 5396.03
-6228.41 3812.95
-23783.16 1431.48
-32571.72 0.00
5. Shear Force Capacity CheckApplied Shear Strength Vu = 2379.89 kgf (Load Combination : 5)
Design Shear Strength PhiVc+PhiVs = 6147.31 + 1476.37 = 7623.68 kgf (As-H_req = 0.00028 m^2/m, 2-P6 @200)
Shear Ratio Vu/PhiVn = 0.312 < 1.000 ....... O.K
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 20:11
MIDAS/Gen RC Column Checking Result Output
0.3
0.0
51
5
0.5
y
z1. Design Condition
Design Code : ACI318-89
Unit System : kgf, m
Member Number: 54 (PM), 23 (Shear)
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Column Height : 4.5 m
Section Property: C2 (FL0-2) (No : 33)
Rebar Pattern : 10 - 3 - P25
Total Rebar Area Ast = 0.0049087 m^2 (Rhost = 0.033)
2. Applied LoadsLoad Combination : 1 AT (J) Point
Pu = 175853 kgf
Mcy = 4453.85, Mcz = 14985.2 kgf-m
Mc = SQRT(Mcy^2+ Mcz^2) = 15633.0 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 276249 kgf
Axial Load Ratio Pu/PhiPn = 175853 / 223328 = 0.787 < 1.000 ....... O.K
Moment Ratio Mc/PhiMn = 15633.0 / 19695.2 = 0.794 < 1.000 ....... O.K
Mcy/PhiMny = 4453.85 / 5525.87 = 0.806 < 1.000 ....... O.K
Mcz/PhiMnz = 14985.2 / 18904.1 = 0.793 < 1.000 ....... O.K
4. P-M Interaction Diagram
408233
352668
3456
297103
6913
241538
10369
185973
13825
130408
17282
74843
20738
19278
24195
-36287
27651
-91852
31107
-147418
34564
(223328,19695)
(175853,15633)
276249
0
0
P(kgf)
M(kgf-m)
Theta=73.71Deg.N.A=45.90Deg.
PhiPn(kgf) PhiMn(kgf-m)
345311.62 0.00
324517.63 5437.23
293716.55 10723.56
251864.33 16432.51
205749.47 21311.37
164628.00 24265.83
140157.04 25627.40
116138.36 26157.17
68939.89 26028.05
11834.67 22849.77
-51295.59 15621.69
-109687.26 5258.04
-132534.90 0.00
5. Shear Force Capacity CheckApplied Shear Strength Vu = 888.477 kgf (Load Combination : 6)
Design Shear Strength PhiVc+PhiVs = 10869.5 + 5158.62 = 16028.2 kgf (As-H_req = 0.00102 m^2/m, 2|4-P9 @250)
Shear Ratio Vu/PhiVn = 0.055 < 1.000 ....... O.K
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 20:11
MIDAS/Gen RC Column Checking Result Output
0.3
0.0
46
0.45
y
z1. Design Condition
Design Code : ACI318-89
Unit System : kgf, m
Member Number: 265 (PM), 259 (Shear)
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Column Height : 3.5 m
Section Property: C2 (FL3) (No : 34)
Rebar Pattern : 8 - 2 - P20
Total Rebar Area Ast = 0.00251328 m^2 (Rhost = 0.019)
2. Applied LoadsLoad Combination : 1 AT (J) Point
Pu = 114790 kgf
Mcy = 2784.68, Mcz = 16527.2 kgf-m
Mc = SQRT(Mcy^2+ Mcz^2) = 16760.1 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 212083 kgf
Axial Load Ratio Pu/PhiPn = 114790 / 116092 = 0.989 < 1.000 ....... O.K
Moment Ratio Mc/PhiMn = 16760.1 / 17072.6 = 0.982 < 1.000 ....... O.K
Mcy/PhiMny = 2784.68 / 2944.91 = 0.946 < 1.000 ....... O.K
Mcz/PhiMnz = 16527.2 / 16816.7 = 0.983 < 1.000 ....... O.K
4. P-M Interaction Diagram
317515
277825
2304
238136
4608
198447
6913
158757
9217
119068
11521
79379
13825
39689
16130
0
18434
-39689
20738
-79379
23042
(116092,17073)(114790,16760)
212083
0
0
P(kgf)
M(kgf-m)
Theta=80.07Deg.N.A=65.35Deg.
PhiPn(kgf) PhiMn(kgf-m)
265104.12 0.00
249786.74 3568.09
222491.62 8016.60
189093.79 12139.12
158848.00 14789.69
133684.70 16353.08
118628.99 17022.36
103970.47 17248.17
73971.72 17097.58
37575.37 14948.77
-5230.08 11040.68
-47136.45 4437.77
-67858.56 0.00
5. Shear Force Capacity CheckApplied Shear Strength Vu = 769.602 kgf (Load Combination : 4)
Design Shear Strength PhiVc+PhiVs = 9741.59 + 8787.99 = 18529.6 kgf (As-H_req = 0.00170 m^2/m, 2|4-P9 @150)
Shear Ratio Vu/PhiVn = 0.042 < 1.000 ....... O.K
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 20:11
MIDAS/Gen RC Column Checking Result Output
0.3
0.0
46
0.45
y
z1. Design Condition
Design Code : ACI318-89
Unit System : kgf, m
Member Number: 569 (PM), 563 (Shear)
Material Data : fc = 2.1e+006, fy = 3e+007, fys = 2.4e+007 kgf/m^2
Column Height : 3.5 m
Section Property: C2 (FL4-Roof) (No : 35)
Rebar Pattern : 8 - 2 - P20
Total Rebar Area Ast = 0.00251328 m^2 (Rhost = 0.019)
2. Applied LoadsLoad Combination : 1 AT (J) Point
Pu = 45545.2 kgf
Mcy = 1094.32, Mcz = 15439.3 kgf-m
Mc = SQRT(Mcy^2+ Mcz^2) = 15478.1 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 212083 kgf
Axial Load Ratio Pu/PhiPn = 45545.2 / 48810.4 = 0.933 < 1.000 ....... O.K
Moment Ratio Mc/PhiMn = 15478.1 / 16528.5 = 0.936 < 1.000 ....... O.K
Mcy/PhiMny = 1094.32 / 1164.13 = 0.940 < 1.000 ....... O.K
Mcz/PhiMnz = 15439.3 / 16487.5 = 0.936 < 1.000 ....... O.K
4. P-M Interaction Diagram
317515
277825
2304
238136
4608
198447
6913
158757
9217
119068
11521
79379
13825
39689
16130
0
18434
-39689
20738
-79379
23042
(48810,16529)(45545,15478)
212083
0
0
P(kgf)
M(kgf-m)
Theta=85.96Deg.N.A=77.89Deg.
PhiPn(kgf) PhiMn(kgf-m)
265104.12 0.00
243192.89 4721.17
212019.61 9688.87
182480.24 13173.42
154964.85 15479.25
131516.34 16907.27
117451.47 17568.41
103760.80 17862.17
79158.55 17684.16
46640.23 16409.29
8419.07 13088.21
-38394.44 5942.60
-67858.56 0.00
5. Shear Force Capacity CheckApplied Shear Strength Vu = 936.837 kgf (Load Combination : 1)
Design Shear Strength PhiVc+PhiVs = 8673.41 + 2929.68 = 11603.1 kgf (As-H_req = 0.00057 m^2/m, 2|4-P6 @200)
Shear Ratio Vu/PhiVn = 0.081 < 1.000 ....... O.K
Company
Author
Project Title
File Name D:\...\New folder\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 20:11
MIDAS/Gen RC Column Checking Result Output
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | MIDAS/Gen - Design & checking system for windows | +============================================================+ | Steel Member Applicable Code Checking | | Based On AISC-LRFD2K, AISC-LRFD93, AISC-ASD89, | | AISI-CFSD86, CSA-S16-01, BS5950-90, | | Eurocode3 | | | | | | | | (c)1989-2006 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | | Tel : 360-753-5540, Fax : 360-753-5542 | +============================================================+ | MIDAS/Gen Version 7.0.2 | +============================================================+
*. DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1 1 DL( 1.000) + LL( 1.000) 2 1 DL( 0.750) + LL( 0.750) + Wx( 0.750) 3 1 DL( 0.750) + LL( 0.750) + Wy( 0.750) 4 1 DL( 0.750) + LL( 0.750) + Wx(-0.750) 5 1 DL( 0.750) + LL( 0.750) + Wy(-0.750) 6 1 DL( 0.750) + Wx( 0.750) 7 1 DL( 0.750) + Wy( 0.750) 8 1 DL( 0.750) + Wx(-0.750) 9 1 DL( 0.750) + Wy(-0.750) 10 1 DL( 1.000) + LL( 1.000) 11 1 DL( 0.750) + LL( 0.750) + Wx( 0.750) 12 1 DL( 0.750) + LL( 0.750) + Wy( 0.750) 13 1 DL( 0.750) + LL( 0.750) + Wx(-0.750) 14 1 DL( 0.750) + LL( 0.750) + Wy(-0.750) 15 1 DL( 0.750) + Wx( 0.750) 16 1 DL( 0.750) + Wy( 0.750) 17 1 DL( 0.750) + Wx(-0.750) 18 1 DL( 0.750) + Wy(-0.750)--------------------------------------------------------------------------------------
- 1 / 5 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
*. PROJECT : *. MEMBER NO = 993, ELEMENT TYPE = Beam *. LOADCOMB NO = 10, MATERIAL NO = 1, SECTION NO = 19 *. UNIT SYSTEM : kgf, cm
*. SECTION PROPERTIES : Designation = Truss-2, P 48.6x2.8 Shape = P - Section. (Rolled) Outer Dia. = 4.860, Wall Thick = 0.280
Area = 4.02900e+000, Asy = 2.01439e+000, Asz = 2.01439e+000 Ybar = 2.43000e+000, Zbar = 2.43000e+000, Qyb = 5.26370e+000, Qzb = 5.26370e+000 Syy = 4.36000e+000, Szz = 4.36000e+000, Zyy = 5.88071e+000, Zzz = 5.88071e+000 Iyy = 1.06000e+001, Izz = 1.06000e+001, Iyz = 0.00000e+000 ry = 1.62000e+000, rz = 1.62000e+000, rp = 0.00000e+000 J = 2.12063e+001, Cwp = 2.68536e+030
*. DESIGN PARAMETERS FOR STRENGTH EVALUATION : Ly = 9.05865e+001, Lz = 9.05865e+001, Lu = 9.05865e+001 Ky = 1.00000e+000, Kz = 1.00000e+000
*. MATERIAL PROPERTIES : Fy = 2.40000e+003, Es = 2.10000e+006, MATERIAL NAME = SS400
*. FORCES AND MOMENTS AT (1/2) POINT : Axial Force Fxx =-2.53611e+003 Shear Forces Fyy =-2.72715e-002, Fzz = 0.00000e+000 Bending Moments My = 1.81476e+003, Mz =-4.46954e-001 End Moments Myi = 0.00000e+000, Myj = 0.00000e+000 (for Lb) Myi = 0.00000e+000, Myj = 0.00000e+000 (for Ly) Mzi =-1.68217e+000, Mzj = 7.88259e-001 (for Lz)
================================================================================ [[[*]]] CHECK AXIAL STRESS.================================================================================
( ). Check slenderness ratio of axial compression member (Kl/r). [ AISC-ASD89 Specification B7. ] -. Kl/r = 55.9 < 240.0 ---> O.K.
( ). Calculate critical flexural-torsional elastic buckling stress (Fe). [ AISC-ASD89 Specification E3. ] [ AISC-LRFD86 Specification Appendix E3. (A-E3-5) ] -. Gs = Es/(2(1+Poisson Ratio)) = 807692.3077 kgf/cm^2. -. Kx = 1.00 (Conservatively taken value). -. Lx = 90.5865 cm. -. Fe = {Pi^2*Es*Cwp/(Kx*Lx)^2 + Gs*J}/(Iyy+Izz) = 3.1993e+032 kgf/cm^2.
- 2 / 5 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
( ). Check slenderness ratio by flexural-torsional elastic buckling. [ AISC-ASD89 Specification Commentary E3. (C-E2-2) ] -. (Kl/r)e = Pi*SQRT[ Es/Fe ] =2.55e-013 -. (Kl/r)e < Kl/r ---> Need not flexural-torsional buckling
( ). Check Diameter-thickness ratio of pipe (DTR). [ AISC-ASD89 Specification Appendix B. B5.b. ] -. DTR = D/tw = 17.36 < 13000/Fy ---> O.K.
( ). Check Diameter-thickness ratio of pipe (DTR). [ AISC-ASD89 Specification B5.1 ] -. DTR = D/tw = 17.36 < 3300/Fy ---> COMPACT SECTION !
( ). Calculate allowable compressive stress (Fa). [ AISC-ASD89 Specification E2. (E2-1) ] [ 2*(Pi^2)*Es ] -. Cc = SQRT [ ------------- ] = 131.42 [ Fy ] -. Kl/r < Cc [ (Kl/r)^2 ] [ 1 - ---------- ]*Fy [ 2*Cc^2 ] -. Fa = ------------------------------- = 1201.567 kgf/cm^2. 5 3*(Kl/r) (Kl/r)^3 --- + ---------- - ---------- 3 8*Cc 8*Cc^3
( ). Calculate axial compressive stress of member (fa). -. fa = Fxx/Area = -629.464 kgf/cm^2.
( ). Check ratio of axial stress (fa/Fa). fa 629.464 -. ---- = ------------ = 0.524 < 1.000 ---> O.K. Fa 1201.567
================================================================================ [[[*]]] CHECK BENDING STRESSES ABOUT MAJOR AXIS.================================================================================
( ). Check Diameter-thickness ratio of pipe (DTR). [ AISC-ASD89 Specification Appendix B. B5.b. ] -. DTR = D/tw = 17.36 < 13000/Fy ---> O.K.
( ). Check Diameter-thickness ratio of pipe (DTR). [ AISC-ASD89 Specification B5.1 ] -. DTR = D/tw = 17.36 < 3300/Fy ---> COMPACT SECTION !
( ). Calculate allowable bending stresses (FBCy,FBTy). [ AISC-ASD89 Specification F3.1 (F3-1) ] -. FBCy,FBTy = 0.66*Fy = 1584.000 kgf/cm^2.
- 3 / 5 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
( ). Calculate actual bending stresses of member (fbcy,fbty). -. fbcy = (My*Ccom)/Iyy = -416.025 kgf/cm^2. -. fbty = (My*Cten)/Iyy = 416.025 kgf/cm^2.
( ). Check ratios of stresses (fbcy/FBCy,fbty/FBTy). fbcy 416.025 -. ------ = ------------ = 0.263 < 1.000 ---> O.K. FBCy 1584.000 fbty 416.025 -. ------ = ------------ = 0.263 < 1.000 ---> O.K. FBTy 1584.000
================================================================================ [[[*]]] CHECK BENDING STRESSES ABOUT MINOR AXIS.================================================================================
( ). Check Diameter-thickness ratio of pipe (DTR). [ AISC-ASD89 Specification Appendix B. B5.b. ] -. DTR = D/tw = 17.36 < 13000/Fy ---> O.K.
( ). Check Diameter-thickness ratio of pipe (DTR). [ AISC-ASD89 Specification B5.1 ] -. DTR = D/tw = 17.36 < 3300/Fy ---> COMPACT SECTION !
( ). Calculate allowable bending stresses (FBCz,FBTz). [ AISC-ASD89 Specification F3.1 (F3-1) ] -. FBCz,FBTz = 0.66*Fy = 1584.000 kgf/cm^2.
( ). Calculate actual bending stresses of member (fbcz,fbtz). -. fbcz = (Mz*Ccom)/Izz = -0.102 kgf/cm^2. -. fbtz = (Mz*Cten)/Izz = 0.102 kgf/cm^2.
( ). Check ratios of stresses (fbcz/FBCz,fbtz/FBTz). fbcz 0.102 -. ------ = ------------ =6.469e-005 < 1.000 ---> O.K. FBCz 1584.000 fbtz 0.102 -. ------ = ------------ =6.469e-005 < 1.000 ---> O.K. FBTz 1584.000
================================================================================ [[[*]]] CHECK COMBINED STRESSES.================================================================================
( ). Check interaction ratio of combined stresses (Axial compression + bending). [ AISC-ASD89 Specification H1. ] -. Check ratio of axial compressive stress (fa/Fa). fa/Fa > 0.15 ---> Equation (H1-1) and (H1-2)
( ). Compute equivalent moment factor (Cmy, Cmz). -. Cmy = 1.000 (User defined or default value)
- 4 / 5 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
-. Cmz = 1.000 (User defined or default value) 12*(Pi^2)*Es -. F'ey = -------------- = 3458.401 kgf/cm^2. 23*(Kl/r)^2 Cmy -. SFy = -------------- = 1.223 1. - fa/F'ey 12*(Pi^2)*Es -. F'ez = -------------- = 3458.401 kgf/cm^2. 23*(Kl/r)^2 Cmz -. SFz = -------------- = 1.223 1. - fa/F'ez
*. Check interaction ratio of combined stress at member mid point. fa [ | SFy*fbcy |^2 | SFz*fbcz |^2 ] -. Rmax1 = ---- + SQRT [ |----------| + |----------| ] Fa [ | FBCy | | FBCz | ] = 0.845 < 1.000 ---> O.K. fa [ | fbcy |^2 | fbcz |^2 ] -. Rmax2 = -------- + SQRT [ |------| + |------| ] 0.6*Fy [ | FBCy | | FBCz | ] = 0.700 < 1.000 ---> O.K.
================================================================================ [[[*]]] CHECK SHEAR STRESSES.================================================================================
( ). Calculate allowable shear stress (Fv). [ AISC-ASD89 Specification F4 ] -. Fv = 0.40*Fy = 960.000 kgf/cm^2.
( ). Calculate shear stress (fv). ( LCB = 10, POS = J ) -. Applied shear force : Fvv = SQRT[Fzz^2+Fyy^2] = 0.03 kgf. -. fv = Fvv / Area = 0.007 kgf/cm^2.
( ). Check ratio of shear stress (fv/Fv). fv 0.007 -. ---- = ------------ =7.051e-006 < 1.000 ---> O.K. Fv 960.000
- 5 / 5 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
1. Design Information Design Code : AISC-ASD89
Unit System : kgf, cm
Element No : 993
Material : SS400 (No:1)
(Fy = 2400.00, Es = 2100000)
Section Name : Truss-2 (No:19)
(Rolled : P 48.6x2.8).
Member Length : 90.5865
Outer Dia. 4.86000 Wall Thick 0.28000
4.86
0.28
y
z
Area 4.02900 Asz 2.01439Qyb 5.26370 Qzb 5.26370Iyy 10.6000 Izz 10.6000Ybar 2.43000 Zbar 2.43000Syy 4.36000 Szz 4.36000ry 1.62000 rz 1.62000
2. Member Forces Axial Force Fxx = -2536.1 (LCB: 1, POS:1/2)
Bending Moments My = 1814.76, Mz = -0.4470
End Moments Myi = 0.00000, Myj = 0.00000 (for Lb)
Myi = 0.00000, Myj = 0.00000 (for Ly)
Mzi = -1.6822, Mzj = 0.78826 (for Lz)
Shear Forces Fyy = -0.0273 (LCB: 10, POS:J)
Fzz = 80.1337 (LCB: 10, POS:J)
3. Design Parameters Unbraced Lengths Ly = 90.5865, Lz = 90.5865, Lb = 90.5865
Effective Length Factors Ky = 1.00, Kz = 1.00
Moment Factor / Bending Coefficient
Cmy = 1.00, Cmz = 1.00, Cb = 1.00
4. Stress Checking Results Axial Stress
Slenderness Ratio : KL/r = 55.9 < 240.0 ............................... O.K
fa/Fa = 629.46/1201.57 = 0.524 < 1.000 ............................... O.K
Bending Stresses
fby/Fby = 416.02/1584.00 = 0.263 < 1.000 ............................... O.K
fbz/Fbz = 0.10/1584.00 = 0.000 < 1.000 ............................... O.K
Combined Stress (Compression+Bending)
SFy = [Cmy/(1-fa/F'ey)], SFz = [Cmz/(1-fa/F'ez)]
Rmax1 = fa/Fa + SQRT[SFy*(fbcy/Fbcy)^2 + SFz*(fbcz/Fbcz)^2]
Rmax2 = fa/0.60Fy + SQRT[(fbcy/Fbcy)^2 + (fbcz/Fbcz)^2]
Rmax = Max[Rmax1, Rmax2] = 0.845 < 1.000 ............................... O.K
Shear Stresses
fv/Fv = 0.021 < 1.000 ................................................. O.K
Company
Author
Project Title
File Name D:\...\MIDAS\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 00:42
MIDAS/Gen Steel Design
1. Design Information Design Code : AISC-ASD89
Unit System : kgf, cm
Element No : 1554
Material : SS400 (No:1)
(Fy = 2400.00, Es = 2100000)
Section Name : Truss-1 (No:21)
(Rolled : P 42.7x2.8).
Member Length : 100.000
Outer Dia. 4.27000 Wall Thick 0.28000
4.27
0.28
y
z
Area 3.51000 Asz 1.75489Qyb 3.99963 Qzb 3.99963Iyy 7.02000 Izz 7.02000Ybar 2.13500 Zbar 2.13500Syy 3.29000 Szz 3.29000ry 1.41000 rz 1.41000
2. Member Forces Axial Force Fxx = -162.88 (LCB: 4, POS:J)
Bending Moments My = 0.00000, Mz = 974.083
End Moments Myi = 0.00000, Myj = 0.00000 (for Lb)
Myi = 0.00000, Myj = 0.00000 (for Ly)
Mzi = 442.653, Mzj = 974.083 (for Lz)
Shear Forces Fyy = -5.3143 (LCB: 13, POS:I)
Fzz = -1.0333 (LCB: 13, POS:I)
3. Design Parameters Unbraced Lengths Ly = 100.000, Lz = 100.000, Lb = 100.000
Effective Length Factors Ky = 1.00, Kz = 1.00
Moment Factor / Bending Coefficient
Cmy = 1.00, Cmz = 1.00, Cb = 1.00
4. Stress Checking Results Axial Stress
Slenderness Ratio : KL/r = 70.9 < 240.0 ............................... O.K
fa/Fa = 46.40/1108.76 = 0.042 < 1.000 ............................... O.K
Bending Stresses
fby/Fby = 0.00/1584.00 = 0.000 < 1.000 ............................... O.K
fbz/Fbz = 296.25/1584.00 = 0.187 < 1.000 ............................... O.K
Combined Stress (Compression+Bending)
Rmax = fa/Fa + SQRT[(fbcy/Fbcy)^2 + (fbcz/Fbcz)^2] = 0.229 < 1.000 ..... O.K
Shear Stresses
fv/Fv = 0.002 < 1.000 ................................................. O.K
Company
Author
Project Title
File Name D:\...\MIDAS\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 00:42
MIDAS/Gen Steel Design
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | MIDAS/Gen - Design & checking system for windows | +============================================================+ | Steel Member Applicable Code Checking | | Based On AISC-LRFD2K, AISC-LRFD93, AISC-ASD89, | | AISI-CFSD86, CSA-S16-01, BS5950-90, | | Eurocode3 | | | | | | | | (c)1989-2006 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | | Tel : 360-753-5540, Fax : 360-753-5542 | +============================================================+ | MIDAS/Gen Version 7.0.2 | +============================================================+
*. DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1 1 DL( 1.000) + LL( 1.000) 2 1 DL( 0.750) + LL( 0.750) + Wx( 0.750) 3 1 DL( 0.750) + LL( 0.750) + Wy( 0.750) 4 1 DL( 0.750) + LL( 0.750) + Wx(-0.750) 5 1 DL( 0.750) + LL( 0.750) + Wy(-0.750) 6 1 DL( 0.750) + Wx( 0.750) 7 1 DL( 0.750) + Wy( 0.750) 8 1 DL( 0.750) + Wx(-0.750) 9 1 DL( 0.750) + Wy(-0.750) 10 1 DL( 1.000) + LL( 1.000) 11 1 DL( 0.750) + LL( 0.750) + Wx( 0.750) 12 1 DL( 0.750) + LL( 0.750) + Wy( 0.750) 13 1 DL( 0.750) + LL( 0.750) + Wx(-0.750) 14 1 DL( 0.750) + LL( 0.750) + Wy(-0.750) 15 1 DL( 0.750) + Wx( 0.750) 16 1 DL( 0.750) + Wy( 0.750) 17 1 DL( 0.750) + Wx(-0.750) 18 1 DL( 0.750) + Wy(-0.750)--------------------------------------------------------------------------------------
- 1 / 3 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
*. PROJECT : *. MEMBER NO = 1007, ELEMENT TYPE = Truss *. LOADCOMB NO = 10, MATERIAL NO = 1, SECTION NO = 20 *. UNIT SYSTEM : kgf, cm
*. SECTION PROPERTIES : Designation = Truss-2, P 42.7x2.8 Shape = P - Section. (Rolled) Outer Dia. = 4.270, Wall Thick = 0.280
Area = 3.51000e+000, Asy = 1.75489e+000, Asz = 1.75489e+000 Ybar = 2.13500e+000, Zbar = 2.13500e+000, Qyb = 3.99963e+000, Qzb = 3.99963e+000 Syy = 3.29000e+000, Szz = 3.29000e+000, Zyy = 4.46495e+000, Zzz = 4.46495e+000 Iyy = 7.02000e+000, Izz = 7.02000e+000, Iyz = 0.00000e+000 ry = 1.41000e+000, rz = 1.41000e+000, rp = 0.00000e+000 J = 1.40378e+001, Cwp = 2.68536e+030
*. DESIGN PARAMETERS FOR STRENGTH EVALUATION : Ly = 9.08196e+001, Lz = 9.08196e+001, Lu = 9.08196e+001 Ky = 1.00000e+000, Kz = 1.00000e+000
*. MATERIAL PROPERTIES : Fy = 2.40000e+003, Es = 2.10000e+006, MATERIAL NAME = SS400
*. FORCES AND MOMENTS AT (J) POINT : Axial Force Fxx = 2.03623e+003 Shear Forces Fyy = 0.00000e+000, Fzz = 0.00000e+000 Bending Moments My = 0.00000e+000, Mz = 0.00000e+000 End Moments Myi = 0.00000e+000, Myj = 0.00000e+000 (for Lb) Myi = 0.00000e+000, Myj = 0.00000e+000 (for Ly) Mzi = 0.00000e+000, Mzj = 0.00000e+000 (for Lz)
================================================================================ [[[*]]] CHECK AXIAL STRESS.================================================================================
( ). Check slenderness ratio of axial tension member (l/r). [ AISC-ASD89 Specification B7. ] -. l/r = 64.4 < 300.0 ---> O.K.
( ). Calculate allowable tensile stress (Ft). [ AISC-ASD89 Specification D1. ] -. Ft = 0.6*Fy = 1440.000 kgf/cm^2.
( ). Calculate axial tensile stress of member (ft). -. ft = Fxx/Area = 580.123 kgf/cm^2.
- 2 / 3 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISC-ASD89 ] Version 7.0.2==========================================================================================
( ). Check ratio of axial stress (ft/Ft). ft 580.123 -. ---- = ------------ = 0.403 < 1.000 ---> O.K. Ft 1440.000
- 3 / 3 -
Print Date/Time : 03/09/2010 20:37 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
1. Design Information Design Code : AISC-ASD89
Unit System : kgf, cm
Element No : 1007
Material : SS400 (No:1)
(Fy = 2400.00, Es = 2100000)
Section Name : Truss-2 (No:20)
(Rolled : P 42.7x2.8).
Member Length : 90.8196
Outer Dia. 4.27000 Wall Thick 0.28000
4.27
0.28
y
z
Area 3.51000 Asz 1.75489Qyb 3.99963 Qzb 3.99963Iyy 7.02000 Izz 7.02000Ybar 2.13500 Zbar 2.13500Syy 3.29000 Szz 3.29000ry 1.41000 rz 1.41000
2. Member Forces Axial Force Fxx = 2036.23 (LCB: 1, POS:J)
Bending Moments My = 0.00000, Mz = 0.00000
End Moments Myi = 0.00000, Myj = 0.00000 (for Lb)
Myi = 0.00000, Myj = 0.00000 (for Ly)
Mzi = 0.00000, Mzj = 0.00000 (for Lz)
Shear Forces Fyy = 0.00000 (LCB: 16, POS:I)
Fzz = 0.00000 (LCB: 16, POS:I)
3. Design Parameters Unbraced Lengths Ly = 90.8196, Lz = 90.8196, Lb = 90.8196
Effective Length Factors Ky = 1.00, Kz = 1.00
Moment Factor / Bending Coefficient
Cmy = 1.00, Cmz = 1.00, Cb = 1.00
4. Stress Checking Results Axial Stress
Slenderness Ratio : L/r = 64.4 < 300.0 ............................... O.K
ft/Ft = 580.12/1440.00 = 0.403 < 1.000 ............................... O.K
Bending Stresses
fby/Fby = 0.00/1584.00 = 0.000 < 1.000 ............................... O.K
fbz/Fbz = 0.00/1440.00 = 0.000 < 1.000 ............................... O.K
Combined Stress (Compression+Bending)
Rmax = = 0.403 < 1.000 ................................................ O.K
Shear Stresses
fv/Fv = 0.000 < 1.000 ................................................. O.K
Company
Author
Project Title
File Name D:\...\MIDAS\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 00:42
MIDAS/Gen Steel Design
1. Design Information Design Code : AISC-ASD89
Unit System : kgf, cm
Element No : 1521
Material : SS400 (No:1)
(Fy = 2400.00, Es = 2100000)
Section Name : Truss-1 (No:22)
(Rolled : P 42.7x2.8).
Member Length : 109.659
Outer Dia. 4.27000 Wall Thick 0.28000
4.27
0.28
y
z
Area 3.51000 Asz 1.75489Qyb 3.99963 Qzb 3.99963Iyy 7.02000 Izz 7.02000Ybar 2.13500 Zbar 2.13500Syy 3.29000 Szz 3.29000ry 1.41000 rz 1.41000
2. Member Forces Axial Force Fxx = -165.30 (LCB: 1, POS:I)
Bending Moments My = 0.00000, Mz = 0.00000
End Moments Myi = 0.00000, Myj = 0.00000 (for Lb)
Myi = 0.00000, Myj = 0.00000 (for Ly)
Mzi = 0.00000, Mzj = 0.00000 (for Lz)
Shear Forces Fyy = 0.00000 (LCB: 16, POS:I)
Fzz = 0.00000 (LCB: 16, POS:I)
3. Design Parameters Unbraced Lengths Ly = 109.659, Lz = 109.659, Lb = 109.659
Effective Length Factors Ky = 1.00, Kz = 1.00
Moment Factor / Bending Coefficient
Cmy = 1.00, Cmz = 1.00, Cb = 1.00
4. Stress Checking Results Axial Stress
Slenderness Ratio : KL/r = 77.8 < 240.0 ............................... O.K
fa/Fa = 47.09/1062.86 = 0.044 < 1.000 ............................... O.K
Bending Stresses
fby/Fby = 0.00/1584.00 = 0.000 < 1.000 ............................... O.K
fbz/Fbz = 0.00/1440.00 = 0.000 < 1.000 ............................... O.K
Combined Stress (Compression+Bending)
Rmax = = 0.044 < 1.000 ................................................ O.K
Shear Stresses
fv/Fv = 0.000 < 1.000 ................................................. O.K
Company
Author
Project Title
File Name D:\...\MIDAS\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 00:42
MIDAS/Gen Steel Design
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | MIDAS/Gen - Design & checking system for windows | +============================================================+ | Steel Member Applicable Code Checking | | Based On AISC-LRFD2K, AISC-LRFD93, AISC-ASD89, | | AISI-CFSD86, CSA-S16-01, BS5950-90, | | Eurocode3 | | | | | | | | (c)1989-2006 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | | Tel : 360-753-5540, Fax : 360-753-5542 | +============================================================+ | MIDAS/Gen Version 7.0.2 | +============================================================+
*. DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1 1 DL( 1.000) + LL( 1.000) 2 1 DL( 0.750) + LL( 0.750) + Wx( 0.750) 3 1 DL( 0.750) + LL( 0.750) + Wy( 0.750) 4 1 DL( 0.750) + LL( 0.750) + Wx(-0.750) 5 1 DL( 0.750) + LL( 0.750) + Wy(-0.750) 6 1 DL( 0.750) + Wx( 0.750) 7 1 DL( 0.750) + Wy( 0.750) 8 1 DL( 0.750) + Wx(-0.750) 9 1 DL( 0.750) + Wy(-0.750) 10 1 DL( 1.000) + LL( 1.000) 11 1 DL( 0.750) + LL( 0.750) + Wx( 0.750) 12 1 DL( 0.750) + LL( 0.750) + Wy( 0.750) 13 1 DL( 0.750) + LL( 0.750) + Wx(-0.750) 14 1 DL( 0.750) + LL( 0.750) + Wy(-0.750) 15 1 DL( 0.750) + Wx( 0.750) 16 1 DL( 0.750) + Wy( 0.750) 17 1 DL( 0.750) + Wx(-0.750) 18 1 DL( 0.750) + Wy(-0.750)--------------------------------------------------------------------------------------
- 1 / 12 -
Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
*. PROJECT : *. MEMBER NO = 2112, ELEMENT TYPE = Beam *. LOADCOMB NO = 10, MATERIAL NO = 1, SECTION NO = 24 *. UNIT SYSTEM : kgf, cm
*. SECTION PROPERTIES : Designation = LC-100x50x20x2.3 Shape = CC - Section. (Rolled) Depth = 10.000, Width = 5.000, Lip Depth = 2.000 Thickness = 0.230, Fillet Radius = 0.460
Area = 5.17200e+000, Asy = 1.38767e+000, Asz = 1.98260e+000 Ybar = 1.85228e+000, Zbar = 5.00000e+000, Qyb = 2.69718e+001, Qzb = 3.02020e+000 Syy = 1.61000e+001, Szz = 6.06000e+000, Zyy = 0.00000e+000, Zzz = 0.00000e+000 Iyy = 8.07000e+001, Izz = 1.90000e+001, Iyz = 0.00000e+000 ry = 3.95000e+000, rz = 1.92000e+000, rp = 0.00000e+000 J = 8.95937e-002, Cwp = 4.90098e+002
*. DESIGN PARAMETERS FOR STRENGTH EVALUATION : Ly = 4.00000e+002, Lz = 4.00000e+002, Lu = 4.00000e+002 Ky = 1.00000e+000, Kz = 1.00000e+000
*. MATERIAL PROPERTIES : Fy = 2.40000e+003, Es = 2.10000e+006, MATERIAL NAME = SS400
====================================================================================== [[[*]]] COMPUTE MOMENT MAGNIFICATION FACTORS AND MAGNIFIED MOMENTS.======================================================================================
====================================================================================== [[[*]]] CALCULATE FULL SECTION PRORERTIES.======================================================================================
( ). Calculate properties of sections with or without lips. [ AISI-CFSD86 Supplementary III 1.2 ] -. Alpha = 1.0000 -. r = R + t/2 = 0.5750 cm. -. a = H - (2*r+t) = 8.6200 cm. -. a_bar = H - t = 9.7700 cm. -. b = B - [r+t/2 + Alpha*(r+t/2)] = 3.6200 cm. -. b_bar = B - (t/2 + Alpha*t/2) = 4.7700 cm. -. c = Alpha*[C - (r+t/2)] = 1.3100 cm. -. c_bar = Alpha*(C - t/2) = 1.8850 cm. -. u = 1.57*r = 0.9028 cm.
- 2 / 12 -
Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
-. A = t*{ a + 2*b + 2*c + Alpha*(2*c + 2*u) } = 5.0809 cm^2. -. Iyy = (2*t) * { 0.0417*a^3 + b*(a/2+r)^2 + u*(a/2+0.637*r)^2) + 0.149*r^3 + Alpha*[0.0833*c^3 + (c/4)*(a-c)^2 + u*(a/2+0.637*r)^2) + 0.149*r^3] } = 78.3472 cm^4. -. x_bar = (2*t/A) * { b*(b/2+r) + u*(0.363*r) + Alpha*[u*(b+1.637*r) + c*(b+2*r)] }
= 1.7372 cm. -. Izz = (2*t) * { b*(b/2+r)^2 + 0.0833*b^3 + 0.356*r^3 + Alpha*[c*(b+2*r)^2 + u*(b+1.637*r)^2 + 0.149*r^3] } - A*x_bar^2 = 18.3505 cm^4.
-. m = b_bar*t/(12*Iy) * { 6*c_bar*a_bar^2 + 3*b_bar*a_bar^2 - 8*c_bar^3 } = 2.7912 cm. -. x0 = (-1)*(x_bar + m) = -4.5284 cm.
-. Rxx = (t^3/3)*{ a + 2*b + 2*u + Alpha*(2*c + 2*u) } = 0.092897 cm^4. -. Cwp = (t^2/A)*{ (x_bar*A*a_bar^2/t) * [b_bar^2/3 + m^2 - m*b_bar] + [A/(3*t)] * [m^2*a_bar^3 + b_bar^2*c_bar^2*(2*c_bar+3*a_bar)] - (Iyy*m^2/t)*(2*a_bar + 4*c_bar) + (m*c_bar^2/3) * {8*b_bar^2*c_bar + 2*m*[2*c_bar*(c_bar-a_bar) + b_bar*(2*c_bar-3*a_bar)]} + (b_bar^2*a_bar^2/6)*[(3*c_bar+b_bar)*(4*c_bar+a_bar) - 6*c_bar^2] + m^2*a_bar^4/4 } = 490.097680 cm^6.
-. Beta_w = (-1)*[0.0833*(t*x_bar*a_bar^3) + t*x_bar^3*a_bar] = -42.8206 cm^5.
-. Beta_f = (t/2)*[(b_bar-x_bar)^4 - x_bar^4] + (t*a_bar^2/4)*[(b_bar-x_bar)^2-x_bar^2] = 42.5993 cm^5.
-. Beta_l = (2*c_bar*t)*(b_bar-x_bar)^3 + (2/3)*t*(b_bar-x_bar) * [(a_bar/2)^3 - (a_bar/2-c_bar)^3] = 65.8406 cm^5.
-. j = 1/(2*Izz)*(Beta_w + Beta_f + Beta_l) - x0 = 6.3164 cm. -. ry = SQRT( Iyy/A ) = 3.9268 cm. -. rz = SQRT( Izz/A ) = 1.9004 cm. -. r0 = SQRT[ ry^2 + rz^2 + x0^2 ] = 6.2879 cm. -. Beta = 1 - (x0/r0)^2 = 0.4813
( ). Compute moment magnification factors(Alpha_y,Alpha_z). -. This member is a tension member. -. Assumed Alpha_y = 1.00 -. Assumed Alpha_z = 1.00
( ). Given factored axial forces and moments at <J>. ---------------------------------------------------------------- Load Case Pu My Mz ---------------------------------------------------------------- DL 0.25 -3172.69 -12.37 LL 0.31 -4966.39 -22.76 DL+LL 0.55 -8139.08 -35.13 WL or EL 0.00 0.00 0.00 ---------------------------------------------------------------- DL+LL+WL(EL) 0.55 -8139.08 -35.13 ----------------------------------------------------------------
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
( ). Compute magnified moments. -. Muy = (Cmy/Alpha_y)*My(DL+LL) + My(WL(EL)) = -8139.08 kgf-cm. -. Muz = (Cmz/Alpha_z)*Mz(DL+LL) + Mz(WL(EL)) = -35.13 kgf-cm.
( ). Factored max. shear forces. -. Vuy = 0.09 kgf. -. Vuz = 103.37 kgf.
====================================================================================== [[[*]]] DETERMINE ALLOWABLE CONCENTRATED LOAD (Pa).======================================================================================
( ). Check slenderness ratio of axial tension member (l/r). [ AISI-CFSD86 Specification I C4 (d) ] -. l/r = 210.5 < 300.0 ---> O.K.
( ). Calculate allowable tension force (Ta). [ AISI-CFSD86 Specification I C2 Eq.C2-1~2 ] -. Tn = An * Fy = 12412.80 kgf. -. Alpha = 0.000 -. Ta = Alpha * Tn / Omega_t = 7432.81 kgf. -. Tao = Ta = 7432.81 kgf.
( ). Check ratio of axial load (Tu/Ta). Tu 0.55 -. ---- = --------------- =7.463e-005 < 1.000 ---> O.K. Ta 7432.81
====================================================================================== [[[*]]] CHECK NOMINAL MOMENT STRENGTH ABOUT MAJOR AXIS (Mny1).======================================================================================
( ). Calculate compression flange. [ AISI-CFSD86 Specification I B4 Eq.B4-1~3, Eq.B4.1-1~11, Eq.B4.2-1~13 ] -. BTR = w/t = 15.74 < 60 ---> O.K. -. S = 1.28 * SQRT(Es / Fy) = 37.8629 -. In case of S/3 < BTR < S, n = 1/2 -. Ia = t^4*399*[(BTR/S)-0.33]^3 = 0.0007 cm^4. -. Is = c^3 * t / 12 = 0.0431 cm^4. -. D/w = 0.5525 -. In case of 0.25 < D/w < 0.8 -. k = MIN[ {4.82-5*(D/w)}*(Is/Ia)^n+0.43, 5.25-5*(D/w) ] = 2.49 -. Lambda = {1.052/SQRT(k)}*BTR*SQRT[ Fy/Es ] = 0.3549 -. In case of Lambda < 0.673 -. be = 3.620 cm. (Fully effective).
( ). Calculate compression lip. [ AISI-CFSD86 Specification I B4 Eq.B4-1~3, Eq.B4.1-1~11, Eq.B4.2-1~13 ] -. HTR = d/t = 5.70 < 60 ---> O.K. -. k = 0.43 -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ Fy/Es ] = 0.3089
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
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Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
-. In case of Lambda < 0.673 -. ds = 1.310 cm. (Fully effective). -. z_cg = 5.000 cm.
( ). Calculate effective section properties about y-axis. Unit : cm. ---------------------------------------------------------------------------------- Element Effective Len. z L*z L*z^2 I'1 ---------------------------------------------------------------------------------- Compression Flange 3.620 0.115 0.416 0.0479 --- Compression Lip 1.310 1.345 1.762 2.3698 --- Compression Corners 1.806 0.324 0.585 0.1893 --- Web 8.620 5.000 43.100 215.5000 53.3753 Tension Flange 3.620 9.885 35.784 353.7219 --- Tension Lip 1.310 8.655 11.338 98.1308 0.1873 Tension Corners 1.806 9.676 17.479 169.1352 --- ---------------------------------------------------------------------------------- Sum 22.093 --- 110.464 839.0950 53.5627 ----------------------------------------------------------------------------------
( ). Check if the web is fully effective. [ AISI-CFSD86 Specification I B1.2(a), B2.3 Eq.B2.3-1~4 ] -. HTR = w/t = 37.48 < 200 ---> O.K. -. f1 = Fy * [ {z_cg-(r+t/2)} / (H-z_cg) ] = 2068.800 kgf/cm^2. -. f2 = -Fy * [ {(H-z_cg)-(r+t/2)} / (H-z_cg) ] = -2068.800 kgf/cm^2. -. Psi = f2 / f1 = -1.000 -. k = 4 + 2*(1-Psi)^3 + 2*(1-Psi) = 24.000 -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ f1/Es ] = 0.2526 -. basis = z_cg - (r+t/2) = 4.310 cm. -. be1 = be / (3 - Psi) = 2.155 cm. -. be2 = MIN[ be/2, be-be1 ] = 4.310 cm. -. In case of be1 + be2 > basis. -. be( = be1 + be2) shall be taken as basis. -. In case of Lambda < 0.673 -. be = 4.310 cm. (Fully effective).
( ). Calculate moment on the basis of initiation of yielding about major axis(Mny1). [ AISI-CFSD86 Specification I C3.1.1 Eq.C3.1.1-1 ] -. I'y = L*z2 + I'1 - L*z_cg^2 = 340.3368 cm^3. -. Iy = I'y * t = 78.2775 cm^4. -. Sey = Iy / (H - z_cg) = 15.6555 cm^3. -. Mny1 = Sey * Fy = 37573.19 kgf-cm.
====================================================================================== [[[*]]] CHECK NOMINAL LATERAL BUCKLING STRENGTH ABOUT MAJOR AXIS (Mny2).======================================================================================
( ). Calculate bending coefficient (Cb). -. Cb = 1.000 (User defined or default value)
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
( ). Calculate moment on the basis of lateral buckling stress about major axis(fcy). [ AISI-CFSD86 Specification I C3.1.2 Eq.C3.1.2-1~6 ] -. Sfy = Iyy / Zbar = 15.6694 cm^3. -. My = Sfy * Fy = 37606.65 kgf-cm. -. Mey = Cb * r0 * A * SQRT[ sigma_ez*sigma_t ] = 18307.78 kgf-cm. -. Mcy = Mey = 18307.78 kgf-cm. -. fcy = Mcy / Sfy = 1168.375 kgf/cm^2.
( ). Calculate compression flange. [ AISI-CFSD86 Specification I B4 Eq.B4-1~3, Eq.B4.1-1~11, Eq.B4.2-1~13 ] -. BTR = w/t = 15.74 < 60 ---> O.K. -. S = 1.28 * SQRT(Es / fcy) = 54.2661 -. In case of BTR < S/3 -. Ia = 0.0000 cm^4. -. Is = b^3*t / 12 = 0.9092 cm^4. -. k = 4.00 -. In case of Lambda < 0.673 -. be = 3.620 cm. (Fully effective).
( ). Calculate compression lip. [ AISI-CFSD86 Specification I B4 Eq.B4-1~3, Eq.B4.1-1~11, Eq.B4.2-1~13 ] -. HTR = d/t = 5.70 < 60 ---> O.K. -. k = 0.43 -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ fcy/Es ] = 0.2155 -. In case of Lambda < 0.673 -. ds = 1.310 cm. (Fully effective). -. z_cg = 5.000 cm.
( ). Calculate effective section properties about y-axis. Unit : cm. ---------------------------------------------------------------------------------- Element Effective Len. z L*z L*z^2 I'1 ---------------------------------------------------------------------------------- Compression Flange 3.620 0.115 0.416 0.0479 --- Compression Lip 1.310 1.345 1.762 2.3698 --- Compression Corners 1.806 0.324 0.585 0.1893 --- Web 8.620 5.000 43.100 215.5000 53.3753 Tension Flange 3.620 9.885 35.784 353.7219 --- Tension Lip 1.310 8.655 11.338 98.1308 0.1873 Tension Corners 1.806 9.676 17.479 169.1352 --- ---------------------------------------------------------------------------------- Sum 22.093 --- 110.464 839.0950 53.5627 ----------------------------------------------------------------------------------
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
( ). Check if the web is fully effective. [ AISI-CFSD86 Specification I B1.2(a), B2.3 Eq.B2.3-1~4 ] -. HTR = w/t = 37.48 < 200 ---> O.K. -. f1 = Fy * [ {z_cg-(r+t/2)} / (H-z_cg) ] = 2068.800 kgf/cm^2. -. f2 = -Fy * [ {(H-z_cg)-(r+t/2)} / (H-z_cg) ] = -2068.800 kgf/cm^2. -. Psi = f2 / f1 = -1.000 -. k = 4 + 2*(1-Psi)^3 + 2*(1-Psi) = 24.000 -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ f1/Es ] = 0.2526 -. basis = z_cg - (r+t/2) = 4.310 cm. -. be1 = be / (3 - Psi) = 2.155 cm. -. be2 = MIN[ be/2, be-be1 ] = 4.310 cm. -. In case of be1 + be2 > basis. -. be( = be1 + be2) shall be taken as basis. -. In case of Lambda < 0.673 -. be = 4.310 cm. (Fully effective).
( ). Calculate moment on the basis of lateral buckling strength about major axis(Mny2). [ AISI-CFSD86 Specification I C3.1.2 Eq.C3.1.2-1 ] -. I'y = L*z2 + I'1 - L*z_cg^2 = 340.3368 cm^3. -. Iy = I'y * t = 78.2775 cm^4. -. Scy = Iy / z_cg = 15.6555 cm^3. -. Mny2 = (Mcy *Scy) / Sfy = 18291.48 kgf-cm.
====================================================================================== [[[*]]] CHECK ALLOWABLE MOMENT STRENGTH ABOUT MAJOR AXIS (May).======================================================================================
( ). Check ratio of bending strength about major axis (Muy/May). [ AISI-CFSD86 Specification I C3.1 Eq.C3.1-1 ] -. Omega_f = 1.670 -. Mny1 = 37573.19 kgf-cm. -. Mny2 = 18291.48 kgf-cm. -. May = MIN[ Mny1, Mny2 ] / Omega_f = 10952.98 kgf-cm. Muy 8139.08 -. ----- = --------------- = 0.743 < 1.000 ---> O.K. May 10952.98
====================================================================================== [[[*]]] CHECK ALLOWABLE MOMENT STRENGTH ABOUT MAJOR AXIS (Mayo, Ly=0).======================================================================================
( ). Check ratio of bending strength about major axis (My/Mayo, L=0). [ AISI-CFSD86 Specification I C3.1 Eq.C3.1-1 ] -. Mnyo = Mny1 -. Mayo = Mnyo / Omega_f = 22498.91 kgf-cm. My 8139.08 -. ------ = --------------- = 0.362 < 1.000 ---> O.K. Mayo 22498.91
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
====================================================================================== [[[*]]] CHECK NOMINAL MOMENT STRENGTH ABOUT MINOR AXIS (Mnz1).======================================================================================
( ). Calculate compression web. [ AISI-CFSD86 Specification I B2.1 Eq.B2.1-1~4 ] -. HTR = w/t = 37.48 < 500 ---> O.K. -. k = 4.00 -. y_cg = 1.852 cm. -. fcom = Fy * [ y_cg / (B - y_cg) ] = 1412.281 kgf/cm^2. -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ fcom/Es ] = 0.5111 -. In case of Lambda < 0.673 -. b = 8.620 cm. (Fully effective).
( ). Calculate effective section properties about z-axis. Unit : cm. ------------------------------------------------------------------------------- Element Effective Len. y L*y L*y^2 I'1 ------------------------------------------------------------------------------- Flanges 7.240 2.500 18.100 45.2500 7.9063 Left Corners 1.806 0.324 0.585 0.1893 --- Right Corners 1.806 4.676 8.447 39.5019 --- Web 8.620 0.115 0.991 0.1140 --- Lips 2.620 4.885 12.799 62.5216 --- ------------------------------------------------------------------------------- Sum 22.093 --- 40.922 147.5768 7.9063 -------------------------------------------------------------------------------
( ). Check if the flange is fully effective. [ AISI-CFSD86 Specification I B1.2(a), B2.3 Eq.B2.3-1~4 ] -. HTR = w/t = 15.74 < 200 ---> O.K. -. f1 = Fy * [ {y_cg-(r+t/2)} / (B-y_cg) ] = 886.187 kgf/cm^2. -. f2 = -Fy * [ {(B-y_cg)-(r+t/2)} / (B-y_cg) ] = -1873.905 kgf/cm^2. -. Psi = f2 / f1 = -2.115 -. k = 4 + 2*(1-Psi)^3 + 2*(1-Psi) = 70.655 -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ f1/Es ] = 0.0405 -. basis = y_cg - (r+t/2) = 1.162 cm. -. be1 = be / (3 - Psi) = 0.708 cm. -. be2 = MIN[ be/2, be-be1 ] = 1.810 cm. -. In case of be1 + be2 > basis. -. be( = be1 + be2) shall be taken as basis. -. In case of Lambda < 0.673 -. be = 1.162 cm. (Fully effective).
( ). Calculate moment on the basis of initiation of yielding about minor axis(Mnz1). [ AISI-CFSD86 Specification I C3.1.1 Eq.C3.1.1-1 ] -. I'z = L*y2 + I'1 - L*y_cg^2 = 79.6841 cm^3. -. Iz = I'z * t = 18.3273 cm^4. -. Sez = Iz / (B - y_cg) = 5.8224 cm^3. -. Mnz1 = Sez * Fy = 13973.79 kgf-cm.
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
====================================================================================== [[[*]]] CHECK NOMINAL LATERAL BUCKLING STRENGTH ABOUT MINOR AXIS (Mnz2).======================================================================================
( ). Calculate moment on the basis of lateral buckling stress about minor axis(fcz). [ AISI-CFSD86 Specification I C3.1.2 Eq.C3.1.2-1~6 ] -. Cs = -1.000 (Tension). -. Sfz = Izz / Ybar = 9.9070 cm^3. -. Mz = Sfz * Fy = 23776.79 kgf-cm. -. Mez = Cs * A * sigma_ey *{j+Cs*SQRT[j^2+r0^2*(sigma_t/sigma_ey)]}/Ctfz = 10172.23 kgf-cm. -. Mcz = Mez = 10172.23 kgf-cm. -. fcz = Mcz / Sfz = 1026.773 kgf/cm^2.
( ). Calculate compression web. [ AISI-CFSD86 Specification I B2.1 Eq.B2.1-1~4 ] -. HTR = w/t = 37.48 < 500 ---> O.K. -. k = 4.00 -. y_cg = 1.852 cm. -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ fcom/Es ] = 0.4359 -. In case of Lambda < 0.673 -. b = 8.620 cm. (Fully effective).
( ). Calculate effective section properties about z-axis. Unit : cm. ------------------------------------------------------------------------------- Element Effective Len. y L*y L*y^2 I'1 ------------------------------------------------------------------------------- Flanges 7.240 2.500 18.100 45.2500 7.9063 Left Corners 1.806 0.324 0.585 0.1893 --- Right Corners 1.806 4.676 8.447 39.5019 --- Web 8.620 0.115 0.991 0.1140 --- Lips 2.620 4.885 12.799 62.5216 --- ------------------------------------------------------------------------------- Sum 22.093 --- 40.922 147.5768 7.9063 -------------------------------------------------------------------------------
( ). Check if the flange is fully effective. [ AISI-CFSD86 Specification I B1.2(a), B2.3 Eq.B2.3-1~4 ] -. HTR = w/t = 15.74 < 200 ---> O.K. -. f1 = Fy * [ {y_cg-(r+t/2)} / (B-y_cg) ] = 886.187 kgf/cm^2. -. f2 = -Fy * [ {(B-y_cg)-(r+t/2)} / (B-y_cg) ] = -1873.905 kgf/cm^2. -. Psi = f2 / f1 = -2.115 -. k = 4 + 2*(1-Psi)^3 + 2*(1-Psi) = 70.655 -. Lambda = {1.052/SQRT(k)}*HTR*SQRT[ f1/Es ] = 0.0405 -. basis = y_cg - (r+t/2) = 1.162 cm. -. be1 = be / (3 - Psi) = 0.708 cm. -. be2 = MIN[ be/2, be-be1 ] = 1.810 cm. -. In case of be1 + be2 > basis. -. be( = be1 + be2) shall be taken as basis. -. In case of Lambda < 0.673 -. be = 1.162 cm. (Fully effective).
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
( ). Calculate moment on the basis of lateral buckling strength about minor axis(Mnz2). [ AISI-CFSD86 Specification I C3.1.2 Eq.C3.1.2-1 ] -. I'z = L*y2 + I'1 - L*y_cg^2 = 79.6841 cm^3. -. Iz = I'z * t = 18.3273 cm^4. -. Scz = Iz / y_cg = 9.8945 cm^3. -. Mnz2 = (Mcz * Scz) / Sfz = 10159.38 kgf-cm.
====================================================================================== [[[*]]] CHECK ALLOWABLE MOMENT STRENGTH ABOUT MINOR AXIS (Maz).======================================================================================
( ). Check ratio of bending strength about minor axis (Muz/Maz). [ AISI-CFSD86 Specification I C3.1 Eq.C3.1-1 ] -. Omega_f = 1.670 -. Mnz1 = 13973.79 kgf-cm. -. Mnz2 = 10159.38 kgf-cm. -. Maz = MIN[ Mnz1, Mnz2 ] / Omega_f = 6083.46 kgf-cm. Muz 35.13 -. ----- = --------------- = 0.006 < 1.000 ---> O.K. Maz 6083.46
====================================================================================== [[[*]]] CHECK ALLOWABLE MOMENT STRENGTH ABOUT MINOR AXIS (Mazo, Lz=0).======================================================================================
( ). Check ratio of bending strength about minor axis (Mz/Mazo, L=0). [ AISI-CFSD86 Specification I C3.1 Eq.C3.1-1 ] -. Mnzo = Mnz1 -. Mazo = Mnzo / Omega_f = 8367.54 kgf-cm. Mz 35.13 -. ------ = --------------- = 0.004 < 1.000 ---> O.K. Mazo 8367.54
====================================================================================== [[[*]]] CHECK SHEAR STRENGTH.======================================================================================
( ). Calculate shear strength in local-y direction (Vay). -. Vay = 0.4*Fy*(2*b + Pi*r + 2*c)*t = 2575.94 kgf.
( ). Check ratio of shear strength (Vuy/Vay). ( LCB = 13, POS = J ) -. Applied shear force : Vuy = 1.37 kgf. Vuy 1.37 -. ----- = --------------- =5.323e-004 < 1.000 ---> O.K. Vay 2575.94 [ Mz ]^2 [ Vuy ]^2 -. [ ---- ] + [ ----- ] =1.791e-005 < 1.000 ---> O.K. [ Mazo ] [ Vay ]
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
MIDAS/Gen Steel Code Checking Result Output PROJECT TITLE :
Company
Author
Client
File Name Untitled.acs
------------------------------------------------------------------------------------------ MIDAS/Gen - Steel Code Checking [ AISI-CFSD86 ] Version 7.0.2==========================================================================================
( ). Calculate shear strength in local-z direction (Vaz). [ AISI-CFSD86 Specification I C3.2 Eq.C3.2-1~2 ] -. HTR = h/t = 37.478 -. kv = 5.340 (Default value) -. HTRa = 1.38*SQRT[ Es*kv/Fy ] = 94.331 -. Vaz1 = 0.38*t^2*SQRT[ kv*Fy*Es ] = 3297.81 kgf. -. Vaz2 = 0.4 * Fy * h * t = 1903.30 kgf. -. Vaz = MIN[ Vaz1, Vaz2 ] = 1903.30 kgf.
( ). Check ratio of shear strength (Vuz/Vaz). ( LCB = 10, POS = J ) -. Applied shear force : Vuz = 103.37 kgf. Vuz 103.37 -. ----- = --------------- = 0.054 < 1.000 ---> O.K. Vaz 1903.30 [ My ]^2 [ Vuz ]^2 -. [ ---- ] + [ ----- ] = 0.134 < 1.000 ---> O.K. [ Mayo ] [ Vaz ]
====================================================================================== [[[*]]] CHECK INTERACTION OF COMBINED AXIAL LOAD AND BENDING.======================================================================================
( ). Check interaction ratio of combined strength. [ AISI-CFSD86 Specification I C5 Eq.C5-1~3 ] -. In case of Tu/Ta < 0.15 ---> Eq.C5-3 -. ComRat = Tu/Ta + My/May + Mz/Maz =7.463e-005 + 0.743 + 0.006 = 0.749 < 1.000 ---> O.K.
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Print Date/Time : 03/09/2010 20:34 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Gen V 7.2.5
1. Design Information Design Code : AISI-CFSD86
Unit System : kgf, cm
Element No : 2112
Material : SS400 (No:1)
(Fy = 2400.00, Es = 2100000)
Section Name : LC-100x50x20x2.3 (No:24)
(Rolled : LC-100x50x20x2.3).
Member Length : 400.000
Depth 10.0000 Thickness 0.23000Width 5.00000 Rounding 0.46000Lip Depth 2.00000
5
10
2
0.46
0.23
y
z
5.0
0
1.85
Area 5.17200 Asz 1.98260Qyb 26.9718 Qzb 3.02020Iyy 80.7000 Izz 19.0000Ybar 1.85228 Zbar 5.00000Syy 16.1000 Szz 6.06000ry 3.95000 rz 1.92000
2. Member Forces Axial Force Fxx = 0.55472 (LCB: 1, POS:J)
Bending Moments My = -8139.1, Mz = -35.128
End Moments Myi = -6040.6, Myj = -8139.1 (for Lb)
Myi = -6040.6, Myj = -8139.1 (for Ly)
Mzi = -0.5644, Mzj = -35.128 (for Lz)
Shear Forces Fyy = 1.37110 (LCB: 13, POS:J)
Fzz = 103.366 (LCB: 10, POS:J)
3. Design Parameters Unbraced Lengths Ly = 400.000, Lz = 400.000, Lb = 400.000
Effective Length Factors Ky = 1.00, Kz = 1.00
Moment Factor / Bending Coefficient
Cmy = 1.00, Cmz = 1.00, Cb = 1.00
4. Strength Checking Results Axial Strength
Slenderness Ratio : KL/r = 210.5 < 240.0 ............................... O.K
Tu/Ta = 0.55/7432.81 = 0.000 < 1.000 ............................ O.K
Bending Strength
Muy/May = 8139.1/10953.0 = 0.743 < 1.000 ............................ O.K
Muz/Maz = 35.13/6083.46 = 0.006 < 1.000 ............................ O.K
Combined Strength (Tension+Bending)
Tu/Ta = 0.00 < 0.15
Rmax = Tu/Ta + My/May + Mz/Maz = 0.749 < 1.000 ......................... O.K
Shear Strength
Vuy/Vay = 0.001 < 1.000 ............................................ O.K
Vuz/Vaz = 0.134 < 1.000 ............................................ O.K
Company
Author
Project Title
File Name D:\...\MIDAS\STA(Design).mgb
Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comMIDAS/Gen V 7.2.5
Print Date/Time : 03/10/2010 00:44
MIDAS/Gen Steel Design
VisStructure 03 Pile Footing
( สงวนลขสทธ ) ชอโครงการ : โรงเรยนเทศบาล
วศวกร : สมบรณ แซลม ชอฐานราก : F1
Input Data
คอนกรตหมเหลก = 6 ซม.
หนวยแรงอดในคอนกรต ............. fc = 94.50 กก./ตร.ซม.
กาลงอดของคอนกรต ................. fc' = 210 กก./ตร.ซม.
หนวยแรงของเหลกเสรมคอนกรต, fs = 1,500 กก./ตร.ซม.
กาลงคลากของเหลกเสรม ............ fy = 3,000 กก./ตร.ซม.
เสาเขมรบนาหนกปลอดภยไดตนละ = 50,000 กก.
ขนาดของเสา = 0.30 x 0.30 ม. x ม.
โมเมนตของเสารอบแกน X ........ Mx = 0 กก.-ม.
โมเมนตของเสารอบแกน Y ........ My = 0 กก.-ม.
นาหนกจากเสาตอมอ = 36,568 กก..
นาหนกดนทกดทบบนฐานราก = 389 กก.
Result
ขนาดของฐานราก (ม.) ................... = 0.60 x 0.60 x 0.60
จานวนเสาเขมทใช .......................... = 1 ตน
นาหนกของตวฐานราก .................... = 518 กก.
เสาเขมรบนาหนก ........................... = 37,475 กก.
เหลกยน 16 DB12มม.
เหลกปลอก DB12มม.
เหลกตะแกรง 2 x 2 DB12มม.
.05
.10
.60
.30
.30
.60
.30
.60
.30 .30
.60
.30
.30
.30
.30
DB12 มม.(เหลกปลอก)
16 DB12 มม.(เหลกยน)
2 x 2 DB12มม.(เหลกตะแกรง)
คอนกรตกนหลม
ทรายอดแนน
เสาเขมจานวน 1 ตน รบนาหนกปลอดภยไดไมนอยกวา 50,000 กโลกรม
F1
VisStructure 03 Pile Footing
( สงวนลขสทธ ) ชอโครงการ : โรงเรยนเทศบาล
วศวกร : สมบรณ แซลม ชอฐานราก : F3
Input Data
คอนกรตหมเหลก = 6 ซม.
หนวยแรงอดในคอนกรต ............. fc = 94.50 กก./ตร.ซม.
กาลงอดของคอนกรต ................. fc' = 210 กก./ตร.ซม.
หนวยแรงของเหลกเสรมคอนกรต, fs = 1,500 กก./ตร.ซม.
กาลงคลากของเหลกเสรม ............ fy = 3,000 กก./ตร.ซม.
เสาเขมรบนาหนกปลอดภยไดตนละ = 50,000 กก.
ระยะหางของศนยกลางเสาเขม = 0.90 ม.
ขนาดของเสา = 0.30 x 0.50 ม. x ม.
โมเมนตของเสารอบแกน X ........ Mx = 325 กก.-ม.
โมเมนตของเสารอบแกน Y ........ My = 185 กก.-ม.
นาหนกจากเสาตอมอ = 122,282 กก..
นาหนกดนทกดทบบนฐานราก = 1,904 กก.
Result
n / j / R ................................. = 9.3117 / 0.8768 / 15.3170
ความหนาของฐานราก ..................... = 0.60 ม.
จานวนเสาเขมทใช .......................... = 3 ตน
นาหนกของตวฐานราก .................... = 2,120 กก.
เสาเขมรบนาหนกเฉลยตนละ = 42,102 กก.
เสาเขมตนทรบนาหนกมากทสด = 42,582 กก.
เสาเขมตนทรบนาหนกนอยทสด = 41,622 กก.
ความลกประสทธผล ................... d = 51 ซม.
โมเมนตดดของฐานราก = 15,243 กก.-ม.
แรงเฉอนแบบคาน = 0 กก.
หนวยแรงเฉอนแบบคาน = 0.0000 กก./ตร.ซม.
หนวยแรงเฉอนแบบคานทยอมให = 4.2025 กก./ตร.ซม.
แรงเฉอนแบบเจาะทะล = 122,282 กก.
หนวยแรงเฉอนแบบเจาะทะล = 6.7409 กก./ตร.ซม.
หนวยแรงเฉอนแบบเจาะทะลยอมให = 7.6804 กก./ตร.ซม.
เหลกตะแกรงฐานราก 3 x 21 DB12มม.
......................05
.10
1.593
.60
.30
.45 .45
.50
.30
.346
.30
.26
.52
.30
1.379
.45 .45
1.246
1.593
เสรม 3 ทางๆละ 21 DB 12 มม.
เหลกรดรอบ DB 12 มม.
คอนกรตกนหลม
ทรายอดแนน
เสาเขมจานวน 3 ตน รบนาหนกปลอดภยไดไมนอยกวา 50,000 กโลกรมตอตน
F3