SAP2000
7/5/08 14:36:33
SAP2000 v10.0.1 - File:V4X8 - 3-D View - Kgf, m, C Units 1
billboard vertical type 4x8m
frame design
Pendahuluan
Perencana Perencanaan an untuk konstruksi konstruksi Billboard Billboard ini dilakukan dilakukan dengan analisis space frame design. design. Perencanaan tersebut meliputi : 1. Perencanaan Rangka Baja 2. Perencanaan Pondasi
Perhitungan Struktur dilakukan dengan bantuan program SAP2000. Pemodelan dibuat sesuai dengan bentuk rencana rangka billboard.
Pembebanan yang diberikan terhadap model rangka adalah : beban mati, beban hidup, beban angin dan beban gempa. Dari analisa struktur yang dilakukan didapat bahwa beban angin adalah dominan untuk menentukan kontrol tegangan pada rangka dan perencanaan pondasi.
PERENCANA
media indra buana
7/5/2008 2
billboard vertical type 4x8m
frame design
Pendahuluan
Perencana Perencanaan an untuk konstruksi konstruksi Billboard Billboard ini dilakukan dilakukan dengan analisis space frame design. design. Perencanaan tersebut meliputi : 1. Perencanaan Rangka Baja 2. Perencanaan Pondasi
Perhitungan Struktur dilakukan dengan bantuan program SAP2000. Pemodelan dibuat sesuai dengan bentuk rencana rangka billboard.
Pembebanan yang diberikan terhadap model rangka adalah : beban mati, beban hidup, beban angin dan beban gempa. Dari analisa struktur yang dilakukan didapat bahwa beban angin adalah dominan untuk menentukan kontrol tegangan pada rangka dan perencanaan pondasi.
PERENCANA
media indra buana
7/5/2008 2
billboard - vertical vype 4x8m
general
fame design
Analysis and Design of Structure A. MATERIAL PROPERTIES Steel Grade : Yield Strength (fy) Allowable Flexural Stress Allowable Shear Stress
St.- 37 Fy = σ−allw = τ-allw =
Steel Elasticity Modulus Steel Unit Weight
Es = Ws =
Concrete Grade : Concrete Strength Concrete Elasticity Modulus Concrete Unit Weight
K- 250 Fc' = 20.75 MP MPa Ec = 2.49E+05 kg/cm2 Wc = 2500 kg kg/m3
2400 kg kg/cm2 1600 1600 kg/cm kg/cm2 2 928 928 kg/c kg/cm2 m2
2100000 kg/cm2 7850 kg/m3
B. DIMENSION OF BOARD FRAME 4.00 2 .0 0
2.00
8.00
1.00
meida indra buana
7/5/2008 3
billboard - vertical vype 4x8m
general
fame design
C. MEMBER SECTION 1 2 3 4 5 6 7 8 9 10
Main Pole Lower Main Pole Upper Vertical Frame Bracing Horizontal Frame Bracing Lateral Diagonal Bracing Lateral Pole Main Holder Lateral Horizontal Bracing Diagonal Frame Bracing Vertical Main Frame Bracing Horizontal Main Frame Bracing
: Steel Pipe Dia. : Steel Pipe Dia. : Steel Hollow Tube. : Steel Hollow Tube. : Steel Hollow Tube. : Steel Hollow Tube. : Steel Hollow Tube. : Steel Hollow Tube. : Steel Hollow Tube. : Steel Hollow Tube.
16 14 4 4 4 4 4 4 4 4
inch inch cm cm cm cm cm cm cm cm
t= t= t= t= t= t= t= t= t= t=
9 9 4 4 4 4 4 4 4 4
mm mm mm mm mm mm mm mm mm mm
D. LOADING 1. Dead Load a. Selfweight of Steel Frame : b. Board Load : - Board - Board Frames - Total Neon Box Load
Calculated by program SAP2000 30 kg/m2 20 kg/m2 50 kg/m2
- Total Neon Box Load
Σ
Pbb =
1200 kg
2. Live Load a. Pekerja sebanyak 36 orang pada posisi sembarang pada frame billboard Live Load Pll = Total Live Load on Billboard Frame
100 kg
x
4
400 kg
3. Wind Load - Wind Pressure : 2 kg/m2 V /16 Velocity V = 100 km/hr = Qwl = 48.2253086 kg/m2
Qwl =
27.77778 m/sec
- Total Wind Load on Billboard
Σ
Pwl = 1157.4074 kg
4. Earthquake Load Earthquake Load in the direction perpendicular and paralel to board, assumed as : a. Lateral force of 20% dead load in Y direction acting on structure b. Lateral force of 20% dead load in X direction acting on structure
meida indra buana
7/5/2008 4
billboard vertical type 4x8
TABLE: Joint Reactions Joint OutputCase CaseType Text Text Text 1 DEAD LinStatic 1 NORM Combination 1 DL+WIND Combination 1 DL+EQX Combination 1 DL+EQY Combination
frame design support
SUPPORT REACTION
F1 Kgf 0.00 0.00 0.00 -249.83 -108.41
F2 Kgf 0.00 0.00 -1225.00 0.00 -154.77
media indra buana
F3 Kgf 1084.12 3164.12 2764.12 2764.12 2764.12
M1 Kgf-m 0.00 -520.00 5705.00 -420.00 275.57
M2 Kgf-m 0.00 0.00 0.00 -1338.12 -649.23
M3 Kgf-m 0.00 0.00 0.00 0.00 0.00
7/5/2008 5
billboard vertical type 4x8
TABLE: Element Forces - Frames Frame Station OutputCase Text m Text 1 0.00 DEAD 1 0.50 DEAD 1 1.00 DEAD 1 0.00 NORM 1 0.50 NORM 1 1.00 NORM 1 0.00 DL+WIND 1 0.50 DL+WIND 1 1.00 DL+WIND 1 0.00 DL+EQX 1 0.50 DL+EQX 1 1.00 DL+EQX 1 0.00 DL+EQY 1 0.50 DL+EQY 1 1.00 DL+EQY 5 0.00 DEAD 5 0.67 DEAD 5 0.67 DEAD 5 1.33 DEAD 5 0.00 NORM 5 0.67 NORM 5 0.67 NORM 5 1.33 NORM 5 0.00 DL+WIND 5 0.67 DL+WIND 5 0.67 DL+WIND 5 1.33 DL+WIND 5 0.00 DL+EQX 5 0.67 DL+EQX 5 0.67 DL+EQX 5 1.33 DL+EQX 5 0.00 DL+EQY 5 0.67 DL+EQY 5 0.67 DL+EQY 5 1.33 DL+EQY 21 0.00 DEAD 21 0.50 DEAD 21 1.00 DEAD 21 0.00 NORM 21 0.50 NORM 21 1.00 NORM 21 0.00 DL+WIND 21 0.50 DL+WIND 21 1.00 DL+WIND 21 0.00 DL+EQX 21 0.50 DL+EQX 21 1.00 DL+EQX 21 0.00 DL+EQY 21 0.50 DL+EQY 21 1.00 DL+EQY 29 0.00 DEAD 29 0.50 DEAD 29 1.00 DEAD 29 0.00 NORM 29 0.50 NORM 29 1.00 NORM 29 0.00 DL+WIND 29 0.50 DL+WIND 29 1.00 DL+WIND 29 0.00 DL+EQX 29 0.50 DL+EQX 29 1.00 DL+EQX 29 0.00 DL+EQY
frame design frame forces
FRAME FORCES
CaseType Text LinStatic LinStatic LinStatic Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination LinStatic LinStatic LinStatic LinStatic Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination LinStatic LinStatic LinStatic Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination LinStatic LinStatic LinStatic Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination
P Kgf -1084.12 -1039.62 -995.13 -3164.12 -3119.62 -3075.13 -2764.12 -2719.62 -2675.13 -2764.12 -2719.62 -2675.13 -2764.12 -2719.62 -2675.13 -478.73 -426.80 -371.60 -319.66 -1640.52 -1588.59 -1155.29 -1103.36 -1495.36 -1443.43 -1054.87 -1002.94 -1420.31 -1368.38 -1011.76 -959.83 -1428.22 -1376.29 -1016.26 -964.32 -21.77 -21.77 -21.77 -83.84 -83.84 -83.84 -59.23 -59.23 -59.23 -41.38 -41.47 -41.56 -64.96 -64.96 -64.96 -17.48 -17.48 -17.48 -140.85 -140.85 -140.85 187.43 187.43 187.43 -114.68 -114.77 -114.86 -93.86
media indra buana
V2 Kgf 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 249.83 249.83 249.83 108.41 108.41 108.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120.37 112.58 106.77 98.98 61.91 61.91 55.66 55.66 -0.46 0.15 0.77 -16.98 1.13 19.24 -18.93 -0.82 17.30 -17.63 0.48 18.59 -17.64 0.47 18.58 -0.45 0.16 0.77 -34.30 1.31 36.92 -35.04 0.57 36.19 -35.04 0.57 36.18 -34.96
V3 Kgf 0.00 0.00 0.00 0.00 0.00 0.00 1225.00 1225.00 1225.00 0.00 0.00 0.00 154.77 148.10 141.42 2.67 2.67 2.46 2.46 -38.90 -38.90 -27.18 -27.18 267.63 267.63 429.29 429.29 -34.87 -34.87 -21.58 -21.58 5.33 -2.46 25.38 17.59 -0.08 -0.08 -0.08 0.06 0.06 0.06 -0.98 -0.98 -0.98 -2.14 -2.14 -2.14 -1.44 -1.35 -1.26 -0.05 -0.05 -0.05 -0.46 -0.46 -0.46 1.72 1.72 1.72 0.61 0.61 0.61 0.16
T Kgf-m 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.26 -0.26 -0.28 -0.28 -0.16 -0.16 -0.17 -0.17 0.02 0.02 0.02 0.04 0.04 0.04 0.23 0.23 0.23 0.02 0.02 0.02 0.05 0.05 0.05 0.01 0.01 0.01 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
M2 Kgf-m 0.00 0.00 0.00 -520.00 -520.00 -520.00 5705.00 5092.52 4480.04 -420.00 -420.00 -420.00 275.57 199.86 127.48 1.71 -0.08 -0.09 -1.73 -161.17 -135.24 -135.42 -117.30 725.70 547.27 547.46 261.25 -135.72 -112.47 -112.62 -98.23 -52.70 -53.66 -53.79 -68.11 -0.04 0.00 0.05 -0.01 -0.04 -0.07 -0.54 -0.05 0.44 -0.70 0.37 1.44 -0.48 0.21 0.86 -0.02 0.00 0.03 -0.19 0.04 0.27 0.56 -0.30 -1.16 0.15 -0.16 -0.46 0.03
M3 Kgf-m 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1338.12 1213.21 1088.30 649.23 595.02 540.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 186.87 109.22 109.10 40.51 103.53 62.25 62.20 25.09 -0.05 0.03 -0.20 -2.63 1.33 -3.76 -3.56 1.38 -2.74 -2.83 1.46 -3.31 -2.88 1.41 -3.36 -0.04 0.04 -0.20 -5.37 2.87 -6.69 -5.76 2.86 -6.33 -5.76 2.86 -6.33 -5.72
7/5/2008 6
billboard vertical type 4x8
TABLE: Element Forces - Frames Frame Station OutputCase Text m Text 29 0.50 DL+EQY 29 1.00 DL+EQY 55 0.00 DEAD 55 0.67 DEAD 55 1.33 DEAD 55 0.00 NORM 55 0.67 NORM 55 1.33 NORM 55 0.00 DL+WIND 55 0.67 DL+WIND 55 1.33 DL+WIND 55 0.00 DL+EQX 55 0.67 DL+EQX 55 1.33 DL+EQX 55 0.00 DL+EQY 55 0.67 DL+EQY 55 1.33 DL+EQY 220 0.00 DEAD 220 0.83 DEAD 220 1.67 DEAD 220 0.00 NORM 220 0.83 NORM 220 1.67 NORM 220 0.00 DL+WIND 220 0.83 DL+WIND 220 1.67 DL+WIND 220 0.00 DL+EQX 220 0.83 DL+EQX 220 1.67 DL+EQX 220 0.00 DL+EQY 220 0.83 DL+EQY 220 1.67 DL+EQY
frame design frame forces
FRAME FORCES
CaseType Text Combination Combination LinStatic LinStatic LinStatic Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination LinStatic LinStatic LinStatic Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination
P Kgf -93.86 -93.86 -1.98 -1.17 -0.35 -44.86 -44.05 -43.23 251.46 252.28 253.09 -47.51 -46.69 -45.88 -20.23 -19.41 -18.59 24.19 25.00 25.82 177.88 178.70 179.52 298.77 299.58 300.40 145.94 146.66 147.38 157.08 157.89 158.71
media indra buana
V2 Kgf 0.65 36.26 0.12 0.12 0.12 2.79 2.79 2.79 0.82 0.82 0.82 0.39 0.27 0.15 0.53 0.53 0.53 -0.61 0.00 0.61 -0.55 0.06 0.67 -0.75 -0.14 0.47 -0.73 0.00 0.74 -0.64 -0.03 0.59
V3 Kgf 0.25 0.35 -0.08 -0.08 -0.08 0.04 0.04 0.04 -0.37 -0.37 -0.37 0.05 0.05 0.05 0.13 0.01 -0.11 -0.03 -0.03 -0.03 -0.38 -0.38 -0.38 -0.09 -0.09 -0.09 -0.31 -0.31 -0.31 -0.46 -0.30 -0.15
T Kgf-m 0.05 0.05 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.02 0.02 0.02 0.07 0.07 0.07 0.03 0.03 0.03 0.03 0.03 0.03
M2 Kgf-m -0.07 -0.22 -0.06 0.00 0.05 -0.01 -0.04 -0.07 0.03 0.27 0.52 0.00 -0.04 -0.07 0.03 -0.01 0.02 -0.01 0.01 0.03 -0.22 0.10 0.41 -0.20 -0.13 -0.05 -0.19 0.07 0.33 -0.24 0.08 0.27
M3 Kgf-m 2.85 -6.37 0.08 0.00 -0.08 2.29 0.44 -1.42 0.53 -0.02 -0.57 0.19 -0.03 -0.17 0.33 -0.02 -0.38 -0.18 0.08 -0.18 -0.18 0.03 -0.28 -0.35 0.02 -0.12 -0.30 0.00 -0.31 -0.28 0.00 -0.24
7/5/2008 7
SAP2000
7/5/08 14:37:45
SAP2000 v10.0.1 - File:V4X8 - 3-D View - Kgf, m, C Units 8
SAP2000
7/5/08 15:13:56
SAP2000 v10.0.1 - File:V4X8 - Frame Span Loads (LIVE) (Global CSys) - Kgf, m, C Units 9
SAP2000
7/5/08 15:13:15
SAP2000 v10.0.1 - File:V4X8 - Frame Gravity Multipliers (EQY) (Global CSys) - Kgf, m, C Units 10
SAP2000
7/5/08 15:12:46
SAP2000 v10.0.1 - File:V4X8 - Frame Gravity Multipliers (EQX) (Global CSys) - Kgf, m, C Units 11
SAP2000
7/5/08 15:11:05
SAP2000 v10.0.1 - File:V4X8 - Frame Span Loads (BOARD) (As Defined) - Kgf, m, C Units 12
SAP2000
7/5/08 15:11:51
SAP2000 v10.0.1 - File:V4X8 - Joint Loads (WIND) (As Defined) - Kgf, m, C Units 13
SAP2000
7/5/08 15:56:17
SAP2000 v10.0.1 - File:V4X8 - Deformed Shape (DEAD) - Kgf, m, C Units 14
SAP2000
7/5/08 15:58:04
SAP2000 v10.0.1 - File:V4X8 - Deformed Shape (WIND) - Kgf, m, C Units 15
SAP2000
7/5/08 15:35:35
SAP2000 v10.0.1 - File:V4X8 - Moment 2-2 Diagram (NORM) - Kgf, m, C Units 16
SAP2000
7/5/08 14:40:10
SAP2000 v10.0.1 - File:V4X8 - Moment 3-3 Diagram (NORM) - Kgf, m, C Units 17
SAP2000
7/5/08 14:43:49
SAP2000 v10.0.1 - File:V4X8 - Moment 2-2 Diagram (DL+WIND) - Kgf, m, C Units 18
SAP2000
7/5/08 14:42:26
SAP2000 v10.0.1 - File:V4X8 - Axial Force Diagram (NORM) - Kgf, m, C Units 19
SAP2000
7/5/08 14:41:30
SAP2000 v10.0.1 - File:V4X8 - Axial Force Diagram (NORM) - Kgf, m, C Units 20
SAP2000
7/5/08 14:40:59
SAP2000 v10.0.1 - File:V4X8 - Shear Force 2-2 Diagram (NORM) - Kgf, m, C Units 21
SAP2000 Steel Design
Project vertical type billboard 4x8m Job Number 001 Engineer dwi setianto
AISC-ASD89 STEEL SEC TION CHECK
Combo Uni t s
: DL+WI ND : Kgf , m, C
Fr ame X Mi d Y Mi d Z Mi d Lengt h Loc
: : : : : :
1 2. 000 0. 250 0. 500 1. 000 0. 000
Desi gn Sect : Desi gn Type: Fr ame Type : Sect Cl ass : Maj or Axi s : RLLF :
Ar ea I Maj or I Mi nor I xy
: : : :
0. 011 2. 280E- 04 2. 280E- 04 0. 000
SMaj or SMi nor ZMaj or ZMi nor
: : : :
PI PE/ 16/ 9 Col umn Moment Resi st i ng Fr ame Compact 0. 000 degr ees count ercl ockwi se f r oml ocal 3 1. 000
0. 001 0. 001 0. 001 0. 001
r Maj or r Mi nor E Fy
: : : :
0. 142 0. 142 20389019158 25310506. 541
AVMaj or: 0. 006 AVMi nor: 0. 006
STRESS CHECK FORCES & MOMENTS
Locat i on 0. 000
P - 2764. 116
M33 0. 000
M22 5705. 000
V2 0. 000
V3 1225. 000
T 0. 000
P Rati o 0. 017
MMaj or Rati o 0. 000
MMi nor Rati o 0. 307
Rat i o Li mi t 0. 950
Stat us Check OK
Cm K Factor Fact or 1. 000 1. 000 0. 914 2. 323
L Fact or 1. 000 1. 000
St atus Check OK OK
T Tor si on 0. 000 0. 000
PMM DEMAND/CAPACITY RATIO
Gover ni ng Equati on ( H1- 3)
Total Rati o 0. 324
=
+
+
AXIAL FORCE DESIGN
Axi al
P For ce - 2764. 116
fa Fa Ft St r ess Al l owabl e Al l owabl e 243792. 044 14633019. 00 15186303. 92
MOMENT DESIGN
Maj or Moment Mi nor Moment
M fb Fb Moment Str ess Al l owabl e 0. 000 0. 000 16704934. 32 5705. 000 5129266. 752 16704934. 32
Fe Al l owabl e 2111523467 391438728.
Cb Factor 1. 000
SHEAR DESIGN
Maj or Shear Mi nor Shear
SAP2000 v10.0.1 - File:
V For ce 0. 000 1225. 000
fv Fv St r ess Al l owabl e 0. 000 10124202. 62 216014. 813 10124202. 62
22
St r ess Rati o 0. 000 0. 021
July 5, 2008 14:24
SAP2000 Steel Design
Project vertical type billboard 4x8m Job Number 001 Engineer dwi setianto
AISC-ASD89 STEEL SEC TION CHECK
Combo Uni t s
: DL+WI ND : Kgf , m, C
Fr ame X Mi d Y Mi d Z Mi d Lengt h Loc
: : : : : :
5 2. 000 0. 250 5. 667 1. 333 0. 000
Desi gn Sect : Desi gn Type: Fr ame Type : Sect Cl ass : Maj or Axi s : RLLF :
Ar ea I Maj or I Mi nor I xy
: : : :
0. 010 1. 529E- 04 1. 529E- 04 0. 000
SMaj or SMi nor ZMaj or ZMi nor
: : : :
PI PE/ 14/ 9 Col umn Moment Resi st i ng Fr ame Compact 0. 000 degr ees count ercl ockwi se f r oml ocal 3 1. 000
8. 496E- 04 8. 496E- 04 0. 001 0. 001
r Maj or r Mi nor E Fy
: : : :
0. 124 0. 124 20389019158 25310506. 541
AVMaj or: 0. 005 AVMi nor: 0. 005
STRESS CHECK FORCES & MOMENTS
Locat i on 0. 000
P - 1495. 360
M33 0. 000
M22 725. 696
V2 0. 000
V3 267. 632
T 0. 000
P Rati o 0. 027
MMaj or Rati o 0. 000
MMi nor Rati o 0. 051
Rat i o Li mi t 0. 950
Stat us Check OK
Cm K Factor Fact or 1. 000 1. 000 0. 850 25. 729
L Fact or 1. 000 0. 500
St atus Check OK OK
T Tor si on 0. 000 0. 000
PMM DEMAND/CAPACITY RATIO
Gover ni ng Equati on ( H1- 3)
Total Rati o 0. 079
=
+
+
AXIAL FORCE DESIGN
Axi al
P For ce - 1495. 360
fa Fa Ft St r ess Al l owabl e Al l owabl e 150676. 720 5498574. 162 15186303. 92
MOMENT DESIGN
Maj or Moment Mi nor Moment
M fb Fb Fe Moment Str ess Al l owabl e Al l owabl e 0. 000 0. 000 16704934. 32 909993462. 725. 696 854118. 692 16704934. 32 5498574. 162
Cb Factor 1. 000
SHEAR DESIGN
Maj or Shear Mi nor Shear
SAP2000 v10.0.1 - File:
V For ce 0. 000 267. 632
fv Fv St r ess Al l owabl e 0. 000 10124202. 62 53911. 095 10124202. 62
23
St r ess Rati o 0. 000 0. 005
July 5, 2008 14:27
SAP2000 Steel Design
Project vertical type billboard 4x8m Job Number 001 Engineer dwi setianto
AISC-ASD89 STEEL SEC TION CHECK
Combo Uni t s
: DL+WI ND : Kgf , m, C
Fr ame X Mi d Y Mi d Z Mi d Lengt h Loc
: : : : : :
26 2. 500 0. 000 2. 333 1. 000 0. 000
Desi gn Sect : Desi gn Type: Fr ame Type : Sect Cl ass : Maj or Axi s : RLLF :
Ar ea I Maj or I Mi nor I xy
: : : :
1. 560E- 04 0. 000 0. 000 0. 000
SMaj or SMi nor ZMaj or ZMi nor
: : : :
HOLLW/ 4/ 4 Beam Moment Resi st i ng Fr ame Non- Compact 0. 000 degr ees count ercl ockwi se f r oml ocal 3 1. 000
1. 979E- 06 1. 979E- 06 2. 282E- 06 2. 282E- 06
r Maj or r Mi nor E Fy
: : : :
0. 016 0. 016 20389019158 25310506. 541
AVMaj or: 8. 000E- 05 AVMi nor: 8. 000E- 05
STRESS CHECK FORCES & MOMENTS
Locat i on 0. 000
P 330. 356
M33 - 6. 360
M22 - 1. 408
V2 - 36. 297
V3 - 2. 213
T - 0. 121
P Rati o 0. 139
MMaj or Rati o 0. 212
MMi nor Rati o 0. 047
Rat i o Li mi t 0. 950
Stat us Check OK
Cm K Factor Fact or 1. 000 1. 000 1. 000 1. 000
L Fact or 1. 000 1. 000
St atus Check OK OK
T Tor si on 0. 000 0. 000
PMM DEMAND/CAPACITY RATIO
Gover ni ng Equati on ( H2- 1)
Total Rati o 0. 398
=
+
+
AXIAL FORCE DESIGN
Axi al
P fa Fa Ft For ce St r ess Al l owabl e Al l owabl e 330. 356 2117666. 974 12063963. 73 15186303. 92
MOMENT DESIGN
Maj or Moment Mi nor Moment
M fb Fb Fe Moment Str ess Al l owabl e Al l owabl e - 6. 360 3214226. 461 15186303. 92 26632558. 61 - 1. 408 711504. 749 15186303. 92 26632558. 61
Cb Factor 1. 052
SHEAR DESIGN
Maj or Shear Mi nor Shear
SAP2000 v10.0.1 - File:
V For ce 36. 297 2. 213
fv Fv St r ess Al l owabl e 453708. 197 10124202. 62 27662. 610 10124202. 62
24
St r ess Rati o 0. 045 0. 003
July 5, 2008 14:29
SAP2000 Steel Design
Project vertical type billboard 4x8m Job Number 001 Engineer dwi setianto
AISC-ASD89 STEEL SEC TION CHECK
Combo Uni t s
: DL+WI ND : Kgf , m, C
Fr ame X Mi d Y Mi d Z Mi d Lengt h Loc
: : : : : :
60 2. 000 0. 000 1. 667 1. 333 1. 333
Desi gn Sect : Desi gn Type: Fr ame Type : Sect Cl ass : Maj or Axi s : RLLF :
Ar ea I Maj or I Mi nor I xy
: : : :
1. 560E- 04 0. 000 0. 000 0. 000
SMaj or SMi nor ZMaj or ZMi nor
: : : :
HOLLW/ 4/ 4 Col umn Moment Resi st i ng Fr ame Non- Compact 0. 000 degr ees count ercl ockwi se f r oml ocal 3 1. 000
1. 979E- 06 1. 979E- 06 2. 282E- 06 2. 282E- 06
r Maj or r Mi nor E Fy
: : : :
0. 016 0. 016 20389019158 25310506. 541
AVMaj or: 8. 000E- 05 AVMi nor: 8. 000E- 05
STRESS CHECK FORCES & MOMENTS
Locat i on 1. 333
P 234. 730
M33 0. 000
M22 0. 740
V2 0. 000
V3 - 0. 799
T 0. 000
P Rati o 0. 099
MMaj or Rati o 0. 000
MMi nor Rati o 0. 025
Rat i o Li mi t 0. 950
Stat us Check OK
Cm K Factor Fact or 1. 000 1. 183 1. 000 1. 093
L Fact or 1. 000 1. 000
St atus Check OK OK
T Tor si on 0. 000 0. 000
PMM DEMAND/CAPACITY RATIO
Gover ni ng Equati on ( H2- 1)
Total Rati o 0. 124
=
+
+
AXIAL FORCE DESIGN
Axi al
P fa Fa Ft For ce St r ess Al l owabl e Al l owabl e 234. 730 1504679. 467 9212952. 066 15186303. 92
MOMENT DESIGN
Maj or Moment Mi nor Moment
M fb Fb Fe Moment Str ess Al l owabl e Al l owabl e 0. 000 0. 000 15186303. 92 10712090. 84 0. 740 373931. 344 15186303. 92 12540796. 87
Cb Factor 1. 000
SHEAR DESIGN
Maj or Shear Mi nor Shear
SAP2000 v10.0.1 - File:
V For ce 0. 000 0. 799
fv Fv St r ess Al l owabl e 0. 000 10124202. 62 9985. 002 10124202. 62
25
St r ess Rati o 0. 000 0. 001
July 5, 2008 14:30
SAP2000 Steel Design
Project vertical type billboard 4x8m Job Number 001 Engineer dwi setianto
AISC-ASD89 STEEL SEC TION CHECK
Combo Uni t s
: DL+WI ND : Kgf , m, C
Fr ame X Mi d Y Mi d Z Mi d Lengt h Loc
: : : : : :
221 2. 500 0. 000 4. 333 1. 667 1. 667
Desi gn Sect : Desi gn Type: Fr ame Type : Sect Cl ass : Maj or Axi s : RLLF :
Ar ea I Maj or I Mi nor I xy
: : : :
1. 560E- 04 0. 000 0. 000 0. 000
SMaj or SMi nor ZMaj or ZMi nor
: : : :
HOLLW/ 4/ 4 Br ace Moment Resi st i ng Fr ame Non- Compact 0. 000 degr ees count ercl ockwi se f r oml ocal 3 1. 000
1. 979E- 06 1. 979E- 06 2. 282E- 06 2. 282E- 06
r Maj or r Mi nor E Fy
: : : :
0. 016 0. 016 20389019158 25310506. 541
AVMaj or: 8. 000E- 05 AVMi nor: 8. 000E- 05
STRESS CHECK FORCES & MOMENTS
Locat i on 1. 667
P 298. 766
M33 - 0. 353
M22 - 0. 203
V2 0. 754
V3 0. 091
T - 0. 074
P Rati o 0. 126
MMaj or Rati o 0. 012
MMi nor Rati o 0. 007
Rat i o Li mi t 0. 950
Stat us Check OK
Cm K Factor Fact or 1. 000 1. 000 1. 000 1. 000
L Fact or 1. 000 1. 000
St atus Check OK OK
T Tor si on 0. 000 0. 000
PMM DEMAND/CAPACITY RATIO
Gover ni ng Equati on ( H2- 1)
Total Rati o 0. 145
=
+
+
AXIAL FORCE DESIGN
Axi al
P fa Fa Ft For ce St r ess Al l owabl e Al l owabl e 298. 766 1915166. 022 8705055. 640 15186303. 92
MOMENT DESIGN
Maj or Moment Mi nor Moment
M fb Fb Fe Moment Str ess Al l owabl e Al l owabl e - 0. 353 178370. 000 15186303. 92 9588027. 912 - 0. 203 102353. 999 15186303. 92 9588027. 912
Cb Factor 1. 434
SHEAR DESIGN
Maj or Shear Mi nor Shear
SAP2000 v10.0.1 - File:
V For ce 0. 754 0. 091
fv Fv St r ess Al l owabl e 9419. 552 10124202. 62 1142. 436 10124202. 62
26
St r ess Rati o 0. 001 0. 000
July 5, 2008 14:31
SAP2000 Steel Design
Project vertical type billboard 4x8m Job Number 001 Engineer dwi setianto
AISC-ASD89 STEEL SEC TION CHECK
Combo Uni t s
: DL+WI ND : Kgf , m, C
Fr ame X Mi d Y Mi d Z Mi d Lengt h Loc
: : : : : :
427 3. 000 0. 250 1. 667 1. 424 1. 424
Desi gn Sect : Desi gn Type: Fr ame Type : Sect Cl ass : Maj or Axi s : RLLF :
Ar ea I Maj or I Mi nor I xy
: : : :
1. 560E- 04 0. 000 0. 000 0. 000
SMaj or SMi nor ZMaj or ZMi nor
: : : :
HOLLW/ 4/ 4 Br ace Moment Resi st i ng Fr ame Non- Compact 0. 000 degr ees count ercl ockwi se f r oml ocal 3 1. 000
1. 979E- 06 1. 979E- 06 2. 282E- 06 2. 282E- 06
r Maj or r Mi nor E Fy
: : : :
0. 016 0. 016 20389019158 25310506. 541
AVMaj or: 8. 000E- 05 AVMi nor: 8. 000E- 05
STRESS CHECK FORCES & MOMENTS
Locat i on 1. 424
P 172. 651
M33 0. 373
M22 - 0. 328
V2 - 0. 200
V3 0. 423
T 0. 092
P Rati o 0. 073
MMaj or Rati o 0. 012
MMi nor Rati o 0. 011
Rat i o Li mi t 0. 950
Stat us Check OK
Cm K Factor Fact or 1. 000 1. 000 1. 000 1. 000
L Fact or 1. 000 1. 000
St atus Check OK OK
T Tor si on 0. 000 0. 000
PMM DEMAND/CAPACITY RATIO
Gover ni ng Equati on ( H2- 1)
Total Rati o 0. 096
=
+
+
AXIAL FORCE DESIGN
Axi al
P fa Fa Ft For ce St r ess Al l owabl e Al l owabl e 172. 651 1106739. 499 10036392. 43 15186303. 92
MOMENT DESIGN
Maj or Moment Mi nor Moment
M fb Fb Fe Moment Str ess Al l owabl e Al l owabl e 0. 373 188498. 356 15186303. 92 13134440. 27 - 0. 328 166004. 642 15186303. 92 13134440. 27
Cb Factor 2. 300
SHEAR DESIGN
Maj or Shear Mi nor Shear
SAP2000 v10.0.1 - File:
V For ce 0. 200 0. 423
fv Fv St r ess Al l owabl e 2496. 540 10124202. 62 5283. 319 10124202. 62
27
St r ess Rati o 0. 000 0. 001
July 5, 2008 14:33
SAP2000 Steel Design
Project vertical type billboard 4x8m Job Number 001 Engineer dwi setianto
AISC-ASD89 STEEL SEC TION CHECK
Combo Uni t s
: DL+WI ND : Kgf , m, C
Fr ame X Mi d Y Mi d Z Mi d Lengt h Loc
: : : : : :
301 3. 000 0. 250 1. 000 0. 500 0. 500
Desi gn Sect : Desi gn Type: Fr ame Type : Sect Cl ass : Maj or Axi s : RLLF :
Ar ea I Maj or I Mi nor I xy
: : : :
1. 560E- 04 0. 000 0. 000 0. 000
SMaj or SMi nor ZMaj or ZMi nor
: : : :
HOLLW/ 4/ 4 Beam Moment Resi st i ng Fr ame Non- Compact 0. 000 degr ees count ercl ockwi se f r oml ocal 3 1. 000
1. 979E- 06 1. 979E- 06 2. 282E- 06 2. 282E- 06
r Maj or r Mi nor E Fy
: : : :
0. 016 0. 016 20389019158 25310506. 541
AVMaj or: 8. 000E- 05 AVMi nor: 8. 000E- 05
STRESS CHECK FORCES & MOMENTS
Locat i on 0. 500
P - 61. 436
M33 1. 404
M22 - 0. 057
V2 - 5. 130
V3 0. 007
T - 0. 007
P Rati o 0. 028
MMaj or Rati o 0. 047
MMi nor Rati o 0. 002
Rat i o Li mi t 0. 950
Stat us Check OK
Cm K Factor Fact or 0. 850 1. 000 0. 975 1. 000
L Fact or 1. 000 1. 000
St atus Check OK OK
T Tor si on 0. 000 0. 000
PMM DEMAND/CAPACITY RATIO
Gover ni ng Equati on ( H1- 3)
Total Rati o 0. 077
=
+
+
AXIAL FORCE DESIGN
Axi al
P For ce - 61. 436
fa Fa Ft St r ess Al l owabl e Al l owabl e 393817. 384 13950387. 20 15186303. 92
MOMENT DESIGN
Maj or Moment Mi nor Moment
M fb Fb Fe Moment Str ess Al l owabl e Al l owabl e 1. 404 709700. 797 15186303. 92 106530234. 4 - 0. 057 28762. 459 15186303. 92 106530234. 4
Cb Factor 2. 300
SHEAR DESIGN
Maj or Shear Mi nor Shear
SAP2000 v10.0.1 - File:
V For ce 5. 130 0. 007
fv Fv St r ess Al l owabl e 64130. 598 10124202. 62 89. 279 10124202. 62
28
St r ess Rati o 0. 006 8. 818E- 06
July 5, 2008 14:34
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
F. FOUNDATION ANALYSIS - PERPENDICULAR TO BOARD CASE 1. LOADING : DEAD + LIVE Py
Mu
F3 = F2 = M1 = B=
Px 0.05
1.90
0.05
1
a
3.16 ton 0.00 ton 0.52 ton.m 2.00 m
0.00
b
2
0.50 2.00
Pa 3
0.67
1.50 A
2.00
Berat Sendiri Pondasi No.
A (m2)
X (m)
Y (m)
AX
AY
V (m3)
W (ton)
1 2 3
0.00 0.95 3.00
1.00 1.00 1.00
2.00 1.75 0.75
0.00 0.95 3.00
0.00 1.66 2.25
0.00 1.81 6.00
0.00 4.51 15.00
3.95
3.91
7.81
19.51
3.95 Xo = Yo =
1.00 0.99
m m
W= MA-sw =
19.51 19.51
ton ton.m
Berat Tanah No.
A (m2)
X (m)
Y (m)
AX
AY
V (m3)
W (ton)
a b
0.03 0.03
0.03 1.98
1.96 1.75
0.00 0.05
0.05 0.04
0.05 0.05
0.09 0.09
0.05
0.09
0.10
0.17
0.05 Xo = Yo =
1.00 1.85
m m
W= MA-s =
Media Indra Buana
0.17 0.17
ton ton.m
7/5/2008 29
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
Properti Tanah Pada kedalaman Df =
2.00
φ=
30.00
γ= Cu = Ca =
1.80 0.25 0.00
m
qc =
0.5
kg/cm2
o
ton/m3 ton/m2 ton/m2
Nc 17
(Antara dasar pondasi dengan tanah)
Nq 9
Ny 7
Daya Dukung Tanah (Pondasi Persegi) q-ult = Cu.Nc.[1+0.3.(B/L)] + Df.Nq. q-ult = 48.005 ton/m2 q-allw = q-allw = =
+ 0.4. .B.N
q-ult / 3 16.0017 ton/m2 1.6002 kg/cm2
Kontrol Stabilitas Pondasi Luas Alas A = 4 m2 Wx = 1.3333333 m3 B/6 = 0.3333333 m e = M/V = 0.0654
m
0.3333
<
(OK !)
Stabilitas Terhadap Guling : φ=
25.00
o
Ka =
2
Pa = 0.5.γ.H .Ka Pa = 1.461 ton/m ΣH = ΣM =
0.4059 Capacity Moment on A : Mc = 22.84662 ton.m Overturning Moment on A : Mt = 1.4940604 ton.m SF = 15.292 > 1.5
2.922 ton 1.494 ton.m
(OK)
Stabilitas Terhadap Geser 22.85 ton ΣV = Tahanan Geser : Hu = Ca.A + ΣV.tan φ Hu = 10.654 ton Gaya Geser : Hx = ΣPx Hx = 2.922 ton
SF =
Media Indra Buana
3.646
> 1.5
(OK)
7/5/2008 30
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
Reaksi Tanah Dasar Pondasi B1 = q-max = q-min =
3 x (B/2 - e) = 0.6832 kg/cm2 0.4591 kg/cm2
2.803814 m > B < 1.6002 < 1.6002
Trapezoid OK ! OK !
0.4591 kg/cm2 0.6832 kg/cm2 Kesimpulan : Dapat digunakan Pondasi Langsung
Media Indra Buana
7/5/2008 31
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
2. LOADING : DEAD + WIND
Py Mu
F3 = F2 = M1 = B=
Px 0.05
1.90
0.05
1
a
2.76 ton 1.23 ton 5.71 ton.m 2.00 m
0.00
b
2
0.50 2.00
Pa 3
0.67
1.50 A
2.00
Berat Sendiri Pondasi No.
A (m2)
X (m)
Y (m)
AX
AY
V (m3)
W (ton)
1 2 3
0.00 0.95 3.00
1.00 1.00 1.00
2.00 1.75 0.75
0.00 0.95 3.00
0.00 1.66 2.25
0.00 1.81 6.00
0.00 4.51 15.00
3.95
3.91
7.81
19.51
3.95 Xo = Yo =
1.00 0.99
m m
W= MA-sw =
19.51 19.51
ton ton.m
Berat Tanah No.
A (m2)
X (m)
Y (m)
AX
AY
V (m3)
W (ton)
a b
0.03 0.03
0.03 1.98
1.96 1.75
0.00 0.05
0.05 0.04
0.05 0.05
0.09 0.09
0.05
0.09
0.10
0.17
0.05 Xo = Yo =
1.00 1.85
m m
W= MA-s =
Media Indra Buana
0.17 0.17
ton ton.m
7/5/2008 32
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
Properti Tanah Pada kedalaman Df =
2.00
φ=
30.00
γ= Cu = Ca =
1.80 0.25 0.00
m
qc =
0.5
kg/cm2
o
ton/m3 ton/m2 ton/m2
Nc 17
(Antara dasar pondasi dengan tanah)
Nq 9
Ny 7
Daya Dukung Tanah (Pondasi Persegi) q-ult = Cu.Nc.[1+0.3.(B/L)] + Df.Nq. q-ult = 48.005 ton/m2 q-allw = q-allw = =
+ 0.4. .B.N
q-ult / 3 16.0017 ton/m2 1.6002 kg/cm2
Kontrol Stabilitas Pondasi Luas Alas A = 4 m2 Wx = 1.3333333 m3 B/6 = 0.3333333 m e = M/V = 0.4067
m
0.3333
<
(OK !)
Stabilitas Terhadap Guling : φ=
25.00
o
Ka =
2
Pa = 0.5.γ.H .Ka Pa = 1.461 ton/m ΣH = ΣM =
0.4059 Capacity Moment on A : Mc = 22.44662 ton.m Overturning Moment on A : Mt = 9.1290604 ton.m SF = 2.459 > 1.5
4.147 ton 9.129 ton.m
(OK)
Stabilitas Terhadap Geser 22.45 ton ΣV = Tahanan Geser : Hu = Ca.A + ΣV.tan φ Hu = 10.467 ton Gaya Geser : Hx = ΣPx Hx = 4.147 ton
SF =
Media Indra Buana
2.524
> 1.5
(OK)
7/5/2008 33
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
Reaksi Tanah Dasar Pondasi B1 = q-max = q-min =
3 x (B/2 - e) = 1.2611 kg/cm2 -0.1235 kg/cm2
1.779897 m < B < 1.6002 < 1.6002
Triangle OK ! OK !
-0.1235 kg/cm2 1.2611 kg/cm2 Kesimpulan : Dapat digunakan Pondasi Langsung
Media Indra Buana
7/5/2008 34
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
3. LOADING : DEAD + EARTHQUAKE Py
Mu
F3 = F2 = M1 = B=
Px 0.05
1.90
0.05
1
a
2.76 ton 0.15 ton 0.28 ton.m 2.00 m
0.00
b
2
0.50 2.00
Pa 3
0.67
1.50 A
2.00
Berat Sendiri Pondasi No.
A (m2)
X (m)
Y (m)
AX
AY
V (m3)
W (ton)
1 2 3
0.00 0.95 3.00
1.00 1.00 1.00
2.00 1.75 0.75
0.00 0.95 3.00
0.00 1.66 2.25
0.00 1.81 6.00
0.00 4.51 15.00
3.95
3.91
7.81
19.51
3.95 Xo = Yo =
1.00 0.99
m m
W= MA-sw =
19.51 19.51
ton ton.m
Berat Tanah No.
A (m2)
X (m)
Y (m)
AX
AY
V (m3)
W (ton)
a b
0.03 0.03
0.03 1.98
1.96 1.75
0.00 0.05
0.05 0.04
0.05 0.05
0.09 0.09
0.05
0.09
0.10
0.17
0.05 Xo = Yo =
1.00 1.85
m m
W= MA-s =
Media Indra Buana
0.17 0.17
ton ton.m
7/5/2008 35
billboard vertical type 4x8m
Frame Structure Analysis and Design
Pile Foundation
Properti Tanah Pada kedalaman Df =
2.00
φ=
30.00
γ= Cu = Ca =
1.80 0.25 0.00
m
qc =
0.5
kg/cm2
o
ton/m3 ton/m2 ton/m2
Nc 17
(Antara dasar pondasi dengan tanah)
Nq 9
Ny 7
Daya Dukung Tanah (Pondasi Persegi) q-ult = Cu.Nc.[1+0.3.(B/L)] + Df.Nq. q-ult = 48.005 ton/m2 q-allw = q-allw = =
+ 0.4. .B.N
q-ult / 3 16.0017 ton/m2 1.6002 kg/cm2
Kontrol Stabilitas Pondasi Luas Alas A = 4 m2 Wx = 1.3333333 m3 B/6 = 0.3333333 m e = M/V = 0.0695
m
0.3333
<
(OK !)
Stabilitas Terhadap Guling : φ=
25.00
o
Ka =
2
Pa = 0.5.γ.H .Ka Pa = 1.461 ton/m ΣH = ΣM =
0.4059 Capacity Moment on A : Mc = 22.44662 ton.m Overturning Moment on A : Mt = 1.5591704 ton.m SF = 14.397 > 1.5
3.077 ton 1.559 ton.m
(OK)
Stabilitas Terhadap Geser 22.45 ton ΣV = Tahanan Geser : Hu = Ca.A + ΣV.tan φ Hu = 10.467 ton Gaya Geser : Hx = ΣPx Hx = 3.077 ton
SF =
Media Indra Buana
3.402
> 1.5
(OK)
7/5/2008 36
