1

1.1

1.

1.1 - - (Alignment Parties) - BM Profile (BM & Profile Parties)- (Cross Section Parties)- (Photographic Parties)

- () - - 1:50,000 - .1 .8-

1.1.1 - - 1.1.2 1.1.3 3

1.1.1 : Theodolite, , ,, Staff, Poll, , , : Field Book,, BM.,,,, - Theodolite : Double Center Method- : Two Peg Test

- : , ,,,Staff ,Poll,,, - : Field Book, , BM.,,,, 4

Double Center Method = 000000 (LB)12 = 1800000 (RB) = 1123230 (LF) = 2923235 (RF)A1. A 1 (LB) = 0000002. 2 (LF) = 1123230 3. 1 (RB) = 18000004. 2 (RF) = 2923235 5. , = LF LB ( + 360 ) = RF RB ( + 360 ) = ( - ) / 2 1 2'"'"'"1000000112323011232302180000029232351123235000005: 2 5 3 10 = 00 00' 02.5"

5

Two Peg TestS1 = 1.251S1

S2 =1.153S2

Collimation Error (e) h12. (L/2)3. true height difference1. 2 A B (L) 30-60 .

L ABA4. A L/10 = 3-6 .

B6. Collimation Error (e) = [(S1- S2) - (S3- S4)] / L (./.)h25. height differenceS4 = 1.484S4S3 = 1.580S3

(e) 1 . 20 .

6

Two Peg Test () 1. A B 50 2. A B 2.1 A B A (S1) = 1.251 . B (S2) = 1.153 . 2.2 A AB A = 5 A (S3) = 1.580 . B (S4) = 1.484 .3. 50.00 (e) = (S1-S2) - (S3-S4) = (1.251 -1.153) (1.580-1.484) = 0.002 . 50.00 ( < 1 . 20 ) OK.

7

S1- (L) 30-60 . height difference (h) = S1 S2 Two Peg Test

L ABh = 0.098A

AB- A L/10 = 3-6 . S3 A S4 = S3 - h B (S4) S4 S4 1) 4) S4 S4 : S1 = 1.251S2 =1.153S3 = 1.580S4 = 1.482

8

Two Peg Test ()

1) 10 2) 51 3) 52 () 4) 51 : 53 NI 020 A1233

4

9

(PI) Theodolite PI Sta. 1.1.2 (Alignment Parties)

10

(BM) BM (BM) (BM) (Profile) Sta. 1.1.2 BM Profile (BM & Profile Parties)11

1.1.2 (Staff) ( BM Profile ) (Cross Section) Sta. , . , . , , , .

(Cross Section Parties) (Photographic Parties)1.1.3 13

1 : 50,000

.1-.8

1.2

1.2.1

19

1.2.2 Alignment ( Opened Traverse) 3Angular Error 30 N (N=) Bench Mark and Profile Leveling 3 12 mm.K (K= .) Cross - Section 3 100 mm.K(K= .) Topographic (Horizontal Detail) 4 20

1.2.3 Super Elevation Sight Distance Design Speed ( ) Intersection (Sharp Curve) Sharp Curve Three Centered Curve

21

1.2.3 PI Intersection () - Intersection = 5 L = 150 - Intersection = 4 L = 180 - Intersection = 3 L = 220 - Intersection = 2 L = 250 - Intersection = 1 (PT) (PC) 100 22

1.2.3 1 150 150 Intersection 150 Intersection 59 Compound Curve 300 2 3 150 23

1.2.3 Reverse Curve PRC PT PC 90 Super Elevation Tangent = 0.6 V . V = km/h Broken Back Curve Sight Distance 100 Simple Curve Compound Curve = 0.75 V 24

1.2.3 Spiral Curve Secondary Highway Super Elevation Compound Curve Intersection

25

1.2.3 (Soft Soil) Skew Skew Skew 30 20

26

1.2.3 2 Horizontal Curve Vertical Curve

27

1.2.3 20 3% Super Elevation , Degree of Curve 6 Third Order

28

1.2.4 (Horizontal Curve) (Compound Curve) (Broken Back Curve) (Reverse Curve) (Spiral Curve) (Circular Curve)29

(Circular Curve)

30

(Compound Curve)

3 2 31

(Broken Back Curve)

32

(Reverse Curve)

33

(Spiral Curve)

34

DRP.1RP.2RP.3CL13CL2Sta.. 0+000 Az= 00-00-001= 00-00-002CLRP.1RP.2RP.3DRP.1RP.2RP.3= 00-00-00335

( Circular Curve ) SIMPLE CURVE STA. PC = STA. PI - TSTA. PT = STA. PC + LPIETTMPCPTL

LCRRO

36 SIMPLE CURVE D , T , EDTEPI.sta, , DPI.sta, , TPI.sta, , E1 R = 5729.578 / D R = T / (tan / 2) T = E / ( tan / 4 )2 T = R x tan / 2 D = 5729.578 / R R = T / ( tan / 2 )3 L = 100 x / D D D = 5729.578 / R4 E = T x tan / 4 E = T x tan / 4 D 5- -6STA. PC = STA. PI - T7STA. PT = STA. PC + L8 PI = (STA. STA. PI) + (2xT - L)9STA. = STA. PC + L / 2 D

PI = (STA. STA. PI) + (2 x T - L) SIMPLE CURVE D , T , EPCPIPTTTPCPTLXX = = 2 x T - L 38

1.2.5 (Super Elevation)

V = (./.)e = (./.)f = . R = (.)

=

( e = f ) emax 0.10e =39

4%6%8%10%12% AASHTO 40

3 (Center Line) (Inner Edge) (Outer Edge)41

(Center Line)

42

(Inner Edge)

43

(Outer Edge)

44

45

()

46

(Center line) Ts= Super Elevation TransitionLs= Length of SpiralHC= Half CrownFS= Full Super ElevationNC= Normal Crown

FC= Full Crown W= e= Rate of Super ElevationV= ./. S 47

48 American Association of State Highway officials ( 1984 )Wn = 0.3048 * (1 + D / 10 ) : Wn = 0.50 , 0.75 , 1.00 , 1.25 , 1.50 m. Super.

WnL/3L/3Area = 2/3*Wn*LL/3PT.PC.

(Widening in simple curve)Wn = 0.3048 * (1 + D / 10 ) : Wn = 0.50 , 0.75 , 1.00 , 1.25 , 1.50 . SuperPT.PC.WnFULL WIDENINGNC.FS.NC.FS.FULL SUPPERFS > L/3ATT.TOREM.TOTSTS

(Widening in simple curve)

1.3

1.3.1 & 1) - ( & Rodman) 2 - Optical Square 1 1 50 2 Pole 1

2.1) Base line station pole station

2)

2.2) Optical Square Pole Station Station

54 2.3) station

2.4) Base line

2.5) Station Base line

2.6)

2.7) Station

1.3.2 ()

1. 2. & 3. & 4. 5. 6. & 7. 8. 1. 2. 3. 4. 5. 6. 7.

1. ( )2. ( )3. ( )4. ( )5. 6. 7. ( )

1. 2.3.4. Station PC ,PT,POT Station 25 5.

1.3.3 1. Station 2. Station offset 3. Station offset 4. 5. 6. 7. 62

Base line,center line Spur line Station Station Base line center line Spur line Rodman Rodman

1.4 (BM)

1.4.1 BM.1.4.2 1.4.3 BM.1.4.4 1.4.5 1.4.6 1.4.7 BM. 1.4.8 BM.1.4.1 BMBM. (Bench mark) BM. (Mean sea level , msl.) 0.000 . (+) (-)

1.4.2 / 1. (Level) 2. Staff () 3. 1. (Instrument man) 1 2. (Recorder) 1 3. Staff (Rod man) 2 1.4.3 BM 1 Precise leveling Geodetic BM. 1 ( BMP BMS) 1 0.5 0.2 . 2 General Purpose leveling 2 5 2 . . 3 Construction work leveling Contour 30k 1 Principal bench mark (BMP) BMP 5 . 100 . 20 10 . 1.4.4

2 Secondary bench mark (BMS) 1 BMP

3 BM BMP BMS BMT (Temporary bench mark)1.4.4 ()2.000 == 1.200 (HI.)EL.1EL.21.4.5 HI = EL.1+BS. = 12.000EL.2 = HI.-FS. = 10.800BS. FS. MABDATUM = +0.00010.000 (Difference in elevation) 2 A B M Staff A B Staff Staff A BS Back sight FS Fore sight Diff. in elev. AB = BS-FSHI = BM+BS B= HI-FS Elev B = HI-FS

1. Back sight (B.S.) Staff BM 2. Fore sight (F.S.) Staff Staff 3. Height of Instrument (HI.) 4. Bench mark (BM.) BM 5. Intermediate Foresight (IFS.) Staff BS 6. Difference in Elevation BS FS BS FS 7. Temporary BM (TBM.) BM 1.4.6 1.4.7 BM

1. (Foreward And Backward Run) Fore Run (F-Run) Backward Run (B-Run) Staff Single Wire Leveling

2. TP 2 (DOUBLE RODDIBG WITH TWO SETS OF T.P.) 1 Staff 2 TP 4 - BS FS

1.4.7 BM ()3. 2 Staff 2 (DOUBLE INSTRUMENT) 2 - 2 1 3 2 BM 1. 500 2. Spike* Spike Staff 3. 20 4. BM Spike 20 x20 x 50 Guard stake** * Spike ** Guard stake BM 5. 6. (BMP, BMS) Contour 7. BM. 8. BM. BM. 9. BM. . / . .2-.3 3 BM. 2/3 1.4.8 BM BM TBM BM TBM Differential leveling BM TBM 3 2 (3rd Order Class 2)

Allowable error = 12K K = Distance of BM in km 1. Alignment (Opened traverse) 3 Alignment 1) Angular error 10 15"N (N = )2) Error of closure 1: 10000/1:5000 () 2. Bench & Profile leveling 3 Bench & Profile leveling 8 - 12 D ( D = Bench mark ) 3. Cross section 3 Cross section 20 D (D = ) Cross section Route surveying

1.5 Profile

1.5.1 Profile Leveling 1.5.2 1.5.3 1.5.4 1.5.5 1.5.6 1.5.7 (Reciprocal Leveling)

1.5.1 PROFILE LEVELLINGProfile Leveling (Existing ground ) Natural ground level = (NGL) (Base line) Base line (Center line) Base line Center line Spur line * POT HUB** 25 NGL * Spur Line Base Line ; * * Pot Hub 1.5.2 / 1. (Level) 6. Spike 2. Staff () 3 , 4 7. 3. 25 30 8. 4. 9. 5. Spike 10. Electronic field book

1. (Instrument man)1 2. (Recorder)1 3. Staff (Rod man)2 1.5.3

1. Station 25 2. PC. PT. POT.3. 4. 5. 6. Station Spur line 7. Spur line8. * Spur Line Base Line1.5.4 1.2.3.4. (HWL.) * HWL High Water Level 1.5.5

1. 2. 3. Rodman

Profile Leveling Paty

ELEV. =HI IFS HI =ELEV. BM + BS

BS - FS = LAST ELEVATION FIRST ELEVATION 3.483 3.578 = 100.405 100.500 - 0.095 = 0.0950.K.1.5.6 1. Profile Elevation 20km mm.2. Chainman 3. IFS 1 4. FS BS BM 5. Profile 2 6. 7. Instrument man TP.1TP.1BM.2BM.2TP.2TP.21+0.000TP.21+0.0501+0.0751+0.1001+0.1251+0.1501+0.1751+0.0251.4111.8712.1671.612100.51.6121.411.361.932.1671.8711.652.342.291.131.4111.59HIProfileHI1.5.7 (Reciprocal Leveling) Differential Leveling BS FS

BS FS (Reciprocal Leveling) 1.5.7 (Reciprocal Leveling) () 1. TP1 2. TP1 x1 3. TP2 y1 4. TP2 5. TP2 2 y2 6. TP1 X2 7. A B (h) = 0.5 [y1 x1) + (y2 x2)]1.5.7 (Reciprocal Leveling) ()TP1ABTP2TP1TP2x1y1y2x2hx1y1y2x2

1.6 Cross Section

1.6.1 Cross Section X Section1.6.2 1.6.3 1.6.4 Cross Section 1.6.5 CROSS SECTION 1.6.6 Cross Section 1.6.7 1.6.8 / 1.6.1 Cross section or X section Cross section (Existing ground) (Base line) Cross section Station (NGL) 1.6.2 1. (Level) 5. 2. (Theodolite) 6. 3. Staff () 3 , 4 4. 25 -30

( Cross Section Party)1. (Instrument man) 1 2. (Recorder 1 3. Staff (Rod man) 2 1.6.3 CROSS SECTION * Base Line ** ROW Right of Way Base line (Slope) Base line * Base line 5, 10, 20 ROW. * Base line Station 10 Station 10 ()5. Cross Sectn Base line Staff () Inlet Outlet ROW.6. Cross Sectn Base line ROW.7. Cross Sectn Base line (Slope) 8. Cross Sectn Spur line* Base line Cross Sectn Spur line 10 SP.L * Spur Line Base Line1.6.4 Cross Section 1. BS. BM. HUB.* TBM. IFS. Staff Cross line Spur line Chainman Base line Staff Sketch Optical square Theodolite * HUB 1. Station 25 (STA. Profile)2. 3. 4. 5. Station Spur line Alignment party 6. Spur line

1.6.5 CROSS SECTION Cross section ROW. Spur line ROW. Center line 15 20 Spur line 10 CL1.6.6 Cross Section Field Book Recorder Staff Sketch Cross section 1 BS Center station Profile Elev. = HL IFS Elev. = HL FS BS - BS = Last Elev. First Elev 2 BM BM 1 CROSS SECTIONFROM STA ..TO STA..ROUTE NO.4PROJECTPC........................DATEINST....INST.NO. ..ROD..WEATTHER.RODCHINMAN.CHINMAN.LTCRTRTSTA 0 + 025BS = 1.546HI =51.689 Elev. =50.140Dist 151050 / 049 20Rod 1.732.571.811.5461.211.69 1.33Elev. 49.9649.1249.8850.14050.4849.99 50.36STA 0 + 050BS = 1.912HI =53.132 Elev. =51.220Dist 15740 / 037 15Rod 1..563.142.611.9121.441.61 3.02Elev. 51.5749.9950.5251.22051.6951.52 50.11 Cross Section Party (1) STA 0 + 025 STA 0 + 50 Cross section

2 BM BM 1 CROSS SECTIONFROM STA ..TO STA.. ROUTE NO.PROJECTPC...............................DATEINST....INST.NO. .. RODWEATTHER. ROD....CHINMAN.CHINMAN.LTBLRT BS HIFSELBM1 1.569 122.035120.466

Cross Section Party (2)STA 0 + 100Dist(CD)201050 / 05 1015 20Rod 1.032.771.741.251.583.121.66 0.91Elev.121.0119.29120.29120.78120.47118.91120.37 121.12

STA 0 + 125BS = 1.912 HI =53.132 Elev. 51.220Dist 201050/0 Rod 3.090.611.911.30 Elev. 118.94121.42120.12120.74BSHIFSELEV. TPI1.319121.7501.604120.431STA 0+125Dist 0 / 03720Rod -1.932.673.44Elev.-119.82119.08118.31ER=Edge of roadCR=Center of roadCD=Center of ditchCS=Center of streambed B=Bank of stream1.6.7 . 2-5 . 10.00 Profile Cross Section (2) Staff Staff 3 , 6 , 9 12 Staff Sketch Sta. . () 2 1. Cross Section 2. X Section Staff Sketch Staff 1.6.8

1. 2. 1 . 3443 (.26+700) .10/./25519.585.40650+70010+2852551

1. Sheet1STABSHIIFSFSELEVA TIREMAEKBM 21.612102.112100.5INST1 + 0001.36100.75251.41100.7ROD.501.93100.18ROD.TP 11.871101.8162.16799.945TAPE.751.65100.171002.3499.481252.2999.531501.59100.231751.13100.69TP 21.411100.405Sum 3.483Sum 13.7Sum 3.578Sum 100.5Sum 3.578