PV Engineering PV Construction PV Gas S Document Analysis

PV ENGINEERING PV CONSTRUCTION PV GAS - S
DỰ ÁN: KHO CHỨA LPG GÒ DẦU
ĐỊA ĐIỂM: LONG THÀNH-ĐỒNG NAI
CHỦ ĐẦU TƯ: CÔNG TY CỔ PHẦN KINH DOANH KHÍ HÓA LỎNG MIỀN NAM
TỔNG THẦU: TỔNG CÔNG TY CP XÂY LẮP DẦU KHÍ VIỆT NAM
ĐƠN VỊ THIẾT KẾ: CÔNG TY CP TƯ VẤN ĐÀU TƯ VÀ THIẾT KẾ DẦU KHÍ
GIAI ĐOẠN: THIẾT KẾ BẢN VẼ THI CÔNG
PHÂN PHỐI
Công ty Số lượng
PVGAS-S
PVC
PVE
Công Nghệ
Xây Dựng √
Điều Khiển
CK
Điện
PCCC
Ăn Mòn
Khác
Tổng:
THUYẾT MINH
TÍNH TOÁN KẾT CẤU
NHÀ BƠM VÀ MÁY NÉN HƠI LPG
PVGAS - S
(Phê duyệt)
PVC
(Phê duyệt))
B 01/2009 Xem xét và phê duyệt H.X.C N.H.H V.N.K
A 11/2008 Xem xét và phê duyệt H.X.C N.H.H V.N.K
LXB Ngày XB Mô tả T.Hiện K.Tra CNDA PV Engineering JSC
Số Tài Liệu:
2085-03-CA-A4-201CÔNG TY CP TƯ VẤN ĐÀU TƯ VÀ THIẾT KẾ DẦU KHÍ
(PVE) …Trang
(Bao gồm cả trang này)
Tài liệu và các thông tin trong này là tài sản của công ty cổ phần Tư vấn Đầu tư và thiết kế Dầu khí; không được khai thác, sử dụng, phô tô
hay sử dụng theo bất kỳ hình thức nào khi không có sự cho phép. Nếu có thắc mắc, xin liên hệ theo điện thoại số: 84 0862971762 hoặc email:
pve@pvengineering.com.vn

PV ENGINEERING PV - CONSTRUCTION PVGAS - S
Dự án: KHO CHỨA LPG GÒ DẦU - ĐỒNG NAI
Hạng mục: NHÀ BƠM VÀ MÁY NÉN HƠI LPG Thực hiện: H.X.C Kiểm tra: N.H.H
NỘI DUNG
PHẦN 1.0 THÔNG TIN CHUNG
1.1 Kết cấu
1.2 Tiêu chuẩn và tài liệu áp dung thiết kế
1.3 Cường độ vật liệu
1.4 Điều kiện đất nền
1.5 Giới hạn biến dạng cho phép
1.6 Phần mềm tính toán
PHẦN 2.0 MÔ HÌNH PHÂN TÍCH TÍNH TOÁN
2.1 Mặt bằng kết cấu
2.2 Đặc tính phần tử
2.3 Mô hình
PHẦN 3.0 TẢI TRỌNG THIẾT KẾ
3.1 Tĩnh tải
3.2 Hoạt tải
3.3 Tải trọng gió
3.4 Tải trọng cơ bản và tổ hợp tải trọng
PHẦN 4.0 PHÂN TÍCH KẾT QUẢ TÍNH TOÁN VÀ THIẾT KẾ
4.1 Dữ liệu nhập (input staad file)
4.2 Kết quả dữ liệu xuất
4.3 Tính toán móng
4.4 Tính toán cột
4.5 Tính toán dầm
4.6 Thiết kế cấu kiện thép

1.0 THÔNG TIN CHUNG
1.1 Kết cấu
- Kết cấu mái : Kết cấu bê tông cốt thép
- Kết cấu khung - sàn - móng : Kết cấu bê tông cốt thép
- Mục đích sử dụng : Nhà bơm và máy nén hơi LPG
- Vị trí : KCN Gò Gầu - Đồng Nai - Việt Nam
1.2 Tiêu chuẩn và tài liệu áp dung thiết kế
- TCVN 2737:1995 Tải trọng và tác động - Tiêu chuẩn thiết kế
- Quy chuẩn xây dựng Viêt Nam (ban hành năm 1996)
- TCXD 45:78 Tiêu chuẩn thiết kế Nền, Nhà và Công trình
- TCXD 205:1998 Móng cọc - Tiêu chuẩn thiết kế
- 20 TCN 82-88 Cọc - Phương pháp thí nghiệm hiện trường
- TCXDVN 269:2002 Cọc - Phương pháp thí nghiệm bằng tải trọng tĩnh ép dọc trục
- TCXDVN 338:2005 Kết cấu thép - Tiêu chuẩn thiết kế
- AISC ASD Tiêu chuẩn thiết kế kết cấu thép của Mỹ
- TCXDVN 356:2005 Kết cấu bê tông và bê tông cốt thép - Tiêu chuẩn thiết kế
- ACI 318-02 Tiêu chuẩn thiết kế kết cấu bê tông cốt thép của Mỹ
- BS 8110 Tiêu chuẩn thiết kế kết cấu bê tông cốt thép của Anh
1.3 Cường độ vật liệu
A. Bê tông (Cường độ chịu nén tối thiểu tại 28 ngày):
Kết cấu và móng M250 (B20) fc' = 25 N/mm2
Bê tông lót M100 (B7.5) fc' = 10 N/mm2
B. Cốt thép
TCXDVN 356:2005
Φ <10 (A-I) : Rs (fy) = 225 N/mm2
(MPa)
Φ ≥10 (A-III) : Rs (fy) = 365 N/mm2
(MPa)
C. Kết cấu thép
TCXDVN 338:2005 (CT3 hoặc tương đương fy = 235 N/mm2
(MPa)
Que hàn N42 hoặc tương đương
D. Bu lông liên kết
Tiêu chuẩn AISC ASD89 hoặc tương đương
Bu lông neo theo tiêu chuẩn ASTM A325 loại 1 hoặc JIS B1051 Grade 8.8 hoặc tương đương
Fy = 248 N/mm2
(MPa)
E. Bu lông neo
Tiêu chuẩn AISC ASD89 hoặc tương đương
Bu lông neo loại SS400 (vật liêu ASTM A36) hoặc BS 4190 Grade 4.6 hoặc tương đương
Fy = 248 N/mm2
(MPa)
1.4 Điều kiện đất nền
A. Sức chịu tải cho phép của đất nền dưới đáy móng qa = 150 KN/m2

1.5 Giới hạn biến dạng cho phép
A. Phướng đứng Dầm sàn : L / 360
Dầm đỡ thiết bị : L / 500
Dầm console : L / 180
Xà gồ : L / 360
B. Phương ngang Khung : H / 200
1.6 Phần mềm tính toán
( ○ ) STAAD. Pro 2006
( ○ ) MIDAS SET V3.3.2

2.0 MÔ HÌNH PHÂN TÍCH TÍNH TOÁN
2.1.1 Mặt bằng dầm mái
2.1.2 Mặt bằng dầm tầng trệt

2.1.3 Mặt bằng móng, cột

2.2 Đặc tính phần tử
TLR
kN/m3
SRG1 H194X150X6X9
SRG2 H194X150X6X9
SC1 SC1: H244X175X7X11
SBR1 CÁP D20
XÀ GỒ C200X75X25X3.2
TG1 250X350 24.0
TG2 250X350 24.0
C1 400X500 24.0
F1 1500X1500X400 24.0
`
230.0
230.0
GIẰNG MÁI
230.0
NHÓM TIẾT DIỆN
CĐ VẬT LIỆU
GHI CHÚ
N/mm2

2.3 Mô hình
2.3.1 Mô hình kết cấu

2.3 Mô hình
2.3.1 Mô hình đánh số thứ tự nút

2.3 Mô hình
2.3.1 Mô hình đánh số thứ tự phần tử

3.0 TẢI TRỌNG THIẾT KẾ
3.1 Tĩnh tải (LC#2)
A. Sàn
Tole lợp mái 0.05 Vữa xi măng dày 30mm 0.60
Xà gồ mái 0.10 Bản BTCT dày 150mm 3.60
Thiết bị 0.20 Bê tông lót dày 100mm 2.40
Tổng 0.35 (kN/m2
) Tổng 6.60 (kN/m2
)
A.4
Tổng 0.00 (kN/m2
) Tổng 0.00 (kN/m2
)
B. Tường
Tổng 0.00 (kN/m2
) Tổng 0.00 (kN/m2
)
C. Khác
Tổng 0.00 (kN/m2
) Tổng 0.00 (kN/m2
)
Lớp Lớp
A.1 Mái tole A.2 Trệt
B.2 Tường 100mm
LớpLớp
A.3
Lớp Lớp
B.1 Tường 200mm
C.1 Thành sênô C.2 Tường 100mm
Lớp Lớp

3.1 Tĩnh tải (LC#2)
W1 = 0.35x(5/2+1.5) = 1.40 KN/m (Kèo trục 1)
W2 = 0.35x(4/2+1.5) = 1.23 KN/m (Kèo trục 3)
W3 = 0.35x(5+4)/2 = 1.58 KN/m (Kèo trục 2)
W4 = 0.35x1 = 0.35 KN/m (Giằng cột trục A & B)

3.0 TẢI TRỌNG THIẾT KẾ
3.2 Hoạt tải (LC#3)
A.1 Mái : 0.30 kN/m2
A.2 Sàn trệt : 2.00 kN/m2
W1 = 0.3x(5/2+1.5) = 1.20 KN/m (Kèo trục 1)
W2 = 0.3x(4/2+1.5) = 1.05 KN/m (Kèo trục 3)
W3 = 0.3x(5+4)/2 = 1.35 KN/m (Kèo trục 2)
W4 = 0.3x1 = 0.30 KN/m (Giằng cột trục A & B)

3.3 Tải trọng gió (theo TCVN 2737-95)
A. Thông số hình học của nhà
L B
X
h
Z
Mặt bằng Mặt cắt
L = 9 m, B = 5 m, h = 4.65 m, độ dốc mái = 16.7 độ
B. Áp lực gió ( W )
- W = Wo x k x c
Vị trí: KCN Gò Dầu, Long Thành, Đồng Nai thuộc vùng áp lực gió IIA
Wo = 95 - 12 = 83 (daN/m2
)
W : Áp lực gió tiêu chuẩn
Wo : Áp lực vận tốc gió ( 83daN/m2
= 0.83kN/m2
)
k : Hệ số tính đến sự thay đổi của áp lực gió theo độ cao
c : Hệ số khí động
STT
1
2
3
4
5
6
7
20.0 0.83 1.29 1.071
15.0 0.83 1.24 1.029
10.0 0.83 1.18 0.979
5.0 0.83 1.07 0.888
3.0 0.83 1.00 0.830
0.0 0.83 1.00 0.830
Vùng A
k
Wo x k
(kN/m2)
Độ cao
Z (m)
Áp lực
Wo (kN/m2
)
30.0 0.83 1.37 1.137

3.3.1 Gió theo phương +X (LC#4)
Theo bảng 6 - TCVN 2737-1995
Ce = +0.8 (Đón gió)
Ce' = -0.6 (Khuất gió)
Ce' = -0.7 (Trung gian)
W1 = 0.888*0.7*5/2 = 1.55 KN/m (Gió bốc mái kèo trục 1)
W3 = 0.888*0.7*(5+4)/2 = 2.80 KN/m (Gió bốc mái kèo trục 2)
W4 = 0.888*0.8*1.5 = 1.07 KN/m (Giằng cột trục 1 & 3)
W5 = 0.888*0.7*1 = 0.62 KN/m (Giằng cột trục A & B)

3.3.2 Gió theo phương +Z (LC#5)
Theo bảng 6 - TCVN 2737-1995
Ce = +0.8 (Đón gió)
Ce' = -0.6 (Khuất gió)
Ce' = -0.7 (Trung gian)
W3 = 0.888*0.7*(5+4)/2 = 2.80 KN/m (Gió bốc mái kèo trục 2)
W4 = 0.888*0.7*1.5 = 0.93 KN/m (Giằng cột trục 1 & 3)
W5 = 0.888*0.8*1 = 0.71 KN/m (Giằng cột trục A & B)

PV ENGINEERING PV -CONSTRUCTION PVGAS - S
3.4 Tải trọng cơ bản và tổ hợp tải trọng
A. Tải trọng cơ bản
Số Tên tải
1 Trọng lượng bản thân kết cấu
2 Tĩnh tải
3 Hoạt tải
4 Gió theo phương +X
5 Gió theo phương +Z
B. Tổ hợp tải trọng
Tải trọng cơ bản
Tĩnh tải Cầu trục Ứng suất
TLBT(1) TTHT(2) Khác Sàn(3) Không Tối ưu +X(4) -X +Z(5) -Z +X -X +Z -Z cho phép
101 1 + 2 1.00 1.00
102 1 + 2 + 3 1.00 1.00 1.00
103 1 + 2 + 3 + 4 1.00 1.00 0.75 0.75
104 1 + 2 + 3 + 5 1.00 1.00 0.75 0.75
105 1 + 2 + 4 0.60 0.60 1.00
106 1 + 2 + 5 0.60 0.60 1.00
107 1 + 2 0.60 0.60
108 1 + 2 + 4 1.00 1.00 1.00
109 1 + 2 + 5 1.00 1.00 1.00
201 1 + 2 1.40 1.40
202 1 + 2 + 3 1.20 1.20 1.60
203 1 + 2 + 3 1.20 1.20 1.00
204 1 + 2 + 4 1.20 1.20 0.80
205 1 + 2 + 5 1.20 1.20 0.80
206 1 + 2 + 3 + 4 1.20 1.20 1.00 1.60
207 1 + 2 + 3 + 5 1.20 1.20 1.00 1.60
208 1 + 4 0.90 0.90 1.60
209 1 + 5 0.90 0.90 1.60
210 1 + 2 0.90 0.90
Động đấtGióLC# Tổ hợp GCpi Hoạt tải

4.0 PHÂN TÍCH KẾT QUẢ TÍNH TOÁN VÀ THIẾT KẾ
4.1 Dữ liệu nhập (input staad file)
STAAD SPACE NHA BOM VA MAY NEN HOI LPG
START JOB INFORMATION
ENGINEER DATE 14Jan'09
JOB NAME KHO CHUA LPG GO DAU
JOB CLIENT PV GAS-SOUTH
JOB REV 1
ENGINEER NAME H.X.C
CHECKER NAME N.H.H
JOB NO 2008
CHECKER DATE 14Jan'09
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 -1.5 0; 2 0 -1.5 5; 3 5 -1.5 0; 4 5 -1.5 5; 5 9 -1.5 0; 6 9 -1.5 5;
7 0 0 0; 8 0 0 5; 9 5 0 0; 10 5 0 5; 11 9 0 0; 12 9 0 5; 13 0 4.15 0;
14 0 4.15 5; 15 5 4.15 0; 16 5 4.15 5; 17 9 4.15 0; 18 9 4.15 5; 19 0 4.65 0;
20 0 4.65 5; 21 5 4.65 0; 22 5 4.65 5; 23 9 4.65 0; 24 9 4.65 5; 25 0 5.4 2.5;
26 5 5.4 2.5; 27 9 5.4 2.5;
MEMBER INCIDENCES
1 1 7; 2 2 8; 3 3 9; 4 4 10; 5 5 11; 6 6 12; 7 7 8; 8 7 9; 9 8 10; 10 9 11;
11 10 12; 12 11 12; 13 7 13; 14 8 14; 15 9 15; 16 10 16; 17 11 17; 18 12 18;
19 13 14; 20 13 15; 21 14 16; 22 15 17; 23 16 18; 24 17 18; 25 13 19; 26 14 20;
27 15 21; 28 16 22; 29 17 23; 30 18 24; 31 19 25; 32 20 25; 33 19 26; 34 21 25;
35 20 26; 36 22 25; 37 21 26; 38 22 26; 39 21 27; 40 23 26; 41 22 27; 42 24 26;
43 23 27; 44 24 27;
*****
START GROUP DEFINITION
MEMBER
***** STEEL
_SRG1 31 32 37 38 43 44
_SRG2 19 TO 24
_SC1 13 TO 18 25 TO 30
_SBR1 33 TO 36 39 TO 42
_STL 13 TO 44
***** CONCRETE
_C1 1 TO 6
_TG1 7 12
_TG2 8 TO 11
_RC 1 TO 12
JOINT
_F1 1 TO 6
END GROUP DEFINITION
*****
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17

DENSITY 24
ALPHA 1e-005

DAMP 0.05
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 78.5
ALPHA 1.2e-005
DAMP 0.03
END DEFINE MATERIAL
*****
MEMBER PROPERTY AMERICAN
*****
_C1 PRIS YD 0.4 ZD 0.5
_TG1 PRIS YD 0.35 ZD 0.25
_TG2 PRIS YD 0.35 ZD 0.25
MEMBER PROPERTY JAPANESE
_SRG1 TABLE ST H194X150X6
_SRG2 TABLE ST H194X150X6
_SC1 TABLE ST H244X175X7
MEMBER PROPERTY JAPANESE
_SBR1 PRIS YD 0.02
*****
CONSTANTS
BETA 90 MEMB 13 TO 18 25 TO 30
MATERIAL CONCRETE MEMB _RC
MATERIAL STEEL MEMB _STL
******
SUPPORTS
1 TO 6 FIXED
*****
MEMBER CABLE
33 TO 36 39 TO 42 TENSION 0
*****
MEMBER RELEASE
19 TO 24 START MY MZ
19 TO 24 END MY MZ
LOAD 1 LOADTYPE Dead TITLE SELF LOAD
SELFWEIGHT Y -1
LOAD 2 LOADTYPE Dead TITLE DEAD LOAD
MEMBER LOAD
31 32 UNI GY -1.4
43 44 UNI GY -1.23
37 38 UNI GY -1.58
20 TO 23 UNI GY -0.35
LOAD 3 LOADTYPE Live TITLE LIVE LOAD
MEMBER LOAD
31 32 UNI GY -1.2
43 44 UNI GY -1.05
37 38 UNI GY -1.35
20 TO 23 UNI GY -0.3
LOAD 4 LOADTYPE Wind TITLE WIND +X LOAD
MEMBER LOAD
31 32 UNI GY 1.55
43 44 UNI GY 1.24

37 38 UNI GY 2.8
19 24 UNI GX 1.07

21 23 UNI GZ 0.62
20 22 UNI GZ -0.62
LOAD 5 LOADTYPE Wind TITLE WIND +Z LOAD
MEMBER LOAD
31 32 UNI GY 1.55
43 44 UNI GY 1.24
37 38 UNI GY 2.8
20 TO 23 UNI GZ 0.71
24 UNI GX 0.93
19 UNI GX -0.93
*Generated ACI Table COMBINATION
*SERVICE LOAD COMBINATION
LOAD COMB 101 (1.0 DEAD)
1 1.0 2 1.0
LOAD COMB 102 (1.0 DEAD + 1.0 LIVE)
1 1.0 2 1.0 3 1.0
LOAD COMB 103 (1.0 DEAD + 0.75 LIVE + 0.75 WIND+X)
1 1.0 2 1.0 3 0.75 4 0.75
LOAD COMB 104 (1.0 DEAD + 0.75 LIVE + 0.75 WIND+Z)
1 1.0 2 1.0 3 0.75 5 0.75
LOAD COMB 105 (0.6 DEAD + 1.0 WIND+X)
1 0.6 2 0.6 4 1.0
LOAD COMB 106 (0.6 DEAD + 1.0 WIND+Z)
1 0.6 2 0.6 5 1.0
1 0.6 2 0.6
1 1.0 2 1.0 4 1.0
1 1.0 2 1.0 5 1.0
*ULTIMATE LOAD COMBINATION
1 1.4 2 1.4
1 1.2 2 1.2 3 1.6
1 1.2 2 1.2 3 1.0
1 1.2 2 1.2 4 0.8
1 1.2 2 1.2 5 0.8
LOAD COMB 206 (1.2 DEAD + 1.0 LIVE + 1.6 WIND+X)
1 1.2 2 1.2 3 1.0 4 1.6
LOAD COMB 207 (1.2 DEAD + 1.0 LIVE + 1.6 WIND+Z)
1 1.2 2 1.2 3 1.0 5 1.6
1 0.9 2 0.9 4 1.6
1 0.9 2 0.9 5 1.6
1 0.9 2 0.9
*****
PDELTA 3 ANALYSIS

*****
LOAD LIST 201 TO 210

PRINT MAXFORCE ENVELOPE NSECTION 12 LIST 7 TO 12
PRINT SECTION MAX DISPL LIST 1 TO 44
PRINT JOINT DISPLACEMENTS LIST 7 TO 27
*CONCRETE DESIGN
START CONCRETE DESIGN
CODE ACI
*****
CLB 0.04 ALL
CLS 0.04 ALL
CLT 0.04 ALL
FC 25000 ALL
FYMAIN 365000 ALL
MAXMAIN 20 ALL
MINMAIN 20 ALL
TRACK 0 ALL
*****DESIGN COLUMN _C1
DESIGN COLUMN 1 3
*****DESIGN BEAM _TG1
DESIGN BEAM 7
*****DESIGN BEAM _TG2
DESIGN BEAM 8
CONCRETE TAKE
END CONCRETE DESIGN
***** DESIGN STEEL STRUCTURE
PARAMETER 1
CODE AISC
LZ 5 MEMB 31 32 37 38 43 44
FYLD 225000 MEMB _STL
RATIO 1 MEMB _STL
BEAM 1 MEMB _STL
CHECK CODE MEMB 13 TO 32 37 38 43 44
*****
PRINT SUPPORT REACTION
*****
PRINT SUPPORT REACTION
*****
LOAD LIST 1 TO 5
PERFORM ANALYSIS PRINT STATICS CHECK
FINISH

4.2.1 Nội lực phần tử
*** NỘI LỰC DẦM
MEMBER FORCE ENVELOPE
-------------------------------------------
ALL UNITS ARE KN METE
MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS
MEMB FY/ DIST LD MZ/ DIST LD
FZ DIST LD MY DIST LD FX DIST LD
DẦM TG1 7 MAX 7.35 0.00 201 8.50 5.00 207
0.01 0.00 207 0.02 5.00 207 4.76 C 0.00 201
MIN -7.69 5.00 207 -3.33 2.50 201
0.00 5.00 206 -0.03 0.00 209 2.74 C 5.00 208
DẦM TG2 8 MAX 7.17 0.00 201 9.58 5.00 206
0.07 0.00 202 0.18 5.00 202 5.53 C 0.00 206
MIN -8.18 5.00 206 -3.68 1.67 206
-0.07 5.00 209 -0.18 5.00 209 2.48 C 5.00 209
DẦM TG2 9 MAX 7.17 0.00 201 9.58 5.00 206
0.01 0.00 208 0.15 0.00 202 5.53 C 0.00 206
MIN -8.18 5.00 206 -3.68 1.67 206
-0.07 5.00 202 -0.18 5.00 202 2.73 C 5.00 209
10 MAX 6.19 0.00 201 8.14 4.00 206
0.13 0.00 209 0.25 4.00 209 2.96 C 0.00 201
MIN -7.39 4.00 206 -2.70 0.67 208
-0.11 4.00 202 -0.27 0.00 209 0.69 C 4.00 208
11 MAX 6.19 0.00 201 8.14 4.00 206
0.11 0.00 202 0.21 4.00 202 2.96 C 0.00 201
MIN -7.39 4.00 206 -2.70 0.67 208
-0.02 4.00 208 -0.23 0.00 202 0.69 C 4.00 208
12 MAX 7.35 0.00 201 8.16 5.00 207
0.00 0.00 210 0.05 0.00 209 4.67 C 0.00 201
MIN -7.55 5.00 207 -3.32 2.50 201
-0.01 5.00 209 -0.03 5.00 207 2.80 C 5.00 208

4.2.1 Nội lực phần tử
*** NỘI LỰC CỘT
MEMBER SECTION FORCE
-------------------------------------------
Beam L/C Section Axial Force kNShear-Y kN Shear-Z kN Torsion kNm Moment-Y kNMoment-Z kNm
1 201 0 37.251 -4.623 4.714 -0.088 -1.493 -1.441
0.083 36.411 -4.623 4.714 -0.088 -0.904 -0.863
0.167 35.571 -4.623 4.714 -0.088 -0.315 -0.285
0.25 34.731 -4.623 4.714 -0.088 0.275 0.293
0.333 33.891 -4.623 4.714 -0.088 0.864 0.871
0.417 33.051 -4.623 4.714 -0.088 1.453 1.449
0.5 32.211 -4.623 4.714 -0.088 2.042 2.027
0.583 31.371 -4.623 4.714 -0.088 2.632 2.605
0.667 30.531 -4.623 4.714 -0.088 3.221 3.183
0.75 29.691 -4.623 4.714 -0.088 3.81 3.761
0.833 28.851 -4.623 4.714 -0.088 4.399 4.338
0.917 28.011 -4.623 4.714 -0.088 4.988 4.916
1 27.171 -4.623 4.714 -0.088 5.578 5.494
202 0 38.214 -4.044 4.107 -0.138 -1.288 -1.25
0.083 37.494 -4.044 4.107 -0.138 -0.775 -0.744
0.167 36.774 -4.044 4.107 -0.138 -0.261 -0.239
0.25 36.054 -4.044 4.107 -0.138 0.252 0.267
0.333 35.334 -4.044 4.107 -0.138 0.766 0.773
0.417 34.614 -4.044 4.107 -0.138 1.279 1.278
0.5 33.894 -4.044 4.107 -0.138 1.793 1.784
0.583 33.174 -4.044 4.107 -0.138 2.306 2.289
0.667 32.454 -4.044 4.107 -0.138 2.819 2.795
0.75 31.734 -4.044 4.107 -0.138 3.333 3.3
0.833 31.014 -4.044 4.107 -0.138 3.846 3.806
0.917 30.294 -4.044 4.107 -0.138 4.36 4.311
1 29.574 -4.044 4.107 -0.138 4.873 4.817
203 0 35.857 -4.014 4.082 -0.115 -1.285 -1.244
0.083 35.137 -4.014 4.082 -0.115 -0.775 -0.742
0.167 34.417 -4.014 4.082 -0.115 -0.264 -0.241
0.25 33.697 -4.014 4.082 -0.115 0.246 0.261
0.333 32.977 -4.014 4.082 -0.115 0.756 0.763
0.417 32.257 -4.014 4.082 -0.115 1.267 1.265
0.5 31.537 -4.014 4.082 -0.115 1.777 1.766
0.583 30.817 -4.014 4.082 -0.115 2.287 2.268
0.667 30.097 -4.014 4.082 -0.115 2.797 2.77
0.75 29.377 -4.014 4.082 -0.115 3.308 3.271
0.833 28.657 -4.014 4.082 -0.115 3.818 3.773
0.917 27.937 -4.014 4.082 -0.115 4.328 4.275
1 27.217 -4.014 4.082 -0.115 4.839 4.777
204 0 27.752 -3.317 3.977 -0.032 -1.27 3.273

0.083 27.032 -3.317 3.977 -0.032 -0.773 3.688
0.167 26.312 -3.317 3.977 -0.032 -0.276 4.102

0.25 25.592 -3.317 3.977 -0.032 0.222 4.517
0.333 24.872 -3.317 3.977 -0.032 0.719 4.932
0.417 24.152 -3.317 3.977 -0.032 1.216 5.346
0.5 23.432 -3.317 3.977 -0.032 1.713 5.761
0.583 22.712 -3.317 3.977 -0.032 2.21 6.175
0.667 21.992 -3.317 3.977 -0.032 2.707 6.59
0.75 21.272 -3.317 3.977 -0.032 3.204 7.005
0.833 20.552 -3.317 3.977 -0.032 3.701 7.419
0.917 19.832 -3.317 3.977 -0.032 4.198 7.834
1 19.112 -3.317 3.977 -0.032 4.695 8.248
205 0 26.812 -3.835 2.24 0.016 4.637 -1.227
0.083 26.092 -3.835 2.24 0.016 4.917 -0.747
0.167 25.372 -3.835 2.24 0.016 5.197 -0.268
0.25 24.652 -3.835 2.24 0.016 5.477 0.212
0.333 23.932 -3.835 2.24 0.016 5.757 0.691
0.417 23.212 -3.835 2.24 0.016 6.037 1.17
0.5 22.492 -3.835 2.24 0.016 6.317 1.65
0.583 21.772 -3.835 2.24 0.016 6.597 2.129
0.667 21.052 -3.835 2.24 0.016 6.877 2.608
0.75 20.332 -3.835 2.24 0.016 7.157 3.088
0.833 19.612 -3.835 2.24 0.016 7.437 3.567
0.917 18.892 -3.835 2.24 0.016 7.717 4.047
1 18.172 -3.835 2.24 0.016 7.998 4.526
206 0 27.502 -2.722 3.955 -0.028 -1.265 7.772
0.083 26.782 -2.722 3.955 -0.028 -0.771 8.112
0.167 26.062 -2.722 3.955 -0.028 -0.276 8.452
0.25 25.342 -2.722 3.955 -0.028 0.218 8.793
0.333 24.622 -2.722 3.955 -0.028 0.713 9.133
0.417 23.902 -2.722 3.955 -0.028 1.207 9.473
0.5 23.182 -2.722 3.955 -0.028 1.701 9.813
0.583 22.462 -2.722 3.955 -0.028 2.196 10.154
0.667 21.742 -2.722 3.955 -0.028 2.69 10.494
0.75 21.022 -2.722 3.955 -0.028 3.185 10.834
0.833 20.302 -2.722 3.955 -0.028 3.679 11.174
0.917 19.582 -2.722 3.955 -0.028 4.173 11.515
1 18.862 -2.722 3.955 -0.028 4.668 11.855
207 0 25.622 -3.758 0.482 0.068 10.548 -1.228
0.083 24.902 -3.758 0.482 0.068 10.609 -0.758
0.167 24.182 -3.758 0.482 0.068 10.669 -0.288
0.25 23.462 -3.758 0.482 0.068 10.729 0.182
0.333 22.742 -3.758 0.482 0.068 10.79 0.652
0.417 22.022 -3.758 0.482 0.068 10.85 1.121
0.5 21.302 -3.758 0.482 0.068 10.91 1.591
0.583 20.582 -3.758 0.482 0.068 10.97 2.061
0.667 19.862 -3.758 0.482 0.068 11.031 2.531
0.75 19.142 -3.758 0.482 0.068 11.091 3
0.833 18.422 -3.758 0.482 0.068 11.151 3.47
0.917 17.702 -3.758 0.482 0.068 11.212 3.94
1 16.982 -3.758 0.482 0.068 11.272 4.41
208 0 15.592 -1.68 2.903 0.03 -0.94 8.09
0.083 15.052 -1.68 2.903 0.03 -0.577 8.3
0.167 14.512 -1.68 2.903 0.03 -0.214 8.51

0.25 13.972 -1.68 2.903 0.03 0.149 8.72
0.333 13.432 -1.68 2.903 0.03 0.512 8.93

0.417 12.892 -1.68 2.903 0.03 0.875 9.14
0.5 12.352 -1.68 2.903 0.03 1.237 9.35
0.583 11.812 -1.68 2.903 0.03 1.6 9.56
0.667 11.272 -1.68 2.903 0.03 1.963 9.77
0.75 10.732 -1.68 2.903 0.03 2.326 9.98
0.833 10.192 -1.68 2.903 0.03 2.689 10.19
0.917 9.652 -1.68 2.903 0.03 3.052 10.4
1 9.112 -1.68 2.903 0.03 3.415 10.61
209 0 13.712 -2.717 -0.57 0.126 10.873 -0.91
0.083 13.172 -2.717 -0.57 0.126 10.802 -0.57
0.167 12.632 -2.717 -0.57 0.126 10.731 -0.231
0.25 12.092 -2.717 -0.57 0.126 10.66 0.109
0.333 11.552 -2.717 -0.57 0.126 10.589 0.449
0.417 11.012 -2.717 -0.57 0.126 10.517 0.788
0.5 10.472 -2.717 -0.57 0.126 10.446 1.128
0.583 9.932 -2.717 -0.57 0.126 10.375 1.467
0.667 9.392 -2.717 -0.57 0.126 10.304 1.807
0.75 8.852 -2.717 -0.57 0.126 10.233 2.147
0.833 8.312 -2.717 -0.57 0.126 10.161 2.486
0.917 7.772 -2.717 -0.57 0.126 10.09 2.826
1 7.232 -2.717 -0.57 0.126 10.019 3.165
210 0 23.947 -2.972 3.03 -0.057 -0.96 -0.926
0.083 23.407 -2.972 3.03 -0.057 -0.581 -0.555
0.167 22.867 -2.972 3.03 -0.057 -0.202 -0.183
0.25 22.327 -2.972 3.03 -0.057 0.177 0.188
0.333 21.787 -2.972 3.03 -0.057 0.555 0.56
0.417 21.247 -2.972 3.03 -0.057 0.934 0.931
0.5 20.707 -2.972 3.03 -0.057 1.313 1.303
0.583 20.167 -2.972 3.03 -0.057 1.692 1.674
0.667 19.627 -2.972 3.03 -0.057 2.07 2.046
0.75 19.087 -2.972 3.03 -0.057 2.449 2.418
0.833 18.547 -2.972 3.03 -0.057 2.828 2.789
0.917 18.007 -2.972 3.03 -0.057 3.207 3.161
1 17.467 -2.972 3.03 -0.057 3.586 3.532
CỘT C1 3 201 0 37.742 1.758 1.333 0.037 -3.949 0.799
0.083 36.902 1.758 1.333 0.037 -3.783 0.58
0.167 36.062 1.758 1.333 0.037 -3.616 0.36
0.25 35.222 1.758 1.333 0.037 -3.449 0.14
0.333 34.382 1.758 1.333 0.037 -3.283 -0.08
0.417 33.542 1.758 1.333 0.037 -3.116 -0.3
0.5 32.702 1.758 1.333 0.037 -2.95 -0.519
0.583 31.862 1.758 1.333 0.037 -2.783 -0.739
0.667 31.022 1.758 1.333 0.037 -2.616 -0.959
0.75 30.182 1.758 1.333 0.037 -2.45 -1.179
0.833 29.342 1.758 1.333 0.037 -2.283 -1.398
0.917 28.502 1.758 1.333 0.037 -2.116 -1.618
1 27.662 1.758 1.333 0.037 -1.95 -1.838
202 0 39.984 1.506 2.196 0.057 -6.587 0.683
0.083 39.264 1.506 2.196 0.057 -6.313 0.495
0.167 38.544 1.506 2.196 0.057 -6.038 0.307
0.25 37.824 1.506 2.196 0.057 -5.764 0.119
0.333 37.104 1.506 2.196 0.057 -5.489 -0.07

0.417 36.384 1.506 2.196 0.057 -5.215 -0.258
0.5 35.664 1.506 2.196 0.057 -4.94 -0.446

0.583 34.944 1.506 2.196 0.057 -4.665 -0.635
0.667 34.224 1.506 2.196 0.057 -4.391 -0.823
0.75 33.504 1.506 2.196 0.057 -4.116 -1.011
0.833 32.784 1.506 2.196 0.057 -3.842 -1.199
0.917 32.064 1.506 2.196 0.057 -3.567 -1.388
1 31.344 1.506 2.196 0.057 -3.293 -1.576
203 0 37.122 1.506 1.801 0.048 -5.386 0.684
0.083 36.402 1.506 1.801 0.048 -5.161 0.496
0.167 35.682 1.506 1.801 0.048 -4.936 0.307
0.25 34.962 1.506 1.801 0.048 -4.711 0.119
0.333 34.242 1.506 1.801 0.048 -4.486 -0.069
0.417 33.522 1.506 1.801 0.048 -4.261 -0.258
0.5 32.802 1.506 1.801 0.048 -4.036 -0.446
0.583 32.082 1.506 1.801 0.048 -3.81 -0.634
0.667 31.362 1.506 1.801 0.048 -3.585 -0.822
0.75 30.642 1.506 1.801 0.048 -3.36 -1.011
0.833 29.922 1.506 1.801 0.048 -3.135 -1.199
0.917 29.202 1.506 1.801 0.048 -2.91 -1.387
1 28.482 1.506 1.801 0.048 -2.685 -1.576
204 0 26.19 4.263 0.495 0.018 -1.386 6.05
0.083 25.47 4.263 0.495 0.018 -1.324 5.517
0.167 24.75 4.263 0.495 0.018 -1.262 4.984
0.25 24.03 4.263 0.495 0.018 -1.2 4.451
0.333 23.31 4.263 0.495 0.018 -1.138 3.918
0.417 22.59 4.263 0.495 0.018 -1.076 3.385
0.5 21.87 4.263 0.495 0.018 -1.014 2.852
0.583 21.15 4.263 0.495 0.018 -0.952 2.319
0.667 20.43 4.263 0.495 0.018 -0.891 1.786
0.75 19.71 4.263 0.495 0.018 -0.829 1.253
0.833 18.99 4.263 0.495 0.018 -0.767 0.72
0.917 18.27 4.263 0.495 0.018 -0.705 0.187
1 17.55 4.263 0.495 0.018 -0.643 -0.346
205 0 26.033 1.5 -1.681 -0.023 7.22 0.67
0.083 25.313 1.5 -1.681 -0.023 7.009 0.482
0.167 24.593 1.5 -1.681 -0.023 6.799 0.295
0.25 23.873 1.5 -1.681 -0.023 6.589 0.107
0.333 23.153 1.5 -1.681 -0.023 6.379 -0.08
0.417 22.433 1.5 -1.681 -0.023 6.169 -0.268
0.5 21.713 1.5 -1.681 -0.023 5.959 -0.455
0.583 20.993 1.5 -1.681 -0.023 5.749 -0.643
0.667 20.273 1.5 -1.681 -0.023 5.538 -0.83
0.75 19.553 1.5 -1.681 -0.023 5.328 -1.017
0.833 18.833 1.5 -1.681 -0.023 5.118 -1.205
0.917 18.113 1.5 -1.681 -0.023 4.908 -1.392
1 17.393 1.5 -1.681 -0.023 4.698 -1.58
206 0 24.8 7.019 0.507 0.021 -1.388 11.413
0.083 24.08 7.019 0.507 0.021 -1.325 10.535
0.167 23.36 7.019 0.507 0.021 -1.261 9.658
0.25 22.64 7.019 0.507 0.021 -1.198 8.78
0.333 21.92 7.019 0.507 0.021 -1.135 7.903
0.417 21.2 7.019 0.507 0.021 -1.071 7.026
0.5 20.48 7.019 0.507 0.021 -1.008 6.148

0.583 19.76 7.019 0.507 0.021 -0.945 5.271
0.667 19.04 7.019 0.507 0.021 -0.881 4.393

0.75 18.32 7.019 0.507 0.021 -0.818 3.516
0.833 17.6 7.019 0.507 0.021 -0.755 2.639
0.917 16.88 7.019 0.507 0.021 -0.691 1.761
1 16.16 7.019 0.507 0.021 -0.628 0.884
207 0 24.487 1.491 -3.846 -0.061 15.823 0.653
0.083 23.767 1.491 -3.846 -0.061 15.342 0.466
0.167 23.047 1.491 -3.846 -0.061 14.861 0.28
0.25 22.327 1.491 -3.846 -0.061 14.38 0.093
0.333 21.607 1.491 -3.846 -0.061 13.9 -0.093
0.417 20.887 1.491 -3.846 -0.061 13.419 -0.279
0.5 20.167 1.491 -3.846 -0.061 12.938 -0.466
0.583 19.447 1.491 -3.846 -0.061 12.457 -0.652
0.667 18.727 1.491 -3.846 -0.061 11.977 -0.839
0.75 18.007 1.491 -3.846 -0.061 11.496 -1.025
0.833 17.287 1.491 -3.846 -0.061 11.015 -1.212
0.917 16.567 1.491 -3.846 -0.061 10.534 -1.398
1 15.847 1.491 -3.846 -0.061 10.053 -1.584
208 0 11.941 6.643 -0.438 -0.003 1.46 11.243
0.083 11.401 6.643 -0.438 -0.003 1.405 10.412
0.167 10.861 6.643 -0.438 -0.003 1.35 9.582
0.25 10.321 6.643 -0.438 -0.003 1.296 8.751
0.333 9.781 6.643 -0.438 -0.003 1.241 7.921
0.417 9.241 6.643 -0.438 -0.003 1.186 7.091
0.5 8.701 6.643 -0.438 -0.003 1.132 6.26
0.583 8.161 6.643 -0.438 -0.003 1.077 5.43
0.667 7.621 6.643 -0.438 -0.003 1.022 4.599
0.75 7.081 6.643 -0.438 -0.003 0.967 3.769
0.833 6.541 6.643 -0.438 -0.003 0.913 2.939
0.917 6.001 6.643 -0.438 -0.003 0.858 2.108
1 5.461 6.643 -0.438 -0.003 0.803 1.278
209 0 11.628 1.115 -4.79 -0.085 18.67 0.483
0.083 11.088 1.115 -4.79 -0.085 18.072 0.343
0.167 10.548 1.115 -4.79 -0.085 17.473 0.204
0.25 10.008 1.115 -4.79 -0.085 16.874 0.064
0.333 9.468 1.115 -4.79 -0.085 16.275 -0.075
0.417 8.928 1.115 -4.79 -0.085 15.676 -0.214
0.5 8.388 1.115 -4.79 -0.085 15.078 -0.354
0.583 7.848 1.115 -4.79 -0.085 14.479 -0.493
0.667 7.308 1.115 -4.79 -0.085 13.88 -0.633
0.75 6.768 1.115 -4.79 -0.085 13.281 -0.772
0.833 6.228 1.115 -4.79 -0.085 12.682 -0.912
0.917 5.688 1.115 -4.79 -0.085 12.084 -1.051
1 5.148 1.115 -4.79 -0.085 11.485 -1.19
210 0 24.263 1.13 0.857 0.024 -2.539 0.514
0.083 23.723 1.13 0.857 0.024 -2.432 0.373
0.167 23.183 1.13 0.857 0.024 -2.325 0.231
0.25 22.643 1.13 0.857 0.024 -2.217 0.09
0.333 22.103 1.13 0.857 0.024 -2.11 -0.051
0.417 21.563 1.13 0.857 0.024 -2.003 -0.193
0.5 21.023 1.13 0.857 0.024 -1.896 -0.334
0.583 20.483 1.13 0.857 0.024 -1.789 -0.475
0.667 19.943 1.13 0.857 0.024 -1.682 -0.616

0.75 19.403 1.13 0.857 0.024 -1.575 -0.758
0.833 18.863 1.13 0.857 0.024 -1.468 -0.899

0.917 18.323 1.13 0.857 0.024 -1.361 -1.04
1 17.783 1.13 0.857 0.024 -1.253 -1.182

4.2.2 Phản lực nút
*** KẾT QUẢ PHẢN LỰC NÚT
SUPPORT REACTION
-------------------------------------------
Node L/C Force-X kN Force-Y kN Force-Z kN Moment-X kNMoment-Y kNMoment-Z kNm
1 101 3.302 26.608 3.367 1.066 -0.063 -1.029
102 3.353 30.536 3.409 1.072 -0.102 -1.038
103 2.735 25.637 3.339 1.061 -0.052 3.19
104 3.221 24.756 1.711 -4.476 -0.007 -1.028
105 1.174 10.743 1.941 0.627 0.017 5.018
106 1.822 9.568 -0.23 -6.756 0.076 -0.607
107 1.981 15.965 2.02 0.64 -0.038 -0.617
108 2.495 21.386 3.288 1.054 -0.009 4.606
109 3.143 20.211 1.117 -6.329 0.051 -1.019
201 4.623 37.251 4.714 1.493 -0.088 -1.441
202 4.044 38.214 4.107 1.288 -0.138 -1.25
203 4.014 35.857 4.082 1.285 -0.115 -1.244
204 3.317 27.752 3.977 1.27 -0.032 3.273
205 3.835 26.812 2.24 -4.637 0.016 -1.227
206 2.722 27.502 3.955 1.265 -0.028 7.772
207 3.758 25.622 0.482 -10.548 0.068 -1.228
208 1.68 15.592 2.903 0.94 0.03 8.09
209 2.717 13.712 -0.57 -10.873 0.126 -0.91
210 2.972 23.947 3.03 0.96 -0.057 -0.926
2 101 3.302 26.608 -3.367 -1.066 0.063 -1.029
102 3.353 30.536 -3.409 -1.072 0.102 -1.038
103 2.735 25.637 -3.339 -1.061 0.052 3.19
104 3.27 28.118 -5.035 -6.616 0.057 -1.009
105 1.174 10.743 -1.941 -0.627 -0.017 5.018
106 1.887 14.05 -4.202 -8.034 -0.009 -0.581
107 1.981 15.965 -2.02 -0.64 0.038 -0.617
108 2.495 21.386 -3.288 -1.054 0.009 4.606
109 3.208 24.694 -5.549 -8.46 0.016 -0.993
201 4.623 37.251 -4.714 -1.493 0.088 -1.441
202 4.044 38.214 -4.107 -1.288 0.138 -1.25
203 4.014 35.857 -4.082 -1.285 0.115 -1.244
204 3.317 27.752 -3.977 -1.27 0.032 3.273
205 3.887 30.398 -5.786 -7.195 0.038 -1.206
206 2.722 27.502 -3.955 -1.265 0.028 7.772
207 3.862 32.794 -7.574 -13.115 0.039 -1.186
208 1.68 15.592 -2.903 -0.94 -0.03 8.09
209 2.821 20.884 -6.522 -12.79 -0.019 -0.868
210 2.972 23.947 -3.03 -0.96 0.057 -0.926
3 101 -1.256 26.959 0.952 2.821 0.026 0.571
102 -1.255 31.73 1.611 4.822 0.042 0.57

103 -3.84 24.761 0.839 2.448 0.026 5.599
104 -1.248 24.615 -1.201 -5.62 -0.013 0.555

4.2.3 Chuyển vị nút
*** KẾT QUẢ CHUYỂN VỊ NÚT
JOINT DISPLACEMENT
-------------------------------------------
Node L/C X-Trans mm Y-Trans mm Z-Trans mm Absolute mm X-Rotan rad Y-Rotan rad Z-Rotan rad
7 101 0.009 -0.008 0.004 0.013 0 0 0
102 0.009 -0.009 0.005 0.014 0 0 0
103 0.086 -0.008 0.004 0.086 0 0 0
104 0.008 -0.007 0.065 0.066 0 0 0
105 0.108 -0.003 0.002 0.108 0 0 0
106 0.004 -0.003 0.083 0.083 0 0 0
107 0.005 -0.005 0.003 0.008 0 0 0
108 0.111 -0.006 0.004 0.112 0 0 0
109 0.008 -0.006 0.085 0.085 0 0 0
8 101 0.009 -0.008 -0.004 0.013 0 0 0
102 0.009 -0.009 -0.005 0.014 0 0 0
103 0.086 -0.008 -0.004 0.086 0 0 0
104 0.009 -0.008 0.056 0.057 0 0 0
105 0.108 -0.003 -0.002 0.108 0 0 0
106 0.005 -0.004 0.078 0.078 0 0 0
107 0.005 -0.005 -0.003 0.008 0 0 0
108 0.111 -0.006 -0.004 0.112 0 0 0
109 0.009 -0.007 0.076 0.077 0 0 0
9 101 0 -0.008 -0.03 0.031 0 0 0
102 0 -0.01 -0.051 0.052 0 0 0
103 0.075 -0.007 -0.026 0.08 0 0 0
104 0 -0.007 0.064 0.064 0 0 0
105 0.1 -0.002 0.009 0.101 0 0 0
106 0 -0.002 0.128 0.128 0 0 0
107 0 -0.005 -0.018 0.019 0 0 0
108 0.1 -0.005 -0.003 0.1 0 0 0
109 0 -0.005 0.116 0.116 0 0 0
10 101 0 -0.008 0.03 0.031 0 0 0
102 0 -0.01 0.051 0.052 0 0 0
103 0.075 -0.007 0.026 0.08 0 0 0
104 0 -0.008 0.09 0.09 0 0 0
105 0.1 -0.002 -0.009 0.101 0 0 0
106 0 -0.003 0.076 0.076 0 0 0
107 0 -0.005 0.018 0.019 0 0 0
108 0.1 -0.005 0.003 0.1 0 0 0
109 0 -0.006 0.088 0.088 0 0 0
11 101 -0.004 -0.007 0.004 0.01 0 0 0
102 -0.005 -0.008 0.004 0.011 0 0 0
103 0.072 -0.008 0.004 0.072 0 0 0
104 -0.004 -0.007 0.059 0.059 0 0 0

105 0.099 -0.004 0.002 0.099 0 0 0
106 -0.002 -0.002 0.075 0.075 0 0 0

107 -0.003 -0.004 0.003 0.006 0 0 0
108 0.097 -0.007 0.004 0.098 0 0 0
109 -0.004 -0.005 0.077 0.077 0 0 0
12 101 -0.004 -0.007 -0.004 0.01 0 0 0
102 -0.005 -0.008 -0.004 0.011 0 0 0
103 0.072 -0.008 -0.004 0.072 0 0 0
104 -0.004 -0.008 0.05 0.051 0 0 0
105 0.099 -0.004 -0.002 0.099 0 0 0
106 -0.002 -0.004 0.07 0.07 0 0 0
107 -0.003 -0.004 -0.003 0.006 0 0 0
108 0.097 -0.007 -0.004 0.098 0 0 0
109 -0.004 -0.007 0.068 0.069 0 0 0
13 101 0.007 -0.038 -0.016 0.041 0 0 0
102 0.004 -0.053 -0.027 0.06 0 0 0
103 16.213 -0.037 -0.017 16.213 0 -0.001 -0.006
104 -0.058 -0.033 2.039 2.04 0 0 0
105 21.614 -0.006 0 21.614 0 -0.002 -0.008
106 -0.079 0 2.741 2.742 0.001 0 0
107 0.004 -0.023 -0.009 0.025 0 0 0
108 21.617 -0.021 -0.006 21.617 0 -0.002 -0.008
109 -0.077 -0.015 2.735 2.736 0.001 0 0
14 101 0.007 -0.038 0.016 0.041 0 0 0
102 0.004 -0.053 0.027 0.06 0 0 0
103 16.213 -0.037 0.017 16.213 0 0.001 -0.006
104 0.056 -0.041 2.065 2.066 0.001 0 0
105 21.614 -0.006 0 21.614 0 0.002 -0.008
106 0.072 -0.012 2.73 2.731 0.001 0 0
107 0.004 -0.023 0.009 0.025 0 0 0
108 21.617 -0.021 0.006 21.617 0 0.002 -0.008
109 0.074 -0.027 2.736 2.738 0.001 0 0
15 101 0.01 -0.041 -0.356 0.359 0 0 0
102 0.01 -0.06 -0.601 0.604 0 0 0
103 16.211 -0.034 -0.29 16.213 0 -0.002 -0.006
104 -0.047 -0.032 1.879 1.88 0 0 0
105 21.607 0.004 0.119 21.607 0 -0.002 -0.008
106 -0.07 0.007 3.011 3.012 0 0 0
107 0.006 -0.025 -0.214 0.215 0 0 0
108 21.611 -0.012 -0.023 21.611 0 -0.002 -0.008
109 -0.066 -0.01 2.868 2.869 0.001 0 0
16 101 0.01 -0.041 0.356 0.359 0 0 0
102 0.01 -0.06 0.601 0.604 0 0 0
103 16.211 -0.034 0.29 16.213 0 0.002 -0.006
104 0.069 -0.037 2.204 2.206 0 0 0
105 21.607 0.004 -0.119 21.607 0 0.002 -0.008
106 0.084 0 2.433 2.435 0.001 0 0
107 0.006 -0.025 0.214 0.215 0 0 0
108 21.611 -0.012 0.023 21.611 0 0.002 -0.008
109 0.088 -0.016 2.576 2.577 0.001 0 0
17 101 0.013 -0.034 -0.014 0.039 0 0 0
102 0.015 -0.048 -0.024 0.055 0 0 0
103 16.216 -0.035 -0.016 16.216 0 -0.002 -0.006
104 -0.039 -0.03 1.833 1.833 0 0 0

105 21.61 -0.008 0 21.61 0 -0.002 -0.008
106 -0.063 -0.002 2.464 2.465 0.001 0 0

107 0.008 -0.02 -0.009 0.023 0 0 0
108 21.615 -0.021 -0.006 21.615 0 -0.002 -0.008
109 -0.058 -0.015 2.458 2.459 0.001 0 0
18 101 0.013 -0.034 0.014 0.039 0 0 0
102 0.015 -0.048 0.024 0.055 0 0 0
103 16.216 -0.035 0.016 16.216 0 0.002 -0.006
104 0.079 -0.038 1.858 1.86 0 0 0
105 21.61 -0.008 0 21.61 0 0.002 -0.008
106 0.095 -0.012 2.457 2.459 0.001 0 0
107 0.008 -0.02 0.009 0.023 0 0 0
108 21.615 -0.021 0.006 21.615 0 0.002 -0.008
109 0.1 -0.026 2.462 2.465 0.001 0 0
19 101 -0.068 -0.04 -0.054 0.096 0 0 0
102 -0.12 -0.057 -0.089 0.16 0 0 0
103 19.038 -0.039 -0.047 19.038 0 -0.002 -0.006
104 -0.065 -0.034 2.227 2.228 0 0 0
105 25.486 -0.005 0.012 25.486 0 -0.002 -0.008
106 0.015 0.001 3.044 3.044 0.001 0 0
107 -0.041 -0.024 -0.032 0.057 0 0 0
108 25.459 -0.021 -0.01 25.459 0 -0.002 -0.008
109 -0.012 -0.015 3.023 3.023 0.001 0 0
20 101 -0.068 -0.04 0.054 0.096 0 0 0
102 -0.12 -0.057 0.089 0.16 0 0 0
103 19.038 -0.039 0.047 19.038 0 0.002 -0.006
104 0.013 -0.043 2.316 2.316 0 0 0
105 25.486 -0.005 -0.012 25.486 0 0.002 -0.008
106 0.119 -0.012 3.013 3.015 0.001 0 0
107 -0.041 -0.024 0.032 0.057 0 0 0
108 25.459 -0.021 0.01 25.459 0 0.002 -0.008
109 0.092 -0.028 3.034 3.036 0.001 0 0
21 101 0.014 -0.043 -0.265 0.269 0 0 0
102 0.014 -0.064 -0.447 0.452 0 0 0
103 19.102 -0.035 -0.2 19.103 0 -0.002 -0.006
104 -0.054 -0.033 2.113 2.114 0 0 0
105 25.459 0.006 0.109 25.459 0 -0.002 -0.008
106 -0.083 0.009 3.193 3.195 0 0 0
107 0.009 -0.026 -0.159 0.162 0 0 0
108 25.465 -0.012 0.003 25.465 0 -0.002 -0.008
109 -0.077 -0.008 3.087 3.088 0 0 0
22 101 0.014 -0.043 0.265 0.269 0 0 0
102 0.014 -0.064 0.447 0.452 0 0 0
103 19.102 -0.035 0.2 19.103 0 0.002 -0.006
104 0.084 -0.038 2.357 2.359 0 0 0
105 25.459 0.006 -0.109 25.459 0 0.002 -0.008
106 0.102 0.002 2.767 2.769 0.001 0 0
107 0.009 -0.026 0.159 0.162 0 0 0
108 25.465 -0.012 -0.003 25.465 0 0.002 -0.008
109 0.108 -0.016 2.873 2.875 0.001 0 0
23 101 0.087 -0.036 -0.049 0.106 0 0 0
102 0.138 -0.051 -0.081 0.168 0 0 0
103 19.145 -0.037 -0.046 19.145 0 -0.002 -0.006
104 -0.054 -0.031 2.002 2.003 0 0 0

105 25.412 -0.007 0.006 25.412 0 -0.002 -0.008
106 -0.187 -0.001 2.737 2.744 0 0 0

107 0.052 -0.022 -0.029 0.064 0 0 0
108 25.447 -0.022 -0.013 25.447 0 -0.002 -0.008
109 -0.152 -0.015 2.718 2.722 0 0 0
24 101 0.087 -0.036 0.049 0.106 0 0 0
102 0.138 -0.051 0.081 0.168 0 0 0
103 19.145 -0.037 0.046 19.145 0 0.002 -0.006
104 0.143 -0.04 2.088 2.093 0 0 0
105 25.412 -0.007 -0.006 25.412 0 0.002 -0.008
106 0.075 -0.013 2.716 2.717 0 0 0
107 0.052 -0.022 0.029 0.064 0 0 0
108 25.447 -0.022 0.013 25.447 0 0.002 -0.008
109 0.11 -0.027 2.736 2.738 0 0 0
25 101 0.112 -0.277 0 0.299 0 0 0
102 0.179 -0.455 0 0.489 0 0 0
103 19.173 -0.246 0 19.174 0 0 0
104 0.046 -0.238 2.275 2.287 0 0 0
105 25.415 0.052 0 25.415 0 0 0
106 -0.088 0.064 3.033 3.035 0 0 0
107 0.067 -0.166 0 0.179 0 0 0
108 25.459 -0.059 0 25.46 0 0 0
109 -0.043 -0.047 3.033 3.033 0 0 0
26 101 -0.008 -0.948 0 0.948 0 0 0
102 -0.02 -1.587 0 1.587 0 0 0
103 19.082 -0.692 0 19.095 0 0 0
104 0.003 -0.451 2.236 2.281 0 0 0
105 25.461 0.411 0 25.464 0 0 0
106 0.022 0.732 2.981 3.07 0 0 0
107 -0.005 -0.569 0 0.569 0 0 0
108 25.458 0.032 0 25.458 0 0 0
109 0.019 0.353 2.981 3.002 0 0 0
27 101 -0.112 -0.252 0 0.276 0 0 0
102 -0.2 -0.408 0 0.455 0 0 0
103 19.017 -0.237 0 19.019 0 0 0
104 -0.025 -0.228 2.048 2.061 0 0 0
105 25.527 0.025 0 25.527 0 0 0
106 0.137 0.038 2.731 2.735 0 0 0
107 -0.067 -0.151 0 0.165 0 0 0
108 25.482 -0.076 0 25.482 0 0 0
109 0.092 -0.063 2.731 2.733 0 0 0

BẢNG PHÂN LOẠI MÓNG
1,6004004001,500500D16@200F1D16@200
N/mm2
25fc'=
N/mm2
365fy=
TYPEB.O.F
SIZE
FOUNDATION
ABG
PEDESTAL
A1B1HH1
REINFORCEMENT
fedcba
FL-1.5001,600
H1

4.3.1 MÓNG F1
1600
1600
X
(Major)
Y
1100
75
400
1100
75
400
1. Geometry and Materials
Design Code : ACI318M-02
Material Data : fc' = 25 MPa
fy = 365 MPa
Footing Dim. : 1600 * 1600 * 400 mm (cc = 75 mm)
Self Weight : 24.1 kN
AllowSoilPress: qe =150.0 kPa
Soil Depth : H = 1100 mm (Density = 17.7 kN/m3)
Column Size : 400 * 500 mm
Column Ecc. : X = 0 mm, Y = 0 mm
2. Applied Loads
Ps = 19.1, Pu = 24.5 kN
Msx = 10.4, Mux = 15.8 kN-m
Msy = 0.6, Muy = 0.7 kN-m
3. Check Soil Bearing Stress
Actual Stress
qs(max) = 52.4 kPa < qa = 150.0 kPa ................ O.K.
qs(min) = 20.2 kPa > 0.0 kPa ................ O.K.
Factored Stress
qu(max) = 33.7 kPa
qu(min) = -14.6+34.7 kPa
4. Check Shear
Strength Reduction Factor Φ = 0.750
One Way Shear
Vuy = 10.9 kN < ΦVny = 318.0 kN ................ O.K.
Vux = 4.9 kN < ΦVnx = 304.0 kN ................ O.K.
Two Way Shear
Vu4 = 19.0 kN < ΦVn4 = 1183.4 kN ................ O.K.
5. Check Bending Moment
X-XAxis (Y Direction)
Required Spacing Max. Spacing
Mux = 4.1 kN-m/m
ρ = 0.0001
As = 40 mm2/m
As(min) = 0.0020*1000*D = 800 mm2/m
d14 @ 500
d16 @ 500
d18 @ 500
d14 @ 190
d16 @ 250
d18 @ 310
Y-Y Axis (XDirection)
Required Spacing Max. Spacing
Muy = 1.9 kN-m/m
ρ = 0.0001
As = 19 mm2/m
As(min) = 0.0020*1000*D = 800 mm2/m
d14 @ 500
d16 @ 500
d18 @ 500
d14 @ 190
d16 @ 250
d18 @ 310

PHÂN TÍCH K ẾT QUẢ TÍNH TOÁN VÀ THI ẾT KẾ
4.4.1 BẢNG TH ỐNG KÊ C ỘT
Mu = kN-m
Vu = kN 8 - D 18
Pu = kN
CỐT ĐAI
D10 @
x
CỐT GIÁ
D10 @
Mu = kN-m
Vu = kN 4 - D 18
Pu = kN
CỐT ĐAI
x D8 @
CỐT GIÁ
@
Mu = kN-m
Vu = kN 4 - D 20
Pu = kN
CỐT ĐAI
x D8 @
CỐT GIÁ
@
Mu = kN-m
Vu = kN 4 - D 20
Pu = kN
CỐT ĐAI
x D8 @
CỐT GIÁ
@
KÍ HIỆU KT TẤT CẢ
TẤT CẢ
100
KÍ HIỆU KT
100
4.0
TẤT CẢ
TẤT CẢ
100
KTKÍ HIỆU
C1
KÍ HIỆU
150
150400
KT
500

4.4.1 CỘT C1
500
49
400
1. Geometry and Materials
Stress Profile : Equivalent Stress Block
Material Data : fc' = 25 MPa (β1 = 0.850)
fy = 365, fys = 365 MPa
Section Dim. : 500 * 400 mm
Effective Len. : KLu = 1500 mm
Steel Distribut.: 8 - 3 - d18 (dc = 49 mm)
Total Steel Area Ast = 2036 mm2
(ρst = 0.0102)
2. Magnified Moment
KLu/rx = 1500/150 = 10.00 < 34-12(M1/M2) = 22.00
δx = 1.000
KLu/ry = 1500/120 = 12.50 < 34-12(M1/M2) = 22.00
δy = 1.000
3. Member Force and Moment
Pu = 37.7 kN
Mux = 3.9, Muy = 0.8 kN-m
4. Check Axial and Moment Capacity
Rotation Angle and Depth to the Neutral Axis θ = -78.56˚, c = 429 mm
Maximum Axial Load ΦPn(max) = 2573.9 kN
Design Axial Load Strength ΦPn = 1892.7 kN
Design Moment Strength ΦMnx = 197.9 kN-m
ΦMny = 40.0 kN-m
Strength Ratio : Applied/Design = 0.020 < 1.000 ....... O.K.
5000
4425
35
3850
69
3275
104
2700
138
2125
173
1550
207
975
242
400
276
-175
311
-750
345
2574
(1893,198)
(38,4)
fs=0
fs=0.5fy
εb=167mm
εt=0.005
0
0
P(kN)
M(kN-m)
θ=-78.56˚
325
-325
260
-260
195
-195
130
-130
65
-65
0
0
-65
65
-130
130
-195
195
-260
260
-325
325
(198,40)
(4,1)
My(kN-m)
Mx(kN-m)
ΦPn=1892.7 kN

4.4.1 CỘT C1
5. Check Shear Capacity
Y-Y Direction
Design Force Vuy = 1.8 kN (Pu = 37.7 kN)
Required Tie Spacing : 2 - d10 @ 288 mm
Provided Tie Spacing : 2 - d10 @ 150 mm
ΦVcy + ΦVsy = 114.3 + 129.2 = 243.5 kN > Vuy = 1.8 kN ....... O.K.
X-XDirection
Design Force Vux = 1.3 kN (Pu = 37.7 kN)
Required Tie Spacing : 3 - d10 @ 288 mm
Provided Tie Spacing : 3 - d10 @ 150 mm
ΦVcx + ΦVsx = 111.2 + 150.9 = 262.0 kN > Vux = 1.3 kN ....... O.K.

4.5 TÍNH TOÁN D ẦM
BẢNG TH ỐNG KÊ D ẦM - ĐÀ KIỀNG
Mu = kN-m Mu = kN-m Mu = kN-m
Vu = kN Vu = kN Vu = kN
3 - D 20 2 - D 20 - D
- D
x ĐAI ĐAI ĐAI
D8 @ D8 @ D10 @
- D
2 - D 20 3 - D 20 - D
Mu = kN-m Mu = kN-m Mu = kN-m
Vu = kN Vu = kN Vu = kN
3 - D 20 2 - D 20 - D
- D
x ĐAI ĐAI ĐAI
D8 @ D8 @ D10 @
- D
2 - D 20 3 - D 20 - D
KÍ HIỆU KT GỐI NHỊP ĐIỂM CUỐI
200350 100
KÍ HIỆU KT GỐI NHỊP ĐIỂM CUỐI
TG2
10 4
ĐIỂM CUỐI
TG1
9 3
250
KÍ HIỆU KT GỐI NHỊP
350
8
250
ĐIỂM CUỐI
8
200100
KÍ HIỆU KT GỐI NHỊP

4.5 Tính toán dầm
4.5.1 DẦM 250X350 (TG1/TG2/RG1/RG2)
1. Design Conditions
Material Data : fc' = 25 MPa
: fy = 365 MPa fys = 365 MPa
Section Dim. : 250 * 350 mm (cc = 50 mm)
2. Resisting Moment Capacity
As A's ΦMn(kN-m) d(mm) ρ ρ' s(mm))
2-d20 2-d20 54.7 282 0.0089 0.0089 114
3-d20 2-d20 77.2 282 0.0134 0.0089 57
4-d20 2-d20 94.7 271 0.0186 0.0089 57
5-d20 2-d20 111.4 264 0.0238 0.0089 57
6-d20 2-d20 127.0 260 0.0291 εt=0.00350.0089 57
As,min = 270 mm2
Torsional Effect is neglected if Tu ≤ 2.0 kN-m
3. Resisting Shear Capacity
Stirrup ΦVn(kN) ΦVc(kN) ΦVs(kN) ΦVmax(kN)
<d = 282>
2- d8 @100 121.7 44.1 77.7 220.3
2- d8 @125 106.2 44.1 62.1 220.3
2- d8 @150<=MAX 95.8 44.1 51.8 220.3
<d = 260>
2- d8 @100 112.0 40.5 71.5 202.7
2- d8 @125 97.7 40.5 57.2 202.7
2- d8 @150<=MAX 88.2 40.5 47.6 202.7

4.6 Thiết kế cấu kiện thép
4.6.1 Kiểm tra thép
STAAD.PRO CODE CHECKING - (AISC 9TH EDITION)
********************************************
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
13 ST H244X175X7 (JAPANESE SECTIONS)
PASS AISC- H1-3 0.392 108
4.90 C 7.17 0.26 0.00
PASS AISC- H1-3 0.392 108
4.90 C 7.17 -0.26 0.00
PASS AISC- H1-3 0.393 108
2.83 C 7.29 0.22 0.00
PASS AISC- H1-3 0.393 108
2.83 C 7.29 -0.22 0.00
PASS AISC- H1-3 0.399 108
4.94 C 7.31 0.25 0.00
PASS AISC- H1-3 0.399 108
4.94 C 7.31 -0.25 0.00
PASS AISC- H2-1 0.323 108
1.82 T 3.34 -0.93 2.50
PASS AISC- H2-1 0.259 109
1.62 T -2.22 -2.03 2.50
PASS AISC- H2-1 0.259 109
2.21 T -2.22 -2.03 2.50
PASS AISC- H2-1 0.163 109
1.63 T -1.42 -1.30 2.00
PASS AISC- H2-1 0.164 109
2.21 T -1.42 -1.30 2.00
PASS AISC- H2-1 0.323 108
1.93 T 3.34 -0.93 2.50
PASS AISC- H2-1 0.060 106

2.62 T 0.38 2.73 0.00

PASS AISC- H1-3 0.062 104
4.93 C 0.00 4.09 0.50
PASS AISC- H1-3 0.084 102
8.43 C 0.00 -5.34 0.50
PASS AISC- H1-3 0.084 102
8.43 C 0.00 5.34 0.50
PASS AISC- H2-1 0.056 106
2.03 T -0.38 2.43 0.00
PASS AISC- H1-3 0.058 104
4.73 C 0.00 3.81 0.50
PASS AISC- H1-3 0.120 102
9.73 C 0.00 3.49 0.00
PASS AISC- H1-3 0.125 104
5.41 C 0.00 4.09 0.00
PASS AISC- H1-3 0.156 102
4.06 C 0.00 5.34 0.00
PASS AISC- H1-3 0.156 102
4.06 C 0.00 5.34 0.00
PASS AISC- H1-3 0.107 102
8.58 C 0.00 3.13 0.00
PASS AISC- H1-3 0.117 104
5.25 C 0.00 3.81 0.00

4.6 THIẾT KẾ CẤU KIỆN THÉP
4.6.2 TÍNH TOÁN LIÊN KẾT CHÂN CỘT
BP1 (cho cột SC1 )
350
450
90
56
175
244
1. Design Conditions
(1). Design Code and Materials
-. Base Plate Type : 1
-. Design Code : AISC-ASD89 (SI)
-. Steel : A36 (Fy = 248 MPa)
-. Concrete : fc' = 25 MPa
-. Anchor Bolt : SS400
(2). Section Dimension
-. Column Size (Designated) : H-244x175x7x11
-. Pedestal Size : DD x BB = 500 x 400 mm
-. Base Plate Size : Dp x Bp x tp = 450 x 350 x 25 mm
-. Anchor Bolt : Nob-Dob = 6 - Φ20
-. Bolt Location : dx, dy = 90, 56 mm
-. Rib Plate Size : Hr x Tr = 100 x 12 mm
(3). Force and Moment Unit : kN, kN-m
No Ps Mx My Vx Vy Ratio
1 4.90 0.27 7.29 1.75 0.08 0.440
2 14.73 2.77 0.02 0.00 1.74 0.103
3 -1.90 7.34 0.01 0.00 3.08 0.302
4 2.83 0.22 7.41 1.79 0.16 0.448
5 4.94 0.25 7.43 1.81 0.07 0.449
(4). Design Force and Moment
Design Load Combination No : 5
Ps = 4.94 kN
Mx = 0.25, My = 7.43 kN-m
Vx = 1.81, Vy = 0.07 kN
2. Check the Bearing Stress of Base Plate
-. The Neutral Axis : Xn = 88.79 mm
-. fp(MAX) = ε*Ec = 1.84 MPa
-. A1 = Dp*Bp = 157500 mm2
-. A2 = DD*BB = 200000 mm2
-. Fp = Min[0.35*fc' (A2/A1), 0.7*fc'] = 9.86 MPa
-. Ratio= fp/Fp = 0.19 < 1.0 ..... O.K.
3. Check the Tensile Stress of Anchor Bolts
-. ft = 31.11 MPa
-. Ft = 120.00 MPa
-. Ratio= ft/Ft = 0.26 < 1.0 ..... O.K.

4. Check the Base Plate at Top-Right with Compression (CASE-2)
-. La = 103.00 mm
-. Lb = 175.00 mm
-. fp = 1.38 MPa
-. fb = (β*fp*Lb
2
)/tp
2
= 57.24 MPa
-. Fb = 0.75Fy = 186.00 MPa
-. Ratio= fb/Fb = 0.31 < 1.0 ..... O.K.
5. Check the Base Plate with Compression (CASE-3)
-. La = 244.00 mm
-. Lb = 175.00 mm
-. fp = 1.79 MPa
-. fb = (β*fp*Lb
2
)/tp
2
= 83.52 MPa
-. Fb = 0.75Fy = 186.00 MPa
-. Ratio= fb/Fb = 0.45 < 1.0 ..... O.K.
6. Check the Vertical Rib Plate at Flange with Compression
-. La = 103.00 mm
-. br = La-25 = 78.00 mm
-. hc = (Hr*br)/ (Hr
2
+br
2
) = 61.50 mm
-. BTR = br/Tr = 6.50 < 330/ Fy ..... Non-Compact Sect.
-. bw = 206.00 mm
-. fp = 0.17 MPa
-. Mr = (fp*bw)*La
2
/3 = 127.01 kN-mm
-. V = (fp*bw)*La/2 = 1.85 kN
-. S = t*h2
/6 = 20000 mm3
-. fb = M/S = 6.35 MPa
-. Fb = 0.6Fy = 148.80 MPa
-. Ratio= fb/Fb = 0.04 < 1.0 ..... O.K.
-. fv = V/(t*h) = 1.54 MPa
-. Fv = 0.4Fy = 99.20 MPa
-. Ratio= fv/Fv = 0.02 < 1.0 ..... O.K.
7. Check the Base Plate with Tension (CASE-1)
-. La = 103.00 mm
-. e2 = La-dy = 47.00 mm
-. T = ft*Abar = 9.77 kN
-. Mt = T*e2 = 459.34 kN-mm
-. Sbp = w*tp
2
/6 = 11875 mm3
-. fb = Mt/Sbp = 38.68 MPa
-. Fb = 0.75Fy = 186.00 MPa
-. Ratio= fb/Fb = 0.21 < 1.0 ..... O.K.

8. Check the Base Plate of with Tension (CASE-3)
-. La = 244.00 mm
-. Lb = 175.00 mm
-. d2 = Lb-dx = 85.00 mm
-. α =
d2
3
*La
3
+(La/2)3
*(La-La/2)3
d2
3
*La
3 = 1.37
-. T = ft*Abar = 9.66 kN
-. Ma = (α*T*(La/2)3
)/(La
2
) = 403.44 kN-mm
-. Mb = (1-α)*T*d2 = -303.42 kN-mm
-. Mt = Max[Ma, Mb]/ d2
2
+(La/2)2
= 2.71 kN-mm
-. Sbp = tp
2
/6 = 104 mm3
-. fb = Mt/Sbp = 26.05 MPa
-. Fb = 0.75Fy = 186.00 MPa
-. Ratio= fb/Fb = 0.14 < 1.0 ..... O.K.
9. Check the Shear Stress of Anchor Bolt
-. Vxy = Vx
2
+Vy
2
= 1.81 kN
-. Tb = 29.64 kN
-. Va = 0.4*(Ps+Tb) = 13.83 kN
-. Vxy < Va ----> O.K.

MEMBER END FORCES STRUCTURE TYPE = SPACE
-----------------
ALL UNITS ARE -- KN METE (LOCAL )
Beam L/C Node Axial Force kN Shear-Y kN Shear-Z kN Torsion kNm Moment-Y kNm Moment-Z kNm
104
107
101
104
-0.124 0 -0.291 -2.87413 -1.688 2.126
0.124 0 -0.225 -5.948109 7 3.496 -2.126
1.754 -0.007 -0.013 0.07913 -3.097 -0.083
-1.754 0.007 7.293 0.265108 7 4.904 0.083
0.039 0 0.129 -0.20713 -4.337 0.037
-0.039 0 0.031 0.055107 7 5.422 -0.037
-0.15 0 -0.377 -2.73613 1.203 2.101
0.15 0 -0.245 -5.985106 7 -0.119 -2.101
1.728 -0.007 -0.099 0.21713 -0.205 -0.107
-1.728 0.007 7.272 0.228105 7 1.29 0.107
-0.034 0 -0.044 -2.45813 -6.021 1.681
0.034 0 -0.098 -4.52104 7 7.828 -1.681
1.375 -0.005 0.164 -0.24313 -7.077 0.025
-1.375 0.005 5.541 0.14103 7 8.885 -0.025
0.122 0.001 0.375 -0.63313 -11.159 0.157
-0.122 -0.001 0.129 -0.018102 7 12.966 -0.157
0.091
13 -7.228 0.061 0.065 0 0.216 -0.345
-0.061 -0.065 0 0.05213 101 7 9.036
-0.065 0 0.052101 8 9.036 -0.091
14 -7.228 -0.061 0.065 0 0.216 0.345
0.061
102 8 12.966 0.157 -0.122 0.001 0.129 0.018
14 -11.159 -0.157 0.122 -0.001 0.375 0.633
103 8 8.885 0.025 -1.375 -0.005 5.541 -0.14
14 -7.077 -0.025 1.375 0.005 0.164 0.243
8 9.896 -1.612 -0.041 0 0.03 -4.766
14 -8.088 1.612 0.041 0 0.138 -1.922
105 8 1.29 -0.107 -1.728 -0.007 7.272 -0.228
14 -0.205 0.107 1.728 0.007 -0.099 -0.217
106 8 2.637 -2.289 0.05 0 -0.075 -6.397
14 -1.553 2.289 -0.05 0 -0.134 -3.104
8 5.422 0.037 -0.039 0 0.031 -0.055
14 -4.337 -0.037 0.039 0 0.129 0.207
108 8 4.904 -0.083 -1.754 -0.007 7.293 -0.265
14 -3.097 0.083 1.754 0.007 -0.013 -0.079
109 8 6.252 -2.265 0.024 0 -0.054 -6.433
14 -4.444 2.265 -0.024 0 -0.047 -2.966
9 9.961 1.033 -0.004 0 0.018 1.644
15 -8.153 -1.033 0.004 0 0 2.643
102 9 14.726 1.742 -0.004 0 0.018 2.765
15 -12.918 -1.742 0.004 0 0 4.465
103 9 8.185 0.91 -1.341 0.005 5.56 1.419
15 -6.377 -0.91 1.341 -0.005 0.006 2.359
9 7.628 -1.208 -0.001 0 -0.001 -3.762
15 -5.82 1.208 0.001 0 0.003 -1.254
105 9 -1.156 -0.253 -1.785 0.007 7.401 -0.435
15 2.241 0.253 1.785 -0.007 0.008 -0.615
106 9 -1.899 -3.078 0.002 0 -0.014 -7.342
15 2.983 3.078 -0.002 0 0.004 -5.432
107 9 5.977 0.62 -0.003 0 0.011 0.986
15 -4.892 -0.62 0.003 0 0 1.586
108 9 2.828 0.16 -1.787 0.007 7.408 0.222
15 -1.021 -0.16 1.787 -0.007 0.008 0.443
109 9 2.086 -2.665 0.001 0 -0.007 -6.685
15 -0.278 2.665 -0.001 0 0.004 -4.374
101 10 9.961 -1.033 -0.004 0 0.018 -1.644
16 -8.153 1.033 0.004 0 0 -2.643
102 10 14.726 -1.742 -0.004 0 0.018 -2.765
16 -12.918 1.742 0.004 0 0 -4.465
103 10 8.185 -0.91 -1.341 -0.005 5.56 -1.419
16 -6.377 0.91 1.341 0.005 0.006 -2.359
104 10 8.872 -2.15 -0.008 0 0.036 -5.273
16 -7.065 2.15 0.008 0 -0.003 -3.65
14
15
16

105 10 -1.156 0.253 -1.785 -0.007 7.401 0.435

0.031 0 0.043 -2.59718 -4.371 2.017
-0.031 0 0.087 -5.775109 12 6.178 -2.017
1.809 0.007 0.075 -0.03818 -3.129 0.068
-1.809 -0.007 7.431 -0.247108 12 4.936 -0.068
-0.041 0 -0.129 0.18618 -3.873 -0.03
0.041 0 -0.042 -0.061107 12 4.958 0.03
0.059 0 0.13 -2.72118 -1.788 2.037
-0.059 0 0.115 -5.734106 12 2.873 -2.037
1.836 0.007 0.161 -0.16218 -0.547 0.088
-1.836 -0.007 7.459 -0.206105 12 1.631 -0.088
-4.282
18 -7.442 1.436 -0.036 0 -0.141 -1.676
-1.436 0.036 0 -0.01104 12 9.25
1.297 0.006 -0.117 0.24318 -6.511 -0.026
-1.297 -0.006 5.498 -0.136103 12 8.319 0.026
-0.126 0.001 -0.375 0.56918 -9.856 -0.136
0.126 -0.001 -0.147 -0.003102 12 11.664 0.136
-0.069 0 -0.216 0.3118 -6.455 -0.05
0.069 0 -0.07 -0.102101 12 8.263 0.05
0.109 0 0.294 -2.55317 -1.775 1.894
-0.109 0 0.156 -5.307109 11 3.582 -1.894
1.809 -0.007 0.075 0.03817 -3.129 -0.068
-1.809 0.007 7.431 0.247108 11 4.936 0.068
-0.041 0 -0.129 -0.18617 -3.873 0.03
0.041 0 -0.042 0.061107 11 4.958 -0.03
0.136 0.001 0.38 -2.42917 0.807 1.874
-0.136 -0.001 0.184 -5.348106 11 0.277 -1.874
1.836 -0.007 0.161 0.16217 -0.547 -0.088
-1.836 0.007 7.459 0.206105 11 1.631 0.088
0.021 0 0.047 -2.18617 -5.496 1.498
-0.021 0 0.042 -4.029104 11 7.303 -1.498
1.297 -0.006 -0.117 -0.24317 -6.511 0.026
-1.297 0.006 5.498 0.136103 11 8.319 -0.026
-0.126 -0.001 -0.375 -0.56917 -9.856 0.136
-0.31
102 11 11.664 -0.136 0.126 0.001 -0.147 0.003
0 -0.07 0.102
17 -6.455 0.05 -0.069 0 -0.216
11 8.263 -0.05 0.06910117
16 2.241 -0.253 1.785 0.007 0.008 0.615
106 10 -0.239 -1.4 -0.008 0 0.035 -4.703
16 1.324 1.4 0.008 0 -0.004 -1.107
107 10 5.977 -0.62 -0.003 0 0.011 -0.986
16 -4.892 0.62 0.003 0 0 -1.586
7.408 -0.222108 10 2.828 -0.16 -1.787 -0.007
0.008 -0.44316 -1.021 0.16 1.787 0.007
0.042 -5.361109 10 3.745 -1.813 -0.009 0
-0.004 -2.16416 -1.937 1.813 0.009 0
18

Hạng mục: NHÀ BƠM VÀ MÁY NÉN HƠI LPG Thực hiện H.X.C Kiểm tra: N.H.H
4.6.3 TÍNH TOÁN XÀ GỒ
XÀ GỒ MÁI
PURLIN < 1 SPAN : Designed by AISI, 1996 >
A. Geometry and Design Loads
Span Length (L) : in. ( mm )
Roof Slope (θ) : rad. ( degree )
Distance between purlins: in. ( mm )
Dead Load (WD) : lb/ft ( kg/m ) → 35 x 0.75 = 26.3 kg/m
Live Load (WL) : lb/ft ( kg/m ) → 30 x 0.75 = 22.5 kg/m
Wind Load (W W) : lb/ft ( kg/m ) → 88.8 x 0.7 x 0.75 = 46.6 kg/m
B. Material and Section Properties
a. Material Properties
Elastic modulus (E) : ksi ( t/cm2
)
Shear modulus (G) : ksi ( t/cm2
)
Yield strength (Fy) : ksi ( t/cm2
)
b. Section Properties
4
■ Section Dimensions & Gross Section Properties
A' = in. ( cm )
B' = in. ( cm )
C' = in. ( cm )
R = in. ( cm )
t = in. ( cm )
Area = in.2
( cm2
)
Wt. = lb/ft ( kg/m )
Ix = in.4
( cm4
)
Iy = in.4
( cm4
)
Sx = in.3
( cm3
)
Sy, lip = in.3
( cm3
)
Sy, web = in.3
( cm3
) J = in.4
( cm4
)
rx = in. ( cm ) CW = in.6
( cm6
)
ry = in. ( cm ) βW = in.5
( cm5
)
ro = in. ( cm ) βf = in.5
( cm5
)
m = in. ( cm ) βl = in.5
( cm5
)
= in. ( cm ) j = in. ( cm )
■ Effective section properties about x-axis based on initiation of yielding
Ixe = in.4
( cm4
)
Sxe, c = in.3
( cm3
)
Sxe, t = in.3
( cm3
)
Sxe = in.3
( cm3
)
■ Effective section properties about y-axis when compression on web based on initiation of yielding
Iye = in.4
( cm4
)
Sye, c = in.3
( cm3
)
Sye, t = in.3
( cm3
)
Sye = in.3
( cm3
)
■ Effective section properties about y-axis when compression on lip based on initiation of yielding
Iye = in.4
( cm4
)
Sye, c = in.3
( cm3
)
Sye, t = in.3
( cm3
)
Sye = in.3
( cm3
)
29.53 750
0.126
2.415 39.58
7.50
2.50
2.953
0.984
1.088 17.82
2.214 92.17
1.088 17.82
1.087 17.81
1.087 17.81
2.397 39.29
4.488
4.488
91.902.208
17.669 735.44
4.302 10.930.854 2.17
3.44
3.066
1.085
3.931 9.99
-4.778 -505.13
6.901 729.59
2.76
39.58
7.150 755.96
0.009945 0.4139
29.914 8032.917.79
7.874
2.415
1.354
4.488
73.54
73.54
73.54
1.880
1.088 17.83
2.215 92.18
20.00
0.126
6.397 9.52
5000
0.29 16.70
196.85
15.12 22.5
17.64 26.3
46.631.33
29869
11521
2100
810
32.71
0.32
0.32
2.3
4.489 73.56
12.127
735.6517.674
ㄷ-200x75x25x3.2

XÀ GỒ MÁI
PURLIN 1 SPAN : Designed by AISI, 1996
C. Check Gravity Loads : 1.0DL + 1.0LL
Wx = (WD + WL) cosθ = lb/ft ( kg/m )
Wy = (WD + WL) sinθ = lb/ft ( kg/m )
a. Strength for Bending Only (Section C3.1)
[ Required Stength ]
■ Maximum positive moment :
Mx = in-kip ( kg-m )
My = in-kip ( kg-m )
■ Negative moment at interior support :
[ Design Stength ]
■ For maximum positive moment :
At location of maximum positive moment, the section is assumed to be fully braced :
1) Calculate moment capacity based on initiation of yielding per Section C3.1.1(a)
Mnx = Sxe Fy = in-kip ( kg-m )
Mny = Sye Fy = in-kip ( kg-m )
2) Combined Stress indices
= + = [O.K]
■ For negative moment at interior support :
In the region between the inflection point and interior support, treat the section as an unbraced cantilever
with a free end about x-axis :
2) Determine the moment capacity about x-axis using the unbraced length per Section C3.1.2(a)
KyLy = in. ( mm )
KtLt = in. ( mm )
Cb =
Me = CbroA √(σeyσt) = in-kip ( kg-m )
My = SfFy = SxFy = in-kip ( kg-m )
For Me ≥ 2.78 My,
Mc = My = in-kip ( kg-m )
For 2.78 My Me 0.56 My,
Mc = 10My (1 - 10My / (36Me) ) / 9 = in-kip ( kg-m )
For Me ≤ 0.56 My,
Mc = Me = in-kip ( kg-m )
Since Me ≥ 2.78 My,
Mc = in-kip ( kg-m )
Sc is elastic modulus of the effective section calculated at a stress M c/Sf in the extreme compression fiber.
Mc / Sf = Mc / Sx = ksi ( t/cm2
)
Sc = in.3
( cm3
)
Mnx = Sc(Mc/Sf) = in-kip ( kg-m )
4.488
t/cm2
)] =
2.30
146.86
32.71
1.0
Mny
=
1.00
158.92 1830.96
146.86
1563.48
146.82
1563.48
18013.24
146.86 1692.01
σt =
1
[
Aro
2
14.05GJ +
π2
ECW
1692.01
1691.55
18013.24
1692.01
199.77
409.58
0.18 0.320.14
ΩbMx
Mnx
+
ΩbMy (1.67) (12.67)
146.82
+
(1.67) (3.80)
35.55
146.82
39.37
39.37 1000
0.00
146.82 1691.55
35.55 409.58
3.80
0.00
σey = ksi (
12.67 145.92
=
π2
E
15.75 t/cm2
)
31.38
9.41
43.78
1000
35.55
1691.55
46.69
14.01
(KyLy / ry)2
224.08
(KtLt)2
73.54
ksi (

XÀ GỒ MÁI
3) Nominal flexural strength, Mn shall be the smallest of the values calculated according to 1) and 2)
Mnx = in-kip ( kg-m )
Mny = in-kip ( kg-m )
= + = [O.K]
b. Strength for Shear Only (Section C3.2)
Vx = kip ( kg )
Vy = kip ( kg )
[ Design Stength ]
■ For shear force in the x-axis direction :
h/t = b/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
For h/t ≤ 0.96√(Ekv /Fy),
Vn = 0.60Fyht = kip ( kg )
Ωv =
For 0.96√(Ekv /Fy) h/t ≤ 1.415√(Ekv /Fy),
Vn = 0.64t2
√(kvFyE) = kip ( kg )
Ωv =
For h/t 1.415√(Ekv /Fy),
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Since h/t ≤ 0.96√(Ekv /Fy),
Vn = kip ( kg )
Ωv =
Vnx = 2 Vn = kip ( kg )
■ For shear force in the y-axis direction :
h/t = a/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv =
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
Vny = Vn = kip ( kg )
0.00 0.00
0.08
19.44
6.06
1.67
67.03
98.80
35.02
1.0 [O.K]
(1.5) (0.08)
67.03
58.50
1.50
Mny
5.34
ΩbMx
+
Mnx
35.55 409.58
146.82 1691.55
0.26 116.73
1.0
(1.67) (0.00)
0.00
ΩbMy
12.12
12.12
ΩvVx
=
Vnx
98.80
23.20 10523.29
0.01=
[O.K]
117.87
=
23.20
+
(1.67) (0.00)
53464.65
10523.29
2748.76
146.82 35.55
1.50
6.06 2748.76
1.67
5497.51
18.23 8268.95
39.16
1.67
17762.58
1.0
18.23 8268.95
ΩvVy
0.02
8268.95
5.34
=
(1.5) (0.26)
18.23
1.50
18.23
1.67
1.50
Vny
=

XÀ GỒ MÁI
D. Check Wind Load Case : 1.0DL + 1.0WL
Wx = WD cosθ - Ww = lb/ft ( kg/m )
Wy = WD sinθ = lb/ft ( kg/m )
■ Maximum negative moment :
■ Positive moment at interior support :
[ Design Stength ]
■ For maximum negative moment :
2) Determine the moment capacity about x-axis using the unbraced length per Section C3.1.3
R = , assuming all 14 conditions of Section C3.1.3 are satisfied
Mnx = R Sxe Fy = in-kip ( kg-m )
3) Nominal flexural strength, Mn of Pext. shall be the smallest of the values calculated according to 1) and 2)
= + = [O.K]
■ For positive moment at interior support :
In the region between the inflection point and interior support, the section is assumed to be fully braced :
= + = [O.K]
Vx = kip ( kg )
Vy = kip ( kg )
[ Design Stength ]
h/t = b/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv =
0.27 1.0
Mnx Mny 58.73 35.55
10523.2923.20
67.03
2748.766.06
ΩbMx
19.44
0.04
0.12
ΩbMy
=
(1.67) (5.83)
+
ΩbMx
0.17 0.10
+
(1.67) (2.05)
53.69
18.86
(1.67) (0.00)
35.55
35.55
409.5835.55
58.73 676.64
ΩbMy
409.58
=
(1.67) (0.00)
+
1691.55
0.00 1.0
Mnx Mny 146.82
0.00 0.00
+
0.00
0.40
0.00
1691.55
409.58
146.82
35.55
58.73 676.64
5.83 67.12
2.05 23.57
5.07 7.54
14.43 21.48
5.34
98.80
1.50
1.67
146.82

XÀ GỒ MÁI
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
h/t = a/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv =
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
E. Deflection Check
a. Check Grivity Loads : 1.0DL + 1.0LL
Wx = (WD + WL) cosθ = lb/ft ( kg/m )
Wy = (WD + WL) sinθ = lb/ft ( kg/m )
δx = 5WxL4
/ (384EIxe) = in. ( cm )
δy = 5WyL4
/ (384EIye) = in. ( cm )
δ = √(δx
2
+ δy
2
) = in. ( cm )
in. ( cm ) = L / 200 [O.K]
b. Check Wind Load Case : 1.0DL + 1.0WL
Wx = WD cosθ - Ww = lb/ft ( kg/m )
Wy = WD sinθ = lb/ft ( kg/m )
δx = 5WxL4
/ (384EIxe) = in. ( cm )
δy = 5WyL4
/ (384EIye) = in. ( cm )
δ = √(δx
2
+ δy
2
) = in. ( cm )
in. ( cm ) = L / 200 [O.K]
[O.K]
Vny 18.23
= 0.01
8268.95
1.0
ΩvVy
=
(1.5) (0.12)
18.23
1.50
18.23 8268.95
17762.58
1.67
39.16
10523.29
1.67
23.20
18.23
1.50
8268.95
98.80
58.50
ΩvVx
=
(1.5) (0.04)
Vnx 12.12
67.03
5.34
= 0.00 1.0 [O.K]
1.50
5497.5112.12
2748.766.06
1.67
53464.65117.87
14.01
46.6931.38
9.41
0.98 2.49
0.25
0.580.23
0.10
0.64
2.49
0.25
0.98
21.4814.43
0.10
7.545.07
0.04
0.14 0.36
0.330.13

XÀ GỒ TƯỜNG
GIRT 1 SPAN : Designed by AISI, 1996
A. Geometry and Design Loads
Span Length (L) : in. ( mm )
Dead Load (WD) : lb/ft ( kg/m ) → 35 x 0.5 = 17.5 kg/m
Wind Load (W W1) : lb/ft ( kg/m ) → 88.8 x (0.8) x 0.5 = 35.5 kg/m
* Note : Windward Case ( →)
Wind Load (W W2) : lb/ft ( kg/m ) → 88.8 x (0.7) x 0.5 = 31.1 kg/m
* Note : Leeward Case ( ←)
B. Material and Section Properties
a. Material Properties
Elastic modulus (E) : ksi ( t/cm2
)
Shear modulus (G) : ksi ( t/cm2
)
Yield strength (Fy) : ksi ( t/cm2
) 4
b. Section Properties
■ Section Dimensions Gross Section Properties
A' = in. ( cm )
B' = in. ( cm )
C' = in. ( cm )
R = in. ( cm )
t = in. ( cm )
Area = in.2
( cm2
)
Wt. = lb/ft ( kg/m )
Ix = in.4
( cm4
)
Iy = in.4
( cm4
)
Sx = in.3
( cm3
)
Sy, lip = in.3
( cm3
)
Sy, web = in.3
( cm3
) J = in.4
( cm4
)
rx = in. ( cm ) CW = in.6
( cm6
)
ry = in. ( cm ) βW = in.5
( cm5
)
ro = in. ( cm ) βf = in.5
( cm5
)
m = in. ( cm ) βl = in.5
( cm5
)
= in. ( cm ) j = in. ( cm )
■ Effective section properties about x-axis based on initiation of yielding
Ixe = in.4
( cm4
)
Sxe, c = in.3
( cm3
)
Sxe, t = in.3
( cm3
)
Sxe = in.3
( cm3
)
■ Effective section properties about y-axis when compression on web based on initiation of yielding
Iye = in.4
( cm4
)
Sye, c = in.3
( cm3
)
Sye, t = in.3
( cm3
)
Sye = in.3
( cm3
)
■ Effective section properties about y-axis when compression on lip based on initiation of yielding
Iye = in.4
( cm4
)
Sye, c = in.3
( cm3
)
Sye, t = in.3
( cm3
)
Sye = in.3
( cm3
)
12.127
0.32
0.32
6.397 9.52
17.674 735.65
11521 810
29869 2100
35.5
31.1
11.76 17.5
23.87
20.88
5000196.85
1.880
1.354 3.44
7.874
1.088 17.83
2.415 39.58
2.215
4.489
2.3
0.126
32.71
20.00
7.50
92.18
73.56
3.931 9.99
0.009945 0.4139
29.914 8032.913.066 7.79
-4.778 -505.131.085 2.76
6.901 729.59
7.150 755.96
4.488 73.54
4.302 10.930.854 2.17
17.669 735.44
4.488 73.54
2.397 39.29
1.087 17.81
1.087 17.81
17.82
39.58
4.488 73.54
2.208 91.90
2.214 92.17
1.088 17.82
1.088
2.415
2.50
2.953
0.984
0.126
ㄷ-200x75x25x3.2

XÀ GỒ TƯỜNG
C. Check Gravity Load : 1.0DL
Wy = WD = lb/ft ( kg/m )
[ Design Stength ]
2) Stress ratio
2) Stress ratio
Vx = kip ( kg )
[ Design Stength ]
h/t = b/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv =
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
67.03
98.80
2748.76
10523.29
17.5011.76
1.50
0.00
35.55
6.06
1.67
1.50
6.06
117.87 53464.65
2748.76
4.75 54.69
5497.51
ΩvVx
= 1.0
12.12
43.75
(1.5) (0.1)
12.12
= [O.K]
Vnx
0.01
1.67
23.20
19.44
0.10
409.58
(1.67) (4.75)
35.55
ΩbMy
Mny
1.0 [O.K]= = 0.22
=
(1.67) (0.00)
35.55
Mny 35.55
ΩbMy
= 0.00 1.0
5.34
[O.K]
409.58

XÀ GỒ TƯỜNG
D. Check Wind Load Case (1) : 1.0DL + 1.0WL1Windward
Wx = WW1 = lb/ft ( kg/m )
[ Design Stength ]
At location of maximum positive moment, the section is assumed to be fully braced :
= + = [O.K]
In the region between the inflection point and interior support, treat the section as an unbraced cantilever
with a free end about x-axis :
2) Determine the moment capacity about x-axis using the unbraced length per Section C3.1.2(a)
KyLy = in. ( mm )
KtLt = in. ( mm )
Cb =
Me = CbroA √(σeyσt) = in-kip ( kg-m )
My = SfFy = SxFy = in-kip ( kg-m )
For Me ≥ 2.78 My,
Mc = My = in-kip ( kg-m )
For 2.78 My Me 0.56 My,
Mc = 10My (1 - 10My / (36Me) ) / 9 = in-kip ( kg-m )
For Me ≤ 0.56 My,
Mc = Me = in-kip ( kg-m )
Since Me ≥ 2.78 My,
Mc = in-kip ( kg-m )
Sc is elastic modulus of the effective section calculated at a stress M c/Sf in the extreme compression fiber.
Mc / Sf = Mc / Sx = ksi ( t/cm2
)
Sc = in.3
( cm3
)
Mnx = Sc(Mc/Sf) = in-kip ( kg-m )
3) Nominal flexural strength, Mn shall be the smallest of the values calculated according to 1) and 2)
23.87 35.52
11.76 17.50
9.63 111.00
0.00
146.82 1691.55
0.00
4.75 54.69
35.55 409.58
146.82 1691.55
35.55 409.58
39.37 1000
39.37 1000
1.00
σey =
π2
E
= ksi ( t/cm2
)
(KyLy / ry)2
224.08 15.75
σt =
1
[
Aro
2
GJ +
π2
ECW
] = 199.77
(KtLt)2
1563.48 18013.24
146.86 1692.01
146.86 1692.01
158.92 1830.96
1563.48 18013.24
146.86 1692.01
32.71 2.30
4.488
146.82 1691.55
73.54
146.82 1691.55
35.55 409.58
ksi ( 14.05 t/cm2
)
ΩbMx
+
ΩbMy
=
(1.67) (9.63)
+
(1.67) (4.75)
Mnx Mny 146.82 35.55
1.00.11 0.22 0.33

XÀ GỒ TƯỜNG
= + = [O.K]
Vx = kip ( kg )
Vy = kip ( kg )
[ Design Stength ]
h/t = b/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv =
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
h/t = a/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv =
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
ΩbMx
+
ΩbMy
Mnx Mny
=
(1.67) (0.00)
+
(1.67) (0.00)
146.82
0.00 0.00 0.00 1.0
35.55
0.10 43.75
0.20 88.80
19.44
5.34
67.03
98.80
6.06 2748.76
1.50
23.20 10523.29
1.67
117.87 53464.65
1.67
6.06 2748.76
1.50
12.12 5497.51
ΩvVx
=
(1.5) (0.1)
[O.K]
Vnx 12.12
= 0.01 1.0
58.50
67.03
98.80
18.23 8268.95
1.50
23.20 10523.29
1.67
39.16 17762.58
1.67
18.23 8268.95
1.50
18.23 8268.95
ΩvVy
=
(1.5) (0.2)
[O.K]
Vny 18.23
= 0.02 1.0
5.34

XÀ GỒ TƯỜNG
E. Check Wind Load Case (2) : 1.0DL + 1.0WL2Leeward
■ Maximum negative moment :
■ Positive moment at interior support :
[ Design Stength ]
■ For maximum negative moment :
2) Determine the moment capacity about x-axis using the unbraced length per Section C3.1.3
R = , assuming all 14 conditions of Section C3.1.3 are satisfied
Mnx = R Sxe Fy = in-kip ( kg-m )
3) Nominal flexural strength, Mn of Pext. shall be the smallest of the values calculated according to 1) and 2)
= + = [O.K]
■ For positive moment at interior support :
In the region between the inflection point and interior support, the section is assumed to be fully braced :
= + = [O.K]
Vx = kip ( kg )
Vy = kip ( kg )
[ Design Stength ]
h/t = b/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv = 1.67
23.20 10523.29
1.50
6.06 2748.76
67.03
98.80
19.44
5.34
0.17 77.70
0.10 43.75
1.00.00 0.00 0.00
Mny 146.82 35.55
=
(1.67) (0.00)
+
(1.67) (0.00)ΩbMx
+
ΩbMy
Mnx
35.55 409.58
1691.55146.82
35.55 409.58
146.82 1691.55
0.00
0.00
4.75 54.69
8.43 97.13
11.76 17.50
20.88 31.08
0.40
58.73 676.64
58.73 676.64
35.55 409.58
ΩbMx
+
ΩbMy
35.55
(1.67) (4.75)
1.0
Mnx Mny 58.73
=
(1.67) (8.43)
+
0.24 0.22 0.46

XÀ GỒ TƯỜNG
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
h/t = a/t =
kv =
0.96√(Ekv /Fy) =
1.415√(Ekv /Fy) =
Ωv =
Vn = 0.64t2
Ωv =
Vn = 0.905Ekvt3
/h = kip ( kg )
Ωv =
Vn = kip ( kg )
Ωv =
F. Deflection Check
a. Grivity Load Case : 1.0DL
δy = 5WyL4
/ (384EIye) = in. ( cm )
δ = δy = in. ( cm )
in. ( cm ) = L / 200 [O.K]
b. Wind Load Case (1) : 1.0DL + 1.0WL1Windward
δx = 5WxL4
/ (384EIxe) = in. ( cm )
δy = 5WyL4
/ (384EIye) = in. ( cm )
δ = √(δx
2
+ δy
2
) = in. ( cm )
in. ( cm ) = L / 200 [O.K]
c. Wind Load Case (2) : 1.0DL + 1.0WL2Leeward
δx = 5WxL4
/ (384EIxe) = in. ( cm )
δy = 5WyL4
/ (384EIye) = in. ( cm )
δ = √(δx
2
+ δy
2
) = in. ( cm )
in. ( cm ) = L / 200 [O.K]
11.76
[O.K]= 0.01 1.0=
(1.5) (0.17)
1.50
Vny 18.23
ΩvVy
18.23 8268.95
18.23 8268.95
1.67
39.16 17762.58
1.67
23.20 10523.29
1.50
18.23 8268.95
98.80
67.03
5.34
58.50
[O.K]
Vnx 12.12
= 0.01 1.0
ΩvVx
=
(1.5) (0.1)
1.50
12.12 5497.51
6.06 2748.76
1.67
117.87 53464.65
0.30 0.76
0.29 0.74
20.88 31.08
11.76 17.50
0.06 0.15
0.30 0.76
0.98 2.49
0.07 0.18
17.5011.76
35.5223.87
0.29 0.74
0.98 2.49
0.29 0.74
0.98 2.49
0.29 0.74
17.50

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