No Slide Title
STAAD Software APPLICATIONData InputandStructural Modelling
BRIDGES DIVISION
DPWH-BODBRIDGES DIVISION
DPWH-BODBRIDGE ELEVATION( Continuous for Live Load )3 @ 30.0m
Type IV-A PSC I-girderSTICK
MODEL12121098653134711181920211415161726272829222324253031121210986534711161718131415222324192021252627282930BRIDGES
DIVISION
DPWH-BOD(0,0,0)(30,0,0)(60,0,0)(90,0,0)(30,2.5,-1)(60,-2.5,-1)(60,-2.5,-7.85)STAAD
SPACE * SEMINAR BRIDGE * DPWH C.O.UNIT METER kNJOINT COORDINATES1 0
0 0; 2 7.5 0 0; 3 15 0 0; 4 22.5 0 0;5 30 0 0; 6 37.5 0 0; 7 45 0
0; 8 52.5 0 0;9 60 0 0; 10 67.5 0 0; 11 75 0 0; 12 82.5 0 0; 13 90
0 0;BRIDGES DIVISION
DPWH-BOD14 30 -1.85 0; 15 30 -3.85 -2.5; 16 30 -5.85 -2.5; 17 30
-7.85 -2.5; 18 30 -1.85 2.5; 19 30 -3.85 2.5; 20 30 -5.85 2.5; 21
30 -7.85 2.5; 22 60 -1.85 -2.5; 23 60 -3.85 -2.5; 24 60 -5.85 -2.5;
25 60 -7.85 -2.5; 26 60 -1.85 2.5; 27 60 -3.85 2.5; 28 60 -5.85
2.5; 29 60 -7.85 2.5;BRIDGES DIVISION
DPWH-BOD 30 30 -1.85 0; 31 60 -1.85 0; MEMBER INCIDENCES 1 1 2;
2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;
11 11 12; 12 12 13; 13 14 15; 14 15 16; 15 16 17; 16 18 19; 17 19
20; 18 20 21; 19 22 23; 20 23 24; 21 24 25; 22 26 27; 23 27 28; 24
28 29; 25 30 18; 26 14 30; 27 31 26;BRIDGES DIVISION
DPWH-BOD MEMBER PROPERTIES * Superstructure 1 TO 12 PRIS AX 3.8
IX 0.07 IY 26.7 IZ 1.3 * Column 13 TO 24 PRIS YD 1.5 * Coping 25 TO
28 PRIS AX 2.25 IX 500 IY 500 IZ 500BRIDGES DIVISION
DPWH-BOD * Dummy 29 30 PRIS AX 5 IX 500 IY 500 IZ 500 CONSTANTS
* Superstructure E 29158000 MEMBER 1 TO 12 * Column & Coping E
21520000 MEMBER 13 TO 28BRIDGES DIVISION
DPWH-BOD * Dummy E 200000000 MEMBER 29 30 * Superstructure,
Coping & Column DENSITY 24 MEMBER 1 TO 28 * Dummy DENSITY
0.0001 MEMBER 29 30 SUPPORTS 1 13 FIXED BUT FX MZ 17 21 25 29
FIXEDBRIDGES DIVISION
DPWH-BODMEMBER RELEASES 29 30 START MZCUT OFF MODE SHAPE 15 LOAD
1 DEAD LOAD SELFWEIGHT Y -1.0 LOAD 2 EQ. LOAD LONG. DIRECTION
SELFWEIGHT X 1.0 SELFWEIGHT Y 1.0 SELFWEIGHT Z 1.0BRIDGES
DIVISION
DPWH-BODb) Elastic Seismic Response Coefficient for Multimodal
Analysis, Csm
Csm = 1.2AS / Tm2/3
where: A = acceleration coefficient S = site coefficient Tm =
the period of the mth mode of vibration Limitations: Csm < 2.5A
Csm < 2.0A for Type III & IV soils where A > 0.30
Exceptions: For Type III & IV soils with T < 0.30 sec,
Csm = A(0.8 + 4.0Tm)
For structures which Tm > 4.0 sec, Csm = 3AS / Tm4/3BRIDGES
DIVISION
DPWH-BOD
BRIDGES DIVISION
DPWH-BOD
BRIDGES DIVISION
DPWH-BOD* Ground Acceleration A=0.40g* Type II Soil* Normalized
SpectrumSPECTRUM CQC X 1.0 ACC SCALE 3.92 DAMP 0.05 0.01 2.5; 0.42
2.5; 0.46 2.42; 0.50 2.29; 0.70 1.83; 0.78 1.7; 0.86 1.59; 1.02
1.42; 1.50 1.10; 2.00 0.91; 2.50 0.78; 3.00 0.69;BRIDGES
DIVISION
DPWH-BODLOAD 3 EQ. LOAD TRANS. DIRECTION SELFWEIGHT X 1.0
SELFWEIGHT Y 1.0 SELFWEIGHT Z 1.0SPECTRUM CQC Z 1.0 ACC SCALE 3.92
DAMP 0.05 0.01 2.5; 0.42 2.5; 0.46 2.42; 0.50 2.29; 0.70 1.83; 0.78
1.7; 0.86 1.59; 1.02 1.42; 1.50 1.10; 2.00 0.91; 2.50 0.78; 3.00
0.69;BRIDGES DIVISION
DPWH-BOD PERFORM ANALYSISLOAD LIST 1 2 3 * Pier 1 PRINT MEMBER
FORCES LIST 13 TO 18 * Pier 2 PRINT MEMBER FORCES LIST 19 TO 24
PRINT SUPPORT REACTION LIST 17 21 25 29 FINISHBRIDGES DIVISION
DPWH-BODThank YouandGod Bless !!!BRIDGES DIVISION
DPWH-BOD
