Please copy and paste this embed script to where you want to embed

Introduction Route surveys involve measuring and computing horizontal and vertical angles, elevations, and horizontal distances. The results of these surveys are used to prepare detailed plan and profile base maps of proposed roadways. In addition, the elevations determined in the survey serve as the basis for calculation of construction cut and fill quantities, and in determining roadway banking. This section presents a review of basic terminology, concepts, and standard procedures used in highway surveys. The review begins with some basic definitions. Highway curves can be either circular arcs or spirals. A simple curve is a circular are connecting two straight lines (tangents). A compound curve consists of two or more circular arcs of different radii tangent to each other with their centers on the same side of the common tangent. Compound curves where two circular ares having centers on the same side are connected by a short tangent are called broken-back curves. A reverse curve is two circular arcs tangent to each other but with their centers on opposite sides of the common tangent. A curve whose radius decreases uniformly from infinity to that of the curve it meets is called a spiral curve. Spiral curves with the proper superelevation (banking) provide safe and smooth riding qualities. Circular and spiral curves are used for curves in the horizontal plane. Tangents in the vertical plane are joined by parabolic curves (also referred to simply as vertical curves) A route surveying system usually contains four separate but interrelated processes: • Reconnaissance and planning • Works design • Right of way acquisition • Construction of works

DEFINITION OF TERMS SIMPLE CURVE • Most commonly used for highways and railroads construction. • Circular arc, extending from one tangent to the next

PC

PT

• Point of the curvature • The point where the curve leaves the first tangent

• Point of the tangency • The point where the curve leaves the second tangent

PC and PT • Tangent points VERTEX • Point of the intersection of the two tangents TANGENT DISTANCE (T) • Distance from the vertex to the PC and PT EXTERNAL DISTANCE (E) • Distance from the vertex to the curve MIDDLE ORDINATE (M) • The line joining the middle of the curve and the mid-point of the chord joining the PT and PC DEGREE OF CURVE (D) • Generally used for highway practice (when the radius of the curve is usually small) • It is the angle of the center subtended by an arc of 20m (SI) or 100’(English)

A. ARC BASIS

3

1. SI

2. ENGLISH

B. CHORD BASIS • The degree of the curve is the angle subtended by a chord of 20m (SI) or 100’ (English)

ELEMENTS OF A SIMPLE CURVE

4

Tangent distance (T) Tan I/2 = T/R T=R tan I/2

Middle ordinate (M) cosI/2 = R-M/R Rcos I/2 = R-M M = R-Rcos I/2 M = R(1-cos I/2)

External distance (E) cos I/2 = R/R+E (R+E) cosI/2 = R R+E = Rsec I/2 E=RsecI/2-R E= R(secI/2-1) Length of chord (LC) sin I/2 = LC/2 /R LC = 2Rsin I/2

Length of curve (LCu) 5

LCu/I = 20/D LC = 20I/D EXAMPLES: 1. The tangent distance of a 3˚ simple curve is ½ of its radius. Determine: • Angle of intersection (I) • LC • Area of the fillet of the curve Solution: D=3˚, T=1/2R T=RtanI/2 1/2R=RtanI/2 tanI/2=0.5 I/2=tan 0.5 I=53.13˚

LC=20I/D LC=20(53.13)/3˚ LC=354.2m

A=T(R)- R² o/360˚ R=1145.916/D R=381.97 sqm

A=(190.99)(381.97)(381.97) (53.13)/360˚ A=5305.89sqm

2. The point of intersection of tangents on a simple curve is inaccessible falling within a river. • Points B and C on the tangents are connected by measurements on the ground.

Figure:

6

REQUIRED: • Distance CD and the length of curve • Area of the cross-hatched section

Solution:

use sine law I=180˚-45.48˚ I=134.52˚

o=180˚-47.5˚-87.02˚ o=45.48 128.015/sino=T-53.58/sin87.02˚ T=232.88m

7

Sine law: 232.86-CD/sin47.5˚=128.015/sin45.48˚ CD=100.51

LCu=RI, 20I/D T=RtanI/2 232.88=Rtan134.52˚/2 R=97.61m

LC=97.61(134.52˚)(‼/180) LC=229.7m

Area Asec-Atriangle R²o/360˚-1/2(180.05)(37.73) A=384.79sqm

LC=2(97.61)sin134.52˚/2 LC=180.05m cosI/2=x/R x= 37.73m

If station PI=sta1+054 Req’d:

staPC=1+054-232.88 staPC=0+821.21 staPT=staPC+LC staPT=0+821.12+229.17 staPT=1+050.29

1. Two tangents AB and BC intersecting in at an angle of 240˚. A point P is located 21.03 from point B and has a parallel distance of 2.79m from line AB.

8

Figure:

sine law: R/sin 70˚23’=R+E/sinβ

E=R(secI/2) E=R(sec 24˚/2-1) E=R(12˚-1) E=0.022312

sino=2.79/21.03 o=7˚57’ ℓ=90˚-12˚-7˚37’ ℓ=70˚23’

R/sin70˚23’=R+E/sinβ R/sin70˚23’=R+0.022312/sinβ β=74˚21’ 180˚-74˚21’ =105˚39’

o=180˚-β-ℓ o=180˚-105˚39’-70˚23’ 9

o=3˚58’ using sine law: R/sin 70˚23’=21.03/sin 3˚58’ R=286.36m Length of chord connecting A and P sin8˚2’=LC/2/R LC=40.02m Area of the fillet T=RtanI/2 A=TR- R²I/360˚

GIVEN: AB=S65˚30’E BC=S25˚30’E; 170.75m CD=S54˚20’W

required: R=? I=? Station PT if V is at sta 20+140

I=119˚50’ 170.75m=T1+T2 170.75m=RtanI1/2+RtanI2/2 170.75m=Rtan40˚/2+Rtan79˚50’/2 170.75m=R(tan20˚+tan37˚25’) 10

R=142.22m T=RtanI/2 T=142.22tan(119˚50’/2) T=245.57m sta PC=sta V-I sta PC= 20+140-295.57m sta Pc=19+894.44 sta PT=sta PC+LC LC=RI /180˚ LC=142.22(119˚50’) /180˚ sta PT=19+894.44+297.57 sta PT=20+192.06 GIVEN/FIGURE:

11

tan20˚=600m-OI/587.96m OI=386m

IP= (587.96)²+ (214)² IP= 625.69m cosine law: OP²=625.69²+386² OP=2(625.69)(386)cos110˚ OP=840.05m o=? sine law: 386/sino=840.05/sin110˚ o=25.58˚ β=180˚-110˚-25.58˚ β=44.42˚

12

cosine law: 600²=840.05²+(Px)-2(840.05) (Px)cos25.58˚ Px=279.75m LC=(600)(32.81˚)(‼/180˚) LC=343.59m sta x=staA+LC sta x=50+000+343.59m sta x=50+343.59

COMPOUND CURVES • Composed of two or more consecutive simple curve having different radii but whose center lie on the same side of the curve. • Any two consecutive curves must have a common tangent on their meeting PT. PCC • Point of compound curvature the PT on the common tangent the through which the two curves join.

13

EXAMPLES: 1. The long chord from the PC to the PT of a compound curve is 300m long and the angle that it makes the longer and shorter tangents are 12˚ and 15˚ respectively. If the common tangent is parallel to the long chord. Required: • R1 • R2 • Station PT if PC is at sta 10+204.30

14

sine law: 300m/sin166˚30’=LC1/sin7˚30’=LC2/sin6˚ LC1=167.74m LC2=134.33m LC=2RsinI/2 LC1=2R1sinI1/2 167.74m=2(R1)sin6˚/2 R1=802.36m

LCu1=R1I1( ‼/180˚) LCu1=802.36n(6˚)( ‼/180˚) LCu1=168.05m

LC2=2R2sinI2/2 134.33m=2(R2)sin7˚30’/2 R2=514.57m

LCu2=R2I2( ‼/180˚) LCu2=514.57m(7˚30’)( ‼/180˚) LCu2=134.71m

sta PT=staPC+LCu1+LCu2 sta PT=10+204.30+168.05+134.71 sta PT=10+507.06

15

I1=268˚30’-247˚50’ I1=20˚40’ I2=282˚50’-268˚30’ I2=14˚20’ I=35˚ R1=1145.916/D1 R1=1145.916/4˚ R1=286.479m

T1=R1tanI1/2 T1=286.479tan(20˚40’/2) T1=52.23m

T2=76.42m-T1 T2=76.42m-52.43m T2=24.19m

T2=R2tanI2/2 24.19=R2tan(14˚20’/2) R2=192.38m

staPC=staA-T1+LCu1 sta PC=10+010.46-52.23+103.33 sta PC=10+061.56

LCu1=( R1I1)( ‼/180˚) LCu1=(286.479)(20˚40’)( ‼/180˚) LCu1=103.33msta PT=staPCC+LCu2 staPT=10+061.56+48.13 staPT=10+109.69 LCu2=(R2I2)( ‼/180˚) 16

LCu2=(192.38)(14˚20’)( ‼/180˚) LCu2=48.13m

REVERSE CURVES • Composed of two consecutive circular simple curves having a common tangent but lie on the opposite side. PRC • Point of the reverse curvature. • The point along the common tangent to which the curve reversed in its direction. FOUR TYPES OF REVERSE CURVES:

17

18

19

EXAMPLE: The parallel tangent of a reversal curve are 10m apart the long chord from the PC to the PT is equal to 120m determine the following: • Radius of the curve • Length of the common tangent

Solution: sinI/2=10/120 I=9˚33’ sinI=10/2T 2T=60.27m T=30.14m

T=RtanI/2 30.14=Rtan(9˚33’/2) R=360.82m

20

EXAMPLE: Two converging tangent have azimuth of 300˚ and 90˚ respectively common tangent AB has an azimuth of 320˚. The distance from the point of intersection of two converging tangent and that of the vertex of the second curve has a distance of 100m. if the radius of the first curve is 285.4m between. Determine: • R2 • sta PRC and sta PT if station of V1 is 10+040 •

Isolate triangle ABC

By sine law: 100/sin20˚=AB/sin30˚ AB=146.19m

21

AB=T1+T2 146.19=R1tanI1/2+R2tanI2 R2=205.59m station PRC= staV1-T1+LC1 station PT= staPRC+LC2 sta PRC=10+040-50.32+285.40(20)( ‼/180˚) sta PRC= 10+089.30 sta Pt=10+089.30+(205.59)(50)( ‼/180˚) sta PT= 10+268.71 EXAMPLE: Two tangents 20m apart are to be connected by a reversed curve. The radius of the curve passing thru PC is 800m. if the total length of chord from PC to PT is 300m and stationing of PC is 10+620. Determine: • I • R2 • Station of PT

22

sin I/2=20/300 I=7˚38’ 1st way to get the R2: AB=150-56=T1+T2 150-56=R1tanI1/2+R2tanI2/2 R2=1456.89 2nd way: 300=2R1sinI/2+2R2sinI/2 R2=1453.47 3rd way: cosI=800-b/800 b=7.09 a=12.91 cosI=R2-12.91/R2 R2=1456.85 station PT=staPC+LC1+LC2 LC1=R1I( ‼/180˚) LC2=R2I( ‼/180˚) sta PT=10+920.67 Example:

23

Solution:

X²=R²+100²…….eqn1 X²=(R-100)²+400²…….eqn2 R²+100²=R²-200R+100²+400² 200R=400² R=800m tano=100/800 o=7.13˚ tanβ=400/200 β=29.74˚

I=β-o I=29.74˚-7.13˚ I=22.61˚

VERTICAL PARABOLIC CURVES • A curve used to connect two intersecting gradelines • A curve tangent to two intersecting gradelines TYPES OF VERTICAL PARABOLIC CURVES 1. SYMMETRICAL PARABOLIC CURVES A parabolic curve wherein the horizontal length of the curve from the PC to the vertex is equal to the horizontal length from the vertex to the PT.

24

ELEMENTS OF A SYMMETRICAL PARABOLIC CURVE 1. 2. 3. 4. 5.

VERTEX (PI) PC PT BACKWARD TANGENT FORWARD TANGENT 6. g1 and g2 (GRADES) GUIDING PRICIPLES FOR SYMMETRICAL PARABOLIC CURVES 1. A given grade or slope ( in %) is numerically the rate at which an elevation changes in a horizontal distance. eg 5% = g

2. The vertical offset fro the tangent to the curve is proportional to the squares of the distances from the point of tangency. (Squared Property of a Parabola) y1 / x1 = H / (L/2)2 = y2 / (x2)² 1. The curve bisects the distance between the vertex and the midpoint of the long chord. BF / (L/2)² = CD / (L)² 2. If g1 - g2 (+) = “summit”

g1 - g2 (+) = “sag”

3. No of stations to the left equal to the no of stations to the right.

25

4. The slope of the parabola varies uniformly along the curve. r = g2 - g1 / n ; n = 20m stationing LOCATION OF THE HIGHEST OR LOWEST POINT OF THE CURVE 1. FROM PC S1 = g1L / g1 - g2 2. FROM PT S2 = g2L / g2 - g1 UNSYMMETRICAL PARABOLIC CURVES • Consist of a symmetrical parabolic curve from PC to PT. A,B another symmetrical parabolic curve tangent to that point A and PT • Used in provide a smooth and continues curve transition from PC to PT • Point A is the common tangent point

26

EXAMPLE: Given: g2=-8% g1=5% L1=40m L2=60m Required: Height of fill needed to cover the outcrop Elevation at station 6+820 Elevation of the HP

27

Required: • Elevation of the curve of the underpass • If elevation curve is 22.6835m • Stationing of the HP of the curve for question#2

2H/L1=(g1-g2)L2/L1+L2 L1=2HL2/(g1-g2)L2-2H 160=2H(120)/(0.11)L2-2H H=3.77m y/(60)²=H/(120)² y=0.94 elevation of the curve= elevation V-(60)(0.04)-y-h elev curve=30-2.4-0.04-4.42 elev curve=22.24m

28

elev curve=22.6835m L2=? H=4.42m(remains the same) L1=2HL2/(g1-g2)L2-2H 160m=2HL2/(0.11)L2-2H……..eq’n1 Elev 22.6835=elevV-(60)(0.04)-y-4.42 22.6835=30-2.4-y-4.42 y=0.4985 0.4965/(L2-60)²=H/(L2)² H=0.4965(L2)²/(L2-60)² H=3.10m 160=2(3.10)L2/(0.11)L2-2(3.10) L2=100m g1L1/2 ? H (0.07)(60)/2 ? 3.10 5.6 > 3.10 S2=g2L2/2H (from point PT) S2=(0.04)(100)/2(3.10) S2=64.52m station HP=staV+35.48m station HP=12+200+35.48m station HP=12+235.48

29

SPIRAL BASEMENT CURVE (TRANSITION SPIRAL CURVE) • A curve of ranging radius introduced at the outer edges of the roadway or track in order to allow the vehicle or train to pass gradually from the tangent to the circular curve. • A curve provided to smooth the elevation from the super elevation of the tangent to the maximum super elevation at the circular curve.

30

PRINCIPLES OF A SPIRAL CURVE • The super elevation varies directly with the length of the space. e/ec=L/Lc where: e super elevation of the spiral curve at any point ec super elevation at SC L length of the spiral from TS to any point Lc length of the spiral curve • The degree of curve varies directly with the length of the spiral D/Dc=L/Lc where: D degree of the curve of the spiral at any point Dc degree of the spiral at SC • The spiral angle at any point on the spiral curve S=L²/2RcLc • The deflection angle varies directly at the square at the lengths from TS i/ic=(L)²/Lc² where: i deflection angle at any point ic deflection angle at SC • The deflection angle is 1/3 of the spiral angle i=S/3

FORMULAS 31

•

Spiral angle, S where: s spiral angle of any point along the spiral Sc spiral angle at SC

D=1145.916/R D=K/R

Dc=1145.916/Rc let K 1145.916

D/Dc=L/Lc (K/R)/(Kc/Rc)=L/Lc Solving R: R=RcLc/L …….eq1 L=ro dL=Rds……..eq2 dL=RcLc/L ds ∫ ds=∫ LdL/RcLc S=1/(RcLc)∫ LdL S=L²/2RcLc (in radius) At SC: S=Sc : L=Lc Sc=Lc/2Rc

(in radius)

Recall full arc length is equal to 20m 20m=DcRc Rc=20m/Dc 32

Substitution to Sc=Lc/2Rc Sc=LcDc/40 (in degree) • Offset from tangent to spiral curve (x,Xc) where: x offset from tangent to any point along the spiral curve Xc offset at SC or CS

Note: for small angle S sinS almost= S sinS=dx/dL dx=sins dL dx=SdL ∫dx=∫ L²/2RcLc dL x=1/2Rdc∫ L²dL x=L³/6RcLc at SC or CS : X=Xc, L=Lc Xc=Lc²/6Rc

• Distance along the tangent 33

Slope correction formula:

c²=a²+h² c²-a²=h² (c+a)(c-a)=h²

(2c)(c-a)=h² c almost equal to a

For spiral curves: a=dy b=dx c=dL

∫ dy= ∫ dL-∫L dL/8Rc²Lc² y=∫ dL-(1/8Rc²Lc²) ∫ LydL y=L-(L /40Rc²Lc²)

dy=dL-(dx²/2dL) sinS=dx/dL S=dx/dL dy=dL-S²(dL)²/2dL dy=dL-(L²/2RcLc)²dL at SC: y=yc L=Lc yc=Lc-(Lc³/40Rc²)

34

•

Deflection angle, i where: i deflection angle at any point along the spiral curve

sini=X/L i=X/L

X=L³/6RcLc i=L²/6RcLc

S=L²/2RcLc i=S/3 •

Length of throw, P

P=? Ts=? Es=? 180˚=I+2β Β=90˚-Ic/2-Sc

Ts=? sinI/2=Ts-9/Rc+Es 35

180˚=I+(90˚-Ic/2-Sc) 0=I-Ic-2Sc Ic=I-2Sc

Ts=Rc+Es(sinI/2+9)

P=? cosSc=Rc-(Xc-P)/Rc P=Xc-Rc(1-cosSc) or P=Xc/4; P=Lc²/24Rc Es=? cosI/2=Rc+P/Rc+Es Es=(Rc+P)secI/2-Rc

EARTHWORKS • Areas and Volumes of earthworks • Distribution Analysis (HAQL and MASS DIAGRAM) ROUTE SURVEYING DEFINITION Route Surveying is a survey which supplies data necessary to determine the alignment, grades, and earthworks quantities necessary for the location and construction of engineering projects. This includes highways, drainage, canal, pipelines, railways, transmission lines, and other civil engineering projects that do not close upon the point of beginning ROUTE LOCATION STAGES OF HIGHWAY SURVEYS Development of the interstate highway system and more general acceptance of the limited access principle for major highways have resulted in a more and more highway projects being to serve local traffic, surveys for highway projects where new location is being considered start with a general study of the entire area between termini, proceed to more specific studies of possible alternative routes, and finally conclude with a detailed survey of the selected route and staking of the final centerline on the ground.

36

These procedures are generally carried in three stages: • RECONAISSANCE • PRELIMINARY SURVEY • LOCATION SURVEY RECONAISSANCE Includes a general study of the entire area the development of one or more alternative routes or corridors, and the study of each of these corridors in sufficient detail to enable the proper officials to decide which will provide the optimum location.

PRELIMINARY SURVEY Is a survey of selected corridors in sufficient detail to permit staking of the final centerline on the ground in some cases, the preliminary survey may be completed and staked in the field without variation in other instances, Minor adjustments may be required during the location survey. LOCATION SURVEY Consists in staking the final centerline and obtaining all additional information necessary to enable the design engineer to prepare completed plans, specifications, and estimates of earthwork quantities and to prepare deeds and descriptions covering the rights of way to be acquired. EARTHWORKS EARTHWORKS – the construction of large open cuttings or excavations involving both cutting and filling of material other than rock. EXCAVATION – is the process of loosening and removing earth or rock from its original position in a cut and transporting it to a fill or to a waste deposit. EMBANKMENT – the term embankment describes the fill added above the low points along the roadway to raise the level to the bottom of the pavement structure material for embankment commonly comes from roadway cuts or designated borrow areas. SETTING STAKES FOR EARTHWORK

37

The first step in connection with earthwork is staking out or setting slope stakes as it is commonly called. Two important parts of the work of setting slope stakes: I. II.

Setting the Stakes Keeping the Notes

The data for setting the stakes are: A. B. C. D.

The ground with center stakes set at every station. A record of benchmarks and of elevations and rates of grades established. The base and side slopes of the cross section for each class of material. In practice, notes of alignment, a full profile, and various convenient data are commonly given in addition to the above mentioned data.

Side Slopes most commonly employed for cuts and fills. MATERIAL EXCAVATION ORDINARY EARTH COURSE GRAVEL LOOSE ROCK SOLID ROCK SOFT CLAY OR SAND

SIDE SLOPE 1.50 : 1.00 1.00 : 1.00 0.50 : 1.00 0.25 : 1.00 2 or 3 : 1.00

SETTING THE STAKES Setting the stakes work consists of: a) Making upon the back of the center stakes the cut or fill in feet or meters and tenths, as C 2 3 or F 4 7 b) Setting side stakes or slope stakes at each side of centerline at the point where the side slope intersects the surface of the ground and marking upon the inner side of the stake, cut or fill at that point.

Figure

38

Figure

Process of determining the height of cut or fill at the center stake or at any other points between the center space and slope stake.

39

Figure

Let HI = elevation of the line of sight or telescope refereed fro known or assumed datum. Grade ROD = difference in elevations between the line of sight (HI) and the grade elevation Ground ROD = HI – Grad Elevation CUT = Grade ROD – Ground ROD Figure

40

When the instrument is set up above the grade or subgrade: Grade ROD A = (HI)A – Grade Elevation FILL = Ground ROD A – Grade ROD A 1. When the instrument is set up below the grade or subgrade: Grade ROD B = Grade Elevation – (HI)B FILL = Grade ROD B + Ground ROD B SETTING SIDE OF SLOPE (FIELD PROCEDURES) The cross – sectioning is done after the grade lines have been determined in the office. The amounts of cut and fill at the center are computed, the distances and their heights above the base, or below it of the slope stakes are determined as follows: 1. An engineer’s level is set up and rod readings are taken at the center and at trial point. Assume that the third trial point is on the slope, compute the distance fro the center using the following formulas: DL = B / 2 + SHL

S = Horizontal / Vertical

DR = B / 2 + SHR 41

Where: S = Side Slope B = Base pr Width HR = Side Height Right

HL = Side Height Left DR = Distance out right DL = Distance out left

2. Measure the distance from the center to the trial point, if this distance is less than the calculated distance, the rod is to be moved out for another trial point; if greater, the rod is to be moved in, if equal, the point is correctly located. A stake is placed here indicating the right of the slope point above or below the base or sub grade.

ILLUSTRATION: A. If the measured distance is greater than the calculated distance, then the trial point is too far out the center line of the roadway and the direction to the rodman is to move in. Figure

B. If the measured distance is less than the calculated distance, the trial point is too near to the centerline of the roadway and the direction to the rodman is to move out.

42

Figure

C. If the measured distance is exactly equal to the calculated distance, the point is correctly located and the slope stake is at on the ground indicating the height of the slope point above or below the ground.

Figure

ROAD CROSS SECTION

43

A. LEVEL SECTION If the ground level in a direction transverse to the centerline, the only rod reading necessary is that the centerstake, and the distance to the slope stake can be calculated once the center cut or fill has been determined, such a cross-section is called level section.

1. LEVEL SECTION IN CUT Figure

Centerheight = 1.83m Base for Cut = 8.00m SS for Cut = 1:1 DR = DL = B / 2 + SC = 4 + 1 (1.83) = 5.83 2. LEVEL SECTION IN FILL Figure 44

Centerheight = 1.50m Base for Fill = 7.00m SS for Fill = -1.50 : 1.00 DR = DL = B / 2 + SC = 3.50 + 1.50 (1.50) = 5.75 A. THREE LEVEL SECTION When Rod readings are taken at each slope stake in addition to readings taken at the center as will normally be done whre the ground is sloping the cross-section is called Three Level Section.

Figure

45

Base for Cut = 8.00m SS for Cut = 1.00:1.00 DL = B / 2 + SHL = 4.00 + 1(0.63) = 4.63m DR = B / 2 + SHR = 4.00 + 1(4.96) = 8.96m

Figure

Base for Fill = 7.00m SS for Fill = 1.50:1.00 DL = B / 2 + SHL 46

= 3.50 + 1.50(3.12) = 8.18m DR = B / 2 + SHR = 3.50 + 1.50(2.62) = 7.43 B. FIVE LEVEL SECTION When rod reading is taken at the centerside the slope stake and at points on each side of the center of the distance of half the width of the road bed, the cross section is called a FIVE LEVEL SECTION. Figure

Base for Fill = 7.00m SS for Fill = 1.50:1.00 DL = B / 2 + SHL = 3.50 + 1.50(2.42) = 7.13m DR = B / 2 + SHR = 3.50 + 1.50(3.28) = 9.23m SAMPLE PROBLEM (Setting Slope Stakes) In setting slope stakes, the height of cut at the center has been found to be 1.43m, the ground readings at center “M” and trial point A on the slope are 2.33m and 1.46m, respectively, and the measured distance from the center line of the roadway to the trial point is 8.24m. If the base of the roadway is 9m and the side slope is 1.50:1.00, should the trial point be moved in or out? 47

Figure

Solution: Grade Rod – Grade Rod @ M = 2.33+ 1.43 = 3.76 Measured Distance (DM) = 8.24 Calculated Distance (DC) = B / 2 + SHR Where: B / 2 = 4.5m HR = 3.76 – 1.46 = 2.30m 1.50 / 1.00 = SHR / 2.30 SHR = 2.30 (1.50) / 1.00 SHR = 3.45 DC = 4.5 + 3.45 = 7.95 Since DC < DM --- Move In Figure

48

Base for Cut = 8.00m SS for Cut = 1:1 DL = B / 2 + SHL = 4.00 + 1(2.75) = 6.75m DR = B / 2 + SHR = 4.00 + 1(3.60) = 7.60m

Figure

Base for Fill = 7.00m 49

SS for Fill = 1.50:1.00 DL = B / 2 + SHL = 3.5 + 1.50(2.84) = 7.76m DR = B / 2 + SHR = 3.50 + 1.50(2.92) = 7.88m C. IRREGULAR SECTION IN CUT A cross section for which observation is taken to points between center and slope stakes at irregular intervals is called irregular section. Figure

Base for Cut = 8.00m SS for Cut = 1:1 DL = B / 2 + SHL = 4.00 + 1(2.60) = 6.60m DR = B / 2 + SHR = 4.00 + 1(3.47) = 7.47m D. SIDE HILL SECTION

50

Where the cross-section passes through from cut to fill, it is called a SIDE HILL SECTION and an additional observation is made to determine the distance from center to the grade point. That is the point where subgrade will intersect the natural ground surface. A peg is usually driven to grade at this point and its position is indicated by a guard stake marked “Grade”. In this case also crosssection is taken additional plus station.

Base for Cut = 8.00m Base for Fill = 7.00m DL = B / 2 + SHL = 3.50 + 1.50(3.60) = 8.99m DR = B / 2 + SHR = 4.00 + 1(3.67) = 7.47m PROBLEMS: In two ways, find the areas of each of the following cross-section note, given the corresponding bases and side slope if not given they are to be computed A. BASE WIDTH 8.00m SIDE SLOPE 1.50:1.00 ? / 12.84 + 2.84

? / 2.84

B. BASE WIDTH ? 51

SIDE SLOPE ? 5.79 / -1.86 – 1.27

6.03 / -2.02

C. BASE WIDTH ? SIDE SLOPE ? 7.85 / 3.08 4.00 / 3.65 + 3.27 D. BASE WIDTH 8.00m SIDE SLOPE 1.50:1.00 ? / -3.56 6.28 / -2.28 -2.32 E. BASE WIDTH 8.00m (Cut) SIDE SLOPE 1.00:1.00 6.97 / -3.47 -0.61 1.04 / 0.00

4.00 / 2.83

1.00 / -1.11 ? / -2.74

8.05 / 3.24

7.50 / -3.82

5.00 (Fill) 3.66 / -5.94

3.44 / 2.44

52

A. LEVEL SECTION IN CUT FIGURE

B. THREE LEVEL SECTION IN FILL FIGURE

53

C. FIVE LEVEL SECTION IN CUT FIGURE

D. IRREGULAR SECTION IN FILL FIGURE

54

E. SIDE HILL SECTION FIGURE

METHODS OF DETERMINING VOLUMES O EARTHEWORKS FIGURE

55

A. By Average End Areas V = L / 2 (A1 + A2) Where: V = Volume of Section of Earthworks between Sta 1 and 2, m³ A1 , A2 = Cross – sectional area of end stations, m² L = Perpendicular Distance between the end station, m NOTES: 1. The above volume formula is exact only when A1 = A2 but is approximate

A1 A2. 2. Considering the facts that cross-sections are usually a considerable distance apart and that minor inequalities in the surface of the earth between sections are not considered, the method of end areas is sufficiently precise for ordinary earthwork. 3. By where heavy cuts or fills occur on sharp curves. The computed volume of earthwork ay be corrected for curvature out of ordinarily the corrected is not large enough to be considered. A. By Prismoidal Formula V = L / 6 (A1 + AM + A2) Where: V = Volume of section of earthwork between Sta 1 and 2 of volume of prismoid, m³ A1 , A2 = cross – sectional area of end sections, m² AM = Area of mid section parallel to the end sections and which will be computed as the averages of respective end dimensions, m³ NOTES: 1. A Prismoidal is a solid having for its two ends any dissimilar parallel plane figures of the same no. of sides, and all the sides of the solid plane figures. Also, any prismoid may be resolve into prisms, pyramids and wedges, having a common altitudes the perpendicular distance between the two parallel end plane cross – section. 2. As far as volume of earthworks are concerned, the use of Prismoidal formula is justified only if cross-section are taken at short intervals, is a small surface deviations are observed, and if the areas of successive crosssection cliff or widely usually it yields smaller values than those computed from average end areas.

56

PRISMOIDAL CORRECTION FORMULA Figure

CD = L / 12 (b1 – b2)(h1 – h2) Where: CD = Prismoidal Correction, It is subtracted algebraically from the volume as determined by the average and the areas method to give the more nearly correct volume as determined by the Prismoidal formula, m³ L = Perpendicular distance between 2 parallel and sections, m b1 = Distance between slope stakes at end section ABC where the altitude is h1, m b2 = Distance between slope stake at end section DEF where the altitude is h2, m h1 = Altitude of end section ABC at Sta 1, m h2 = Altitude of end section DEF at Sta 2, m PRISMOIDAL CORRECTION FOR IRREGULAR SECTION In prismoid, there should be equal number of slope in both bases so that on equal number triangles can be found. The Prismoidal correction can then be found. The Prismoidal correction can then be found using either the fundamental formula of correction, CD = L / 12 (b1 – b2)(h1 – h2) or any of the formulas derive from it, where, however one base or any a five level section or three level section and other. A five level section (or irregular section) or both bases are irregular sections or, if one base is a five level section and the other irregular section, the formulas cannot be directly applied without making certain assumptions because there are more triangles formed in one section than in

57

the other. The determination of the correction is at best only approximate. For the purpose of determining the Prismoidal correction, the following may be used: A. Neglect the intermediate heights thereby reducing the sections into three level or level sections this is the most convenient method. B. Plot the irregular or five level sections on cross sections paper. Draw on this section two equalizing lines starting from the same point or the center height such that the error added equal the areas subtracted approximately by estimating the center height as well as the distances in the right or in the left can then be scaled. This is more accurate than method A but involves more work. C. Reduce the five level or irregular section by calculation to equivalent level or three level sections as follows: 1. To LEVEL SECTIONS a. The area of a level section BC + SC (B is the base, C is the center point, and S is the side slope.) b. Equate this area forced per the irregular or five-level section c. Base SS being known, a quadratic formula in one unknown is formed from which C is determined. d. Solve for the corresponding value of C. 1. To THREE LEVEL SECTIONS Figure

58

Total Area of three level section in cut A = A1 + A2 Where: A1 = B / 4 (HL + HR) A2 = C / 4 (B + S) (HL + HR) Then K = BC / 2 + (HL + HR) (B / 4 – CS / 2) NOTE: The unknowns are C, HR and HL. Two these should be assumed and the third computed. It is simpler to covert to level section.

PROBLEM: 1. Given the following cross-section notes of a roadway with a base of 6m and SS of 1.25:1.00, between the volume of the prismoid between the two-end sections by the following methods: A. END AREA METHOD B. PRISMOIDAL FORMULA C. END AREA METHOD and PRISMOIDAL CORRECTION FORMULA

STATION 10 + 000 10 + 020

CROSS – SECTION NOTES +6.55 + 2.84 +2.84 +6.55 + 2.84 +7.55 + 3.64 +1.85 +3.65 + 0.52

SOLUTION: Compute for the area at each station cross-section and at mid-section Figure

59

Check for Cut distances DR1 = DL1 = B / 2 + SHR = 1 / 2 (6m) + 1.25(2.84) = 6.55m Area by method of triangle and rhombus A1 = BC + SC² = 27.12m² Figure

60

Check for the distances DR2 = B / 2 + SHR2 = 1 / 2 (6) + 1.25(0.52) = 3.65m DL2 = B / 2 + SHL2 = 1 / 2 (6) + 1.25(3.64) = 7.55m Area by method of triangle A2 = Aa + AL + Ac + Ad = 1 / 2 (3)(3.64) + 1 / 2 (1.85)(7.55) + 1 / 2 (1.85)(3.65) + 1 / 2 (0.52)(3) A2 = 16.60m²

Compute for the dimensions of the mid sections Figure

61

DRm = 1 / 2 (DR1 + DR2) = 1 / 2 (6.55 + 3.65) DRm = 5.10m

HRm = 1 /2 (HR1 + HR2) = 1 / 2 (2.84 + 0.52) HRm = 1.68m

DLm = 1 / 2 (DL1 + DL2) = 1 / 2 (6.55 + 7.55) DLm = 7.05m

HLm = 1 / 2 (HL1 + HL2) = 1 / 2 (2.84 + 3.64) = 3.24m HCm = 1 / 2 (HC1 + HC2) = 1 / 2 (2.84 + 1.85) HCm = 2.345m

Check for Cut distances DRm = B / 2 SHRm = 1 / 2 (6) + 1.25(1.68) DRm = 5.10m DLm = B / 2 SHLm = 1 / 2 (6) + 1.25(3.22) DLm = 7.05m Area by method of triangle Am = A e + A f + A g + A h = 1 / 2 (3)(3.24) + 1 / 2 (7.05)(2.345) + 1 / 2 (5.10)(2.345) + 1 / 2 (3)(1.68) Am = 21.68m COMPUTE FOR THE VOLUME OF EARTHWORK VOLUME OF CUT IN BETWEEN THE TWO STATIONS Figure

62

1. By End Area Method Ve = L / 2 (A1 + A2) Where: L = (10 + 020) – (10 + 000) = 20m A1 = 27.12m² A2 = 16.60m² Then, Ve = 20 / 2 (27.12 + 16.60) = 437.20m² 2. By Prismoidal Formula Vp = L / 6 (A1 + 4Am + A2) Where: L = 20m A1 = 27.12m² A2 = 16.60m² Am = 21.67m² Then, Vp = 20 / 6 (27.12 + 4*21.67 + 16.60) = 434.13m³ 1. Prismoidal Formula for Correction Cp = L / 2 (A1 + A2)(b1 – b2) Note: Resolve the given prismoid into a series of triangular prismoid into a series of triangular prismoid. Cp = Cpa + Cpb + Cpc + Ppd Where: Cpa = 20 / 12 (2.84 – 3.64)(3-3) = 0 Cpb = 20 / 12 (2.84 – 1.85)(6.55 – 7.55) = -1.65m³ Cpc = 20 / 12 (2.84 – 1.85)(6.55 – 3.65) = 4.785m³ Ppd = 20 / 12 (2.84 – 0.52)(3-3) = 0 63

Then, Cp = -1.65 + 4.785 = 3.135m³ 2. Corrected Volume Vc = V e - C p = 437.20 – 3.135 Vc = 434.065m³ Given the following cross section notes, determine the volume of the prismoid b end areas method and apply the Prismoidal formula. The roadway base is 6m with side slope of 1.25:1.00 STATIONS 10 + 040 10 + 050

+4.05 +0.84 +7.80 +3.84

CROSS-SECTION NOTES +3.00 + +2.85 +3.00 3.50 +2.12 +2.00 +3.25 +4.00 +2.24 +2.50

+7.05 +3.24 +5.65 +2.12

SOLUTION: 1. Compute for the end areas of the end sections Figure

64

Check for distances: DR1 = B / 2 + SHR1 = 3 + 1.25(3.24) DR1 = 7.05

DL1 = B / 2 + SHL1 = 3 + 1.25(0.84) DL1 = 4.05

A1 = A1 + A2 + A3 + A4 = 1 / 2 (3.5)(1.05) + 1 / 2 (2.85) + 3.5(3) + 1 / 2 (2.12 + 2.85)(3) + 1 / 2 (2.12)(4.05) A1 = 23.11m² Figure

Check for distances: DR2 = B / 2 + SHR2 = 3 + 1.25(2.12) DR2 = 5.65m

DL2 = B / 2 + SHL2 = 3 + 1.25(3.85) DL2 = 7.80m

A2 = Aa + Ab + Ac + Ad + Ae + Af = 1 / 2 (2.12 + 3.84)(5.80) + 1 / 2 (2.42 + 3.25)(2) + 1 / 2 (2.50 + 3.25)(4) + 1 / 2 (2.12 +2.50)(1.65) – 1 / 2 (4.00)(3.84) – 1 / 2 (2.65)(2.52) A2 = 27.11m² CONVERT THE END SECTIONS TO AN EQUIVALENT LEVEL SECTIONS 65

Figure

A1 = five level section – A1 (equivalent level section) 1.11 = 13 HCe1 + S (HCe1)² 3.11 = 6 HCe1 + 1.25 (HCe1)²; Let C1 = HCe1 3.11 = 6 C1 + 1.25 C1² By quadratic formula C1 = 2.52m DRe1 = B / 2 + SHCe1; DRe1 = DLe2 = 3 + 1.25(2.52) Figure

A2 = irregular section = A2 (equivalent level section) 66

27.11 = BHCe2 + S(HCe2)² 27.11 = 6HCe2 + 1.25(HCe2)² Let Ce = HCe2 By quadratic formula

C2 = HCe2 Dre2 = B / 2 + SHRe2 = 3 + 1.25

DLe2 = DRe2 Ex. Solve for the following: a) b) c) d) e) f) g)

Stationing of the limits of free haul Stationing of the limits of economical haul Vertical volume Length of overhaul Cost of haul Cost of waste Cost of borrow

Given: FHD = 50m Cost of borrow = P 4.00/m3 Cost of excavation = P 3.50/ m3 Cost of haul = P 0.20/m station END AREA M2 Station

CUT

1+460

FILL 40

1+760

0

2+060

60

Balance point

LEH = CbCh(C) + FHD = 4(20)0.2 + 50 LEH = 450 m ax = 60300 ; a = 60x300 - eq. (1) b50-x = 40300 ; b = 2000-40x300 67

0.5ax = 0.5b(50 – x) - eq. (2) Equate 1 and 3; 2 and 3: x = 22.47 m ; 50 – x = 27.53 m ;

a = 4.49 m2 b = 3.67 m2

a) Left limit = 1+760 – 27.53 = 1+732.47 Right limit = 1+760 + 22.47 = 1+782.47 S = 50 m = FHD a'y = 60300

;

a’ = 60y300 - eq. (1)

b'400-y = 40300

;

b’ = 16,000-40y300 - eq. (2)

0.5(b’ + b + b)(400 - y) = 0.5(a’ + a + a)(y) (b’ + 7.34)(400 - y) = (a’ + 8.98)(y) - eq. (3) Equating (1) and (3): y = 177.81m equating (2) and (3): 400 – y = 220.19 m a’ = 35.96 m2 b’ = 29.36 m2 b) Limits of LEH: Left limit = 1+760 – 27.53 – 220.19 = 1+512.28 Right limit = 1+760 + 22.47 + 179.81 = 1+962.28 LEH = 450 c) OH Vol. = 0.5(a’ + a + a)(y) = 0.5(35.96 + 8.98)(179.81) = 4040.33 m3 OH Vol. = 0.5(b’ + b + b)(400 - y) = 0.5(29.36 + 7.39)(220.19) = 4040.49 m3 OH Vol. = 0.5(4040.33 + 4040.49) = 4040.41 m3

d) ATXL = AiXi

4040.49XL = 0.5(b’)(400 - y)(2/3)(400 - y) + b(400 - y)(0.5)( 400 - y) = 0.5(29.36)(220.19)( 2/3)( 220.19) + (3.67)( 220.19)(0.5)( 220.19) XL = 139.45 m ATXR = AiXi 4040.33XR = 0.5(a’)(y)(2/3)(y) + (a)(y)0.5(y) = 0.5(29.36)(220.19)(2/3)(220.19) + (3.67)(220.19)(0.5) (220.19) XR = 113.89 m 68

Length of OH = XL + XR = 139.45 + 113.89 Length of OH = 253.34 m

e) Cost of haul = OH Vol.cost of haul(length of OH)C = 253.340.20(4040.41)20

Cost of haul = P 10,235.97 f) cost of waste = cost of excavation x vol. of waste

vol. of waste = 0.5(60 + a’ c)(97,72) = 0.5(60 + 35.96 + 4.49)(97.72) = 4908 m3 Cost of waste = P 3.50(4908) Cost of waste = P 17,178.00 g) cost of borrow = vol. of borrow x cost of borrow

vol. of borrow = 0.5(40 + b’ + b)(52.28) = 0.5(40 + 29.36 + 3.67)(52.28) = 1909.0 m3

69

View more...
DEFINITION OF TERMS SIMPLE CURVE • Most commonly used for highways and railroads construction. • Circular arc, extending from one tangent to the next

PC

PT

• Point of the curvature • The point where the curve leaves the first tangent

• Point of the tangency • The point where the curve leaves the second tangent

PC and PT • Tangent points VERTEX • Point of the intersection of the two tangents TANGENT DISTANCE (T) • Distance from the vertex to the PC and PT EXTERNAL DISTANCE (E) • Distance from the vertex to the curve MIDDLE ORDINATE (M) • The line joining the middle of the curve and the mid-point of the chord joining the PT and PC DEGREE OF CURVE (D) • Generally used for highway practice (when the radius of the curve is usually small) • It is the angle of the center subtended by an arc of 20m (SI) or 100’(English)

A. ARC BASIS

3

1. SI

2. ENGLISH

B. CHORD BASIS • The degree of the curve is the angle subtended by a chord of 20m (SI) or 100’ (English)

ELEMENTS OF A SIMPLE CURVE

4

Tangent distance (T) Tan I/2 = T/R T=R tan I/2

Middle ordinate (M) cosI/2 = R-M/R Rcos I/2 = R-M M = R-Rcos I/2 M = R(1-cos I/2)

External distance (E) cos I/2 = R/R+E (R+E) cosI/2 = R R+E = Rsec I/2 E=RsecI/2-R E= R(secI/2-1) Length of chord (LC) sin I/2 = LC/2 /R LC = 2Rsin I/2

Length of curve (LCu) 5

LCu/I = 20/D LC = 20I/D EXAMPLES: 1. The tangent distance of a 3˚ simple curve is ½ of its radius. Determine: • Angle of intersection (I) • LC • Area of the fillet of the curve Solution: D=3˚, T=1/2R T=RtanI/2 1/2R=RtanI/2 tanI/2=0.5 I/2=tan 0.5 I=53.13˚

LC=20I/D LC=20(53.13)/3˚ LC=354.2m

A=T(R)- R² o/360˚ R=1145.916/D R=381.97 sqm

A=(190.99)(381.97)(381.97) (53.13)/360˚ A=5305.89sqm

2. The point of intersection of tangents on a simple curve is inaccessible falling within a river. • Points B and C on the tangents are connected by measurements on the ground.

Figure:

6

REQUIRED: • Distance CD and the length of curve • Area of the cross-hatched section

Solution:

use sine law I=180˚-45.48˚ I=134.52˚

o=180˚-47.5˚-87.02˚ o=45.48 128.015/sino=T-53.58/sin87.02˚ T=232.88m

7

Sine law: 232.86-CD/sin47.5˚=128.015/sin45.48˚ CD=100.51

LCu=RI, 20I/D T=RtanI/2 232.88=Rtan134.52˚/2 R=97.61m

LC=97.61(134.52˚)(‼/180) LC=229.7m

Area Asec-Atriangle R²o/360˚-1/2(180.05)(37.73) A=384.79sqm

LC=2(97.61)sin134.52˚/2 LC=180.05m cosI/2=x/R x= 37.73m

If station PI=sta1+054 Req’d:

staPC=1+054-232.88 staPC=0+821.21 staPT=staPC+LC staPT=0+821.12+229.17 staPT=1+050.29

1. Two tangents AB and BC intersecting in at an angle of 240˚. A point P is located 21.03 from point B and has a parallel distance of 2.79m from line AB.

8

Figure:

sine law: R/sin 70˚23’=R+E/sinβ

E=R(secI/2) E=R(sec 24˚/2-1) E=R(12˚-1) E=0.022312

sino=2.79/21.03 o=7˚57’ ℓ=90˚-12˚-7˚37’ ℓ=70˚23’

R/sin70˚23’=R+E/sinβ R/sin70˚23’=R+0.022312/sinβ β=74˚21’ 180˚-74˚21’ =105˚39’

o=180˚-β-ℓ o=180˚-105˚39’-70˚23’ 9

o=3˚58’ using sine law: R/sin 70˚23’=21.03/sin 3˚58’ R=286.36m Length of chord connecting A and P sin8˚2’=LC/2/R LC=40.02m Area of the fillet T=RtanI/2 A=TR- R²I/360˚

GIVEN: AB=S65˚30’E BC=S25˚30’E; 170.75m CD=S54˚20’W

required: R=? I=? Station PT if V is at sta 20+140

I=119˚50’ 170.75m=T1+T2 170.75m=RtanI1/2+RtanI2/2 170.75m=Rtan40˚/2+Rtan79˚50’/2 170.75m=R(tan20˚+tan37˚25’) 10

R=142.22m T=RtanI/2 T=142.22tan(119˚50’/2) T=245.57m sta PC=sta V-I sta PC= 20+140-295.57m sta Pc=19+894.44 sta PT=sta PC+LC LC=RI /180˚ LC=142.22(119˚50’) /180˚ sta PT=19+894.44+297.57 sta PT=20+192.06 GIVEN/FIGURE:

11

tan20˚=600m-OI/587.96m OI=386m

IP= (587.96)²+ (214)² IP= 625.69m cosine law: OP²=625.69²+386² OP=2(625.69)(386)cos110˚ OP=840.05m o=? sine law: 386/sino=840.05/sin110˚ o=25.58˚ β=180˚-110˚-25.58˚ β=44.42˚

12

cosine law: 600²=840.05²+(Px)-2(840.05) (Px)cos25.58˚ Px=279.75m LC=(600)(32.81˚)(‼/180˚) LC=343.59m sta x=staA+LC sta x=50+000+343.59m sta x=50+343.59

COMPOUND CURVES • Composed of two or more consecutive simple curve having different radii but whose center lie on the same side of the curve. • Any two consecutive curves must have a common tangent on their meeting PT. PCC • Point of compound curvature the PT on the common tangent the through which the two curves join.

13

EXAMPLES: 1. The long chord from the PC to the PT of a compound curve is 300m long and the angle that it makes the longer and shorter tangents are 12˚ and 15˚ respectively. If the common tangent is parallel to the long chord. Required: • R1 • R2 • Station PT if PC is at sta 10+204.30

14

sine law: 300m/sin166˚30’=LC1/sin7˚30’=LC2/sin6˚ LC1=167.74m LC2=134.33m LC=2RsinI/2 LC1=2R1sinI1/2 167.74m=2(R1)sin6˚/2 R1=802.36m

LCu1=R1I1( ‼/180˚) LCu1=802.36n(6˚)( ‼/180˚) LCu1=168.05m

LC2=2R2sinI2/2 134.33m=2(R2)sin7˚30’/2 R2=514.57m

LCu2=R2I2( ‼/180˚) LCu2=514.57m(7˚30’)( ‼/180˚) LCu2=134.71m

sta PT=staPC+LCu1+LCu2 sta PT=10+204.30+168.05+134.71 sta PT=10+507.06

15

I1=268˚30’-247˚50’ I1=20˚40’ I2=282˚50’-268˚30’ I2=14˚20’ I=35˚ R1=1145.916/D1 R1=1145.916/4˚ R1=286.479m

T1=R1tanI1/2 T1=286.479tan(20˚40’/2) T1=52.23m

T2=76.42m-T1 T2=76.42m-52.43m T2=24.19m

T2=R2tanI2/2 24.19=R2tan(14˚20’/2) R2=192.38m

staPC=staA-T1+LCu1 sta PC=10+010.46-52.23+103.33 sta PC=10+061.56

LCu1=( R1I1)( ‼/180˚) LCu1=(286.479)(20˚40’)( ‼/180˚) LCu1=103.33msta PT=staPCC+LCu2 staPT=10+061.56+48.13 staPT=10+109.69 LCu2=(R2I2)( ‼/180˚) 16

LCu2=(192.38)(14˚20’)( ‼/180˚) LCu2=48.13m

REVERSE CURVES • Composed of two consecutive circular simple curves having a common tangent but lie on the opposite side. PRC • Point of the reverse curvature. • The point along the common tangent to which the curve reversed in its direction. FOUR TYPES OF REVERSE CURVES:

17

18

19

EXAMPLE: The parallel tangent of a reversal curve are 10m apart the long chord from the PC to the PT is equal to 120m determine the following: • Radius of the curve • Length of the common tangent

Solution: sinI/2=10/120 I=9˚33’ sinI=10/2T 2T=60.27m T=30.14m

T=RtanI/2 30.14=Rtan(9˚33’/2) R=360.82m

20

EXAMPLE: Two converging tangent have azimuth of 300˚ and 90˚ respectively common tangent AB has an azimuth of 320˚. The distance from the point of intersection of two converging tangent and that of the vertex of the second curve has a distance of 100m. if the radius of the first curve is 285.4m between. Determine: • R2 • sta PRC and sta PT if station of V1 is 10+040 •

Isolate triangle ABC

By sine law: 100/sin20˚=AB/sin30˚ AB=146.19m

21

AB=T1+T2 146.19=R1tanI1/2+R2tanI2 R2=205.59m station PRC= staV1-T1+LC1 station PT= staPRC+LC2 sta PRC=10+040-50.32+285.40(20)( ‼/180˚) sta PRC= 10+089.30 sta Pt=10+089.30+(205.59)(50)( ‼/180˚) sta PT= 10+268.71 EXAMPLE: Two tangents 20m apart are to be connected by a reversed curve. The radius of the curve passing thru PC is 800m. if the total length of chord from PC to PT is 300m and stationing of PC is 10+620. Determine: • I • R2 • Station of PT

22

sin I/2=20/300 I=7˚38’ 1st way to get the R2: AB=150-56=T1+T2 150-56=R1tanI1/2+R2tanI2/2 R2=1456.89 2nd way: 300=2R1sinI/2+2R2sinI/2 R2=1453.47 3rd way: cosI=800-b/800 b=7.09 a=12.91 cosI=R2-12.91/R2 R2=1456.85 station PT=staPC+LC1+LC2 LC1=R1I( ‼/180˚) LC2=R2I( ‼/180˚) sta PT=10+920.67 Example:

23

Solution:

X²=R²+100²…….eqn1 X²=(R-100)²+400²…….eqn2 R²+100²=R²-200R+100²+400² 200R=400² R=800m tano=100/800 o=7.13˚ tanβ=400/200 β=29.74˚

I=β-o I=29.74˚-7.13˚ I=22.61˚

VERTICAL PARABOLIC CURVES • A curve used to connect two intersecting gradelines • A curve tangent to two intersecting gradelines TYPES OF VERTICAL PARABOLIC CURVES 1. SYMMETRICAL PARABOLIC CURVES A parabolic curve wherein the horizontal length of the curve from the PC to the vertex is equal to the horizontal length from the vertex to the PT.

24

ELEMENTS OF A SYMMETRICAL PARABOLIC CURVE 1. 2. 3. 4. 5.

VERTEX (PI) PC PT BACKWARD TANGENT FORWARD TANGENT 6. g1 and g2 (GRADES) GUIDING PRICIPLES FOR SYMMETRICAL PARABOLIC CURVES 1. A given grade or slope ( in %) is numerically the rate at which an elevation changes in a horizontal distance. eg 5% = g

2. The vertical offset fro the tangent to the curve is proportional to the squares of the distances from the point of tangency. (Squared Property of a Parabola) y1 / x1 = H / (L/2)2 = y2 / (x2)² 1. The curve bisects the distance between the vertex and the midpoint of the long chord. BF / (L/2)² = CD / (L)² 2. If g1 - g2 (+) = “summit”

g1 - g2 (+) = “sag”

3. No of stations to the left equal to the no of stations to the right.

25

4. The slope of the parabola varies uniformly along the curve. r = g2 - g1 / n ; n = 20m stationing LOCATION OF THE HIGHEST OR LOWEST POINT OF THE CURVE 1. FROM PC S1 = g1L / g1 - g2 2. FROM PT S2 = g2L / g2 - g1 UNSYMMETRICAL PARABOLIC CURVES • Consist of a symmetrical parabolic curve from PC to PT. A,B another symmetrical parabolic curve tangent to that point A and PT • Used in provide a smooth and continues curve transition from PC to PT • Point A is the common tangent point

26

EXAMPLE: Given: g2=-8% g1=5% L1=40m L2=60m Required: Height of fill needed to cover the outcrop Elevation at station 6+820 Elevation of the HP

27

Required: • Elevation of the curve of the underpass • If elevation curve is 22.6835m • Stationing of the HP of the curve for question#2

2H/L1=(g1-g2)L2/L1+L2 L1=2HL2/(g1-g2)L2-2H 160=2H(120)/(0.11)L2-2H H=3.77m y/(60)²=H/(120)² y=0.94 elevation of the curve= elevation V-(60)(0.04)-y-h elev curve=30-2.4-0.04-4.42 elev curve=22.24m

28

elev curve=22.6835m L2=? H=4.42m(remains the same) L1=2HL2/(g1-g2)L2-2H 160m=2HL2/(0.11)L2-2H……..eq’n1 Elev 22.6835=elevV-(60)(0.04)-y-4.42 22.6835=30-2.4-y-4.42 y=0.4985 0.4965/(L2-60)²=H/(L2)² H=0.4965(L2)²/(L2-60)² H=3.10m 160=2(3.10)L2/(0.11)L2-2(3.10) L2=100m g1L1/2 ? H (0.07)(60)/2 ? 3.10 5.6 > 3.10 S2=g2L2/2H (from point PT) S2=(0.04)(100)/2(3.10) S2=64.52m station HP=staV+35.48m station HP=12+200+35.48m station HP=12+235.48

29

SPIRAL BASEMENT CURVE (TRANSITION SPIRAL CURVE) • A curve of ranging radius introduced at the outer edges of the roadway or track in order to allow the vehicle or train to pass gradually from the tangent to the circular curve. • A curve provided to smooth the elevation from the super elevation of the tangent to the maximum super elevation at the circular curve.

30

PRINCIPLES OF A SPIRAL CURVE • The super elevation varies directly with the length of the space. e/ec=L/Lc where: e super elevation of the spiral curve at any point ec super elevation at SC L length of the spiral from TS to any point Lc length of the spiral curve • The degree of curve varies directly with the length of the spiral D/Dc=L/Lc where: D degree of the curve of the spiral at any point Dc degree of the spiral at SC • The spiral angle at any point on the spiral curve S=L²/2RcLc • The deflection angle varies directly at the square at the lengths from TS i/ic=(L)²/Lc² where: i deflection angle at any point ic deflection angle at SC • The deflection angle is 1/3 of the spiral angle i=S/3

FORMULAS 31

•

Spiral angle, S where: s spiral angle of any point along the spiral Sc spiral angle at SC

D=1145.916/R D=K/R

Dc=1145.916/Rc let K 1145.916

D/Dc=L/Lc (K/R)/(Kc/Rc)=L/Lc Solving R: R=RcLc/L …….eq1 L=ro dL=Rds……..eq2 dL=RcLc/L ds ∫ ds=∫ LdL/RcLc S=1/(RcLc)∫ LdL S=L²/2RcLc (in radius) At SC: S=Sc : L=Lc Sc=Lc/2Rc

(in radius)

Recall full arc length is equal to 20m 20m=DcRc Rc=20m/Dc 32

Substitution to Sc=Lc/2Rc Sc=LcDc/40 (in degree) • Offset from tangent to spiral curve (x,Xc) where: x offset from tangent to any point along the spiral curve Xc offset at SC or CS

Note: for small angle S sinS almost= S sinS=dx/dL dx=sins dL dx=SdL ∫dx=∫ L²/2RcLc dL x=1/2Rdc∫ L²dL x=L³/6RcLc at SC or CS : X=Xc, L=Lc Xc=Lc²/6Rc

• Distance along the tangent 33

Slope correction formula:

c²=a²+h² c²-a²=h² (c+a)(c-a)=h²

(2c)(c-a)=h² c almost equal to a

For spiral curves: a=dy b=dx c=dL

∫ dy= ∫ dL-∫L dL/8Rc²Lc² y=∫ dL-(1/8Rc²Lc²) ∫ LydL y=L-(L /40Rc²Lc²)

dy=dL-(dx²/2dL) sinS=dx/dL S=dx/dL dy=dL-S²(dL)²/2dL dy=dL-(L²/2RcLc)²dL at SC: y=yc L=Lc yc=Lc-(Lc³/40Rc²)

34

•

Deflection angle, i where: i deflection angle at any point along the spiral curve

sini=X/L i=X/L

X=L³/6RcLc i=L²/6RcLc

S=L²/2RcLc i=S/3 •

Length of throw, P

P=? Ts=? Es=? 180˚=I+2β Β=90˚-Ic/2-Sc

Ts=? sinI/2=Ts-9/Rc+Es 35

180˚=I+(90˚-Ic/2-Sc) 0=I-Ic-2Sc Ic=I-2Sc

Ts=Rc+Es(sinI/2+9)

P=? cosSc=Rc-(Xc-P)/Rc P=Xc-Rc(1-cosSc) or P=Xc/4; P=Lc²/24Rc Es=? cosI/2=Rc+P/Rc+Es Es=(Rc+P)secI/2-Rc

EARTHWORKS • Areas and Volumes of earthworks • Distribution Analysis (HAQL and MASS DIAGRAM) ROUTE SURVEYING DEFINITION Route Surveying is a survey which supplies data necessary to determine the alignment, grades, and earthworks quantities necessary for the location and construction of engineering projects. This includes highways, drainage, canal, pipelines, railways, transmission lines, and other civil engineering projects that do not close upon the point of beginning ROUTE LOCATION STAGES OF HIGHWAY SURVEYS Development of the interstate highway system and more general acceptance of the limited access principle for major highways have resulted in a more and more highway projects being to serve local traffic, surveys for highway projects where new location is being considered start with a general study of the entire area between termini, proceed to more specific studies of possible alternative routes, and finally conclude with a detailed survey of the selected route and staking of the final centerline on the ground.

36

These procedures are generally carried in three stages: • RECONAISSANCE • PRELIMINARY SURVEY • LOCATION SURVEY RECONAISSANCE Includes a general study of the entire area the development of one or more alternative routes or corridors, and the study of each of these corridors in sufficient detail to enable the proper officials to decide which will provide the optimum location.

PRELIMINARY SURVEY Is a survey of selected corridors in sufficient detail to permit staking of the final centerline on the ground in some cases, the preliminary survey may be completed and staked in the field without variation in other instances, Minor adjustments may be required during the location survey. LOCATION SURVEY Consists in staking the final centerline and obtaining all additional information necessary to enable the design engineer to prepare completed plans, specifications, and estimates of earthwork quantities and to prepare deeds and descriptions covering the rights of way to be acquired. EARTHWORKS EARTHWORKS – the construction of large open cuttings or excavations involving both cutting and filling of material other than rock. EXCAVATION – is the process of loosening and removing earth or rock from its original position in a cut and transporting it to a fill or to a waste deposit. EMBANKMENT – the term embankment describes the fill added above the low points along the roadway to raise the level to the bottom of the pavement structure material for embankment commonly comes from roadway cuts or designated borrow areas. SETTING STAKES FOR EARTHWORK

37

The first step in connection with earthwork is staking out or setting slope stakes as it is commonly called. Two important parts of the work of setting slope stakes: I. II.

Setting the Stakes Keeping the Notes

The data for setting the stakes are: A. B. C. D.

The ground with center stakes set at every station. A record of benchmarks and of elevations and rates of grades established. The base and side slopes of the cross section for each class of material. In practice, notes of alignment, a full profile, and various convenient data are commonly given in addition to the above mentioned data.

Side Slopes most commonly employed for cuts and fills. MATERIAL EXCAVATION ORDINARY EARTH COURSE GRAVEL LOOSE ROCK SOLID ROCK SOFT CLAY OR SAND

SIDE SLOPE 1.50 : 1.00 1.00 : 1.00 0.50 : 1.00 0.25 : 1.00 2 or 3 : 1.00

SETTING THE STAKES Setting the stakes work consists of: a) Making upon the back of the center stakes the cut or fill in feet or meters and tenths, as C 2 3 or F 4 7 b) Setting side stakes or slope stakes at each side of centerline at the point where the side slope intersects the surface of the ground and marking upon the inner side of the stake, cut or fill at that point.

Figure

38

Figure

Process of determining the height of cut or fill at the center stake or at any other points between the center space and slope stake.

39

Figure

Let HI = elevation of the line of sight or telescope refereed fro known or assumed datum. Grade ROD = difference in elevations between the line of sight (HI) and the grade elevation Ground ROD = HI – Grad Elevation CUT = Grade ROD – Ground ROD Figure

40

When the instrument is set up above the grade or subgrade: Grade ROD A = (HI)A – Grade Elevation FILL = Ground ROD A – Grade ROD A 1. When the instrument is set up below the grade or subgrade: Grade ROD B = Grade Elevation – (HI)B FILL = Grade ROD B + Ground ROD B SETTING SIDE OF SLOPE (FIELD PROCEDURES) The cross – sectioning is done after the grade lines have been determined in the office. The amounts of cut and fill at the center are computed, the distances and their heights above the base, or below it of the slope stakes are determined as follows: 1. An engineer’s level is set up and rod readings are taken at the center and at trial point. Assume that the third trial point is on the slope, compute the distance fro the center using the following formulas: DL = B / 2 + SHL

S = Horizontal / Vertical

DR = B / 2 + SHR 41

Where: S = Side Slope B = Base pr Width HR = Side Height Right

HL = Side Height Left DR = Distance out right DL = Distance out left

2. Measure the distance from the center to the trial point, if this distance is less than the calculated distance, the rod is to be moved out for another trial point; if greater, the rod is to be moved in, if equal, the point is correctly located. A stake is placed here indicating the right of the slope point above or below the base or sub grade.

ILLUSTRATION: A. If the measured distance is greater than the calculated distance, then the trial point is too far out the center line of the roadway and the direction to the rodman is to move in. Figure

B. If the measured distance is less than the calculated distance, the trial point is too near to the centerline of the roadway and the direction to the rodman is to move out.

42

Figure

C. If the measured distance is exactly equal to the calculated distance, the point is correctly located and the slope stake is at on the ground indicating the height of the slope point above or below the ground.

Figure

ROAD CROSS SECTION

43

A. LEVEL SECTION If the ground level in a direction transverse to the centerline, the only rod reading necessary is that the centerstake, and the distance to the slope stake can be calculated once the center cut or fill has been determined, such a cross-section is called level section.

1. LEVEL SECTION IN CUT Figure

Centerheight = 1.83m Base for Cut = 8.00m SS for Cut = 1:1 DR = DL = B / 2 + SC = 4 + 1 (1.83) = 5.83 2. LEVEL SECTION IN FILL Figure 44

Centerheight = 1.50m Base for Fill = 7.00m SS for Fill = -1.50 : 1.00 DR = DL = B / 2 + SC = 3.50 + 1.50 (1.50) = 5.75 A. THREE LEVEL SECTION When Rod readings are taken at each slope stake in addition to readings taken at the center as will normally be done whre the ground is sloping the cross-section is called Three Level Section.

Figure

45

Base for Cut = 8.00m SS for Cut = 1.00:1.00 DL = B / 2 + SHL = 4.00 + 1(0.63) = 4.63m DR = B / 2 + SHR = 4.00 + 1(4.96) = 8.96m

Figure

Base for Fill = 7.00m SS for Fill = 1.50:1.00 DL = B / 2 + SHL 46

= 3.50 + 1.50(3.12) = 8.18m DR = B / 2 + SHR = 3.50 + 1.50(2.62) = 7.43 B. FIVE LEVEL SECTION When rod reading is taken at the centerside the slope stake and at points on each side of the center of the distance of half the width of the road bed, the cross section is called a FIVE LEVEL SECTION. Figure

Base for Fill = 7.00m SS for Fill = 1.50:1.00 DL = B / 2 + SHL = 3.50 + 1.50(2.42) = 7.13m DR = B / 2 + SHR = 3.50 + 1.50(3.28) = 9.23m SAMPLE PROBLEM (Setting Slope Stakes) In setting slope stakes, the height of cut at the center has been found to be 1.43m, the ground readings at center “M” and trial point A on the slope are 2.33m and 1.46m, respectively, and the measured distance from the center line of the roadway to the trial point is 8.24m. If the base of the roadway is 9m and the side slope is 1.50:1.00, should the trial point be moved in or out? 47

Figure

Solution: Grade Rod – Grade Rod @ M = 2.33+ 1.43 = 3.76 Measured Distance (DM) = 8.24 Calculated Distance (DC) = B / 2 + SHR Where: B / 2 = 4.5m HR = 3.76 – 1.46 = 2.30m 1.50 / 1.00 = SHR / 2.30 SHR = 2.30 (1.50) / 1.00 SHR = 3.45 DC = 4.5 + 3.45 = 7.95 Since DC < DM --- Move In Figure

48

Base for Cut = 8.00m SS for Cut = 1:1 DL = B / 2 + SHL = 4.00 + 1(2.75) = 6.75m DR = B / 2 + SHR = 4.00 + 1(3.60) = 7.60m

Figure

Base for Fill = 7.00m 49

SS for Fill = 1.50:1.00 DL = B / 2 + SHL = 3.5 + 1.50(2.84) = 7.76m DR = B / 2 + SHR = 3.50 + 1.50(2.92) = 7.88m C. IRREGULAR SECTION IN CUT A cross section for which observation is taken to points between center and slope stakes at irregular intervals is called irregular section. Figure

Base for Cut = 8.00m SS for Cut = 1:1 DL = B / 2 + SHL = 4.00 + 1(2.60) = 6.60m DR = B / 2 + SHR = 4.00 + 1(3.47) = 7.47m D. SIDE HILL SECTION

50

Where the cross-section passes through from cut to fill, it is called a SIDE HILL SECTION and an additional observation is made to determine the distance from center to the grade point. That is the point where subgrade will intersect the natural ground surface. A peg is usually driven to grade at this point and its position is indicated by a guard stake marked “Grade”. In this case also crosssection is taken additional plus station.

Base for Cut = 8.00m Base for Fill = 7.00m DL = B / 2 + SHL = 3.50 + 1.50(3.60) = 8.99m DR = B / 2 + SHR = 4.00 + 1(3.67) = 7.47m PROBLEMS: In two ways, find the areas of each of the following cross-section note, given the corresponding bases and side slope if not given they are to be computed A. BASE WIDTH 8.00m SIDE SLOPE 1.50:1.00 ? / 12.84 + 2.84

? / 2.84

B. BASE WIDTH ? 51

SIDE SLOPE ? 5.79 / -1.86 – 1.27

6.03 / -2.02

C. BASE WIDTH ? SIDE SLOPE ? 7.85 / 3.08 4.00 / 3.65 + 3.27 D. BASE WIDTH 8.00m SIDE SLOPE 1.50:1.00 ? / -3.56 6.28 / -2.28 -2.32 E. BASE WIDTH 8.00m (Cut) SIDE SLOPE 1.00:1.00 6.97 / -3.47 -0.61 1.04 / 0.00

4.00 / 2.83

1.00 / -1.11 ? / -2.74

8.05 / 3.24

7.50 / -3.82

5.00 (Fill) 3.66 / -5.94

3.44 / 2.44

52

A. LEVEL SECTION IN CUT FIGURE

B. THREE LEVEL SECTION IN FILL FIGURE

53

C. FIVE LEVEL SECTION IN CUT FIGURE

D. IRREGULAR SECTION IN FILL FIGURE

54

E. SIDE HILL SECTION FIGURE

METHODS OF DETERMINING VOLUMES O EARTHEWORKS FIGURE

55

A. By Average End Areas V = L / 2 (A1 + A2) Where: V = Volume of Section of Earthworks between Sta 1 and 2, m³ A1 , A2 = Cross – sectional area of end stations, m² L = Perpendicular Distance between the end station, m NOTES: 1. The above volume formula is exact only when A1 = A2 but is approximate

A1 A2. 2. Considering the facts that cross-sections are usually a considerable distance apart and that minor inequalities in the surface of the earth between sections are not considered, the method of end areas is sufficiently precise for ordinary earthwork. 3. By where heavy cuts or fills occur on sharp curves. The computed volume of earthwork ay be corrected for curvature out of ordinarily the corrected is not large enough to be considered. A. By Prismoidal Formula V = L / 6 (A1 + AM + A2) Where: V = Volume of section of earthwork between Sta 1 and 2 of volume of prismoid, m³ A1 , A2 = cross – sectional area of end sections, m² AM = Area of mid section parallel to the end sections and which will be computed as the averages of respective end dimensions, m³ NOTES: 1. A Prismoidal is a solid having for its two ends any dissimilar parallel plane figures of the same no. of sides, and all the sides of the solid plane figures. Also, any prismoid may be resolve into prisms, pyramids and wedges, having a common altitudes the perpendicular distance between the two parallel end plane cross – section. 2. As far as volume of earthworks are concerned, the use of Prismoidal formula is justified only if cross-section are taken at short intervals, is a small surface deviations are observed, and if the areas of successive crosssection cliff or widely usually it yields smaller values than those computed from average end areas.

56

PRISMOIDAL CORRECTION FORMULA Figure

CD = L / 12 (b1 – b2)(h1 – h2) Where: CD = Prismoidal Correction, It is subtracted algebraically from the volume as determined by the average and the areas method to give the more nearly correct volume as determined by the Prismoidal formula, m³ L = Perpendicular distance between 2 parallel and sections, m b1 = Distance between slope stakes at end section ABC where the altitude is h1, m b2 = Distance between slope stake at end section DEF where the altitude is h2, m h1 = Altitude of end section ABC at Sta 1, m h2 = Altitude of end section DEF at Sta 2, m PRISMOIDAL CORRECTION FOR IRREGULAR SECTION In prismoid, there should be equal number of slope in both bases so that on equal number triangles can be found. The Prismoidal correction can then be found. The Prismoidal correction can then be found using either the fundamental formula of correction, CD = L / 12 (b1 – b2)(h1 – h2) or any of the formulas derive from it, where, however one base or any a five level section or three level section and other. A five level section (or irregular section) or both bases are irregular sections or, if one base is a five level section and the other irregular section, the formulas cannot be directly applied without making certain assumptions because there are more triangles formed in one section than in

57

the other. The determination of the correction is at best only approximate. For the purpose of determining the Prismoidal correction, the following may be used: A. Neglect the intermediate heights thereby reducing the sections into three level or level sections this is the most convenient method. B. Plot the irregular or five level sections on cross sections paper. Draw on this section two equalizing lines starting from the same point or the center height such that the error added equal the areas subtracted approximately by estimating the center height as well as the distances in the right or in the left can then be scaled. This is more accurate than method A but involves more work. C. Reduce the five level or irregular section by calculation to equivalent level or three level sections as follows: 1. To LEVEL SECTIONS a. The area of a level section BC + SC (B is the base, C is the center point, and S is the side slope.) b. Equate this area forced per the irregular or five-level section c. Base SS being known, a quadratic formula in one unknown is formed from which C is determined. d. Solve for the corresponding value of C. 1. To THREE LEVEL SECTIONS Figure

58

Total Area of three level section in cut A = A1 + A2 Where: A1 = B / 4 (HL + HR) A2 = C / 4 (B + S) (HL + HR) Then K = BC / 2 + (HL + HR) (B / 4 – CS / 2) NOTE: The unknowns are C, HR and HL. Two these should be assumed and the third computed. It is simpler to covert to level section.

PROBLEM: 1. Given the following cross-section notes of a roadway with a base of 6m and SS of 1.25:1.00, between the volume of the prismoid between the two-end sections by the following methods: A. END AREA METHOD B. PRISMOIDAL FORMULA C. END AREA METHOD and PRISMOIDAL CORRECTION FORMULA

STATION 10 + 000 10 + 020

CROSS – SECTION NOTES +6.55 + 2.84 +2.84 +6.55 + 2.84 +7.55 + 3.64 +1.85 +3.65 + 0.52

SOLUTION: Compute for the area at each station cross-section and at mid-section Figure

59

Check for Cut distances DR1 = DL1 = B / 2 + SHR = 1 / 2 (6m) + 1.25(2.84) = 6.55m Area by method of triangle and rhombus A1 = BC + SC² = 27.12m² Figure

60

Check for the distances DR2 = B / 2 + SHR2 = 1 / 2 (6) + 1.25(0.52) = 3.65m DL2 = B / 2 + SHL2 = 1 / 2 (6) + 1.25(3.64) = 7.55m Area by method of triangle A2 = Aa + AL + Ac + Ad = 1 / 2 (3)(3.64) + 1 / 2 (1.85)(7.55) + 1 / 2 (1.85)(3.65) + 1 / 2 (0.52)(3) A2 = 16.60m²

Compute for the dimensions of the mid sections Figure

61

DRm = 1 / 2 (DR1 + DR2) = 1 / 2 (6.55 + 3.65) DRm = 5.10m

HRm = 1 /2 (HR1 + HR2) = 1 / 2 (2.84 + 0.52) HRm = 1.68m

DLm = 1 / 2 (DL1 + DL2) = 1 / 2 (6.55 + 7.55) DLm = 7.05m

HLm = 1 / 2 (HL1 + HL2) = 1 / 2 (2.84 + 3.64) = 3.24m HCm = 1 / 2 (HC1 + HC2) = 1 / 2 (2.84 + 1.85) HCm = 2.345m

Check for Cut distances DRm = B / 2 SHRm = 1 / 2 (6) + 1.25(1.68) DRm = 5.10m DLm = B / 2 SHLm = 1 / 2 (6) + 1.25(3.22) DLm = 7.05m Area by method of triangle Am = A e + A f + A g + A h = 1 / 2 (3)(3.24) + 1 / 2 (7.05)(2.345) + 1 / 2 (5.10)(2.345) + 1 / 2 (3)(1.68) Am = 21.68m COMPUTE FOR THE VOLUME OF EARTHWORK VOLUME OF CUT IN BETWEEN THE TWO STATIONS Figure

62

1. By End Area Method Ve = L / 2 (A1 + A2) Where: L = (10 + 020) – (10 + 000) = 20m A1 = 27.12m² A2 = 16.60m² Then, Ve = 20 / 2 (27.12 + 16.60) = 437.20m² 2. By Prismoidal Formula Vp = L / 6 (A1 + 4Am + A2) Where: L = 20m A1 = 27.12m² A2 = 16.60m² Am = 21.67m² Then, Vp = 20 / 6 (27.12 + 4*21.67 + 16.60) = 434.13m³ 1. Prismoidal Formula for Correction Cp = L / 2 (A1 + A2)(b1 – b2) Note: Resolve the given prismoid into a series of triangular prismoid into a series of triangular prismoid. Cp = Cpa + Cpb + Cpc + Ppd Where: Cpa = 20 / 12 (2.84 – 3.64)(3-3) = 0 Cpb = 20 / 12 (2.84 – 1.85)(6.55 – 7.55) = -1.65m³ Cpc = 20 / 12 (2.84 – 1.85)(6.55 – 3.65) = 4.785m³ Ppd = 20 / 12 (2.84 – 0.52)(3-3) = 0 63

Then, Cp = -1.65 + 4.785 = 3.135m³ 2. Corrected Volume Vc = V e - C p = 437.20 – 3.135 Vc = 434.065m³ Given the following cross section notes, determine the volume of the prismoid b end areas method and apply the Prismoidal formula. The roadway base is 6m with side slope of 1.25:1.00 STATIONS 10 + 040 10 + 050

+4.05 +0.84 +7.80 +3.84

CROSS-SECTION NOTES +3.00 + +2.85 +3.00 3.50 +2.12 +2.00 +3.25 +4.00 +2.24 +2.50

+7.05 +3.24 +5.65 +2.12

SOLUTION: 1. Compute for the end areas of the end sections Figure

64

Check for distances: DR1 = B / 2 + SHR1 = 3 + 1.25(3.24) DR1 = 7.05

DL1 = B / 2 + SHL1 = 3 + 1.25(0.84) DL1 = 4.05

A1 = A1 + A2 + A3 + A4 = 1 / 2 (3.5)(1.05) + 1 / 2 (2.85) + 3.5(3) + 1 / 2 (2.12 + 2.85)(3) + 1 / 2 (2.12)(4.05) A1 = 23.11m² Figure

Check for distances: DR2 = B / 2 + SHR2 = 3 + 1.25(2.12) DR2 = 5.65m

DL2 = B / 2 + SHL2 = 3 + 1.25(3.85) DL2 = 7.80m

A2 = Aa + Ab + Ac + Ad + Ae + Af = 1 / 2 (2.12 + 3.84)(5.80) + 1 / 2 (2.42 + 3.25)(2) + 1 / 2 (2.50 + 3.25)(4) + 1 / 2 (2.12 +2.50)(1.65) – 1 / 2 (4.00)(3.84) – 1 / 2 (2.65)(2.52) A2 = 27.11m² CONVERT THE END SECTIONS TO AN EQUIVALENT LEVEL SECTIONS 65

Figure

A1 = five level section – A1 (equivalent level section) 1.11 = 13 HCe1 + S (HCe1)² 3.11 = 6 HCe1 + 1.25 (HCe1)²; Let C1 = HCe1 3.11 = 6 C1 + 1.25 C1² By quadratic formula C1 = 2.52m DRe1 = B / 2 + SHCe1; DRe1 = DLe2 = 3 + 1.25(2.52) Figure

A2 = irregular section = A2 (equivalent level section) 66

27.11 = BHCe2 + S(HCe2)² 27.11 = 6HCe2 + 1.25(HCe2)² Let Ce = HCe2 By quadratic formula

C2 = HCe2 Dre2 = B / 2 + SHRe2 = 3 + 1.25

DLe2 = DRe2 Ex. Solve for the following: a) b) c) d) e) f) g)

Stationing of the limits of free haul Stationing of the limits of economical haul Vertical volume Length of overhaul Cost of haul Cost of waste Cost of borrow

Given: FHD = 50m Cost of borrow = P 4.00/m3 Cost of excavation = P 3.50/ m3 Cost of haul = P 0.20/m station END AREA M2 Station

CUT

1+460

FILL 40

1+760

0

2+060

60

Balance point

LEH = CbCh(C) + FHD = 4(20)0.2 + 50 LEH = 450 m ax = 60300 ; a = 60x300 - eq. (1) b50-x = 40300 ; b = 2000-40x300 67

0.5ax = 0.5b(50 – x) - eq. (2) Equate 1 and 3; 2 and 3: x = 22.47 m ; 50 – x = 27.53 m ;

a = 4.49 m2 b = 3.67 m2

a) Left limit = 1+760 – 27.53 = 1+732.47 Right limit = 1+760 + 22.47 = 1+782.47 S = 50 m = FHD a'y = 60300

;

a’ = 60y300 - eq. (1)

b'400-y = 40300

;

b’ = 16,000-40y300 - eq. (2)

0.5(b’ + b + b)(400 - y) = 0.5(a’ + a + a)(y) (b’ + 7.34)(400 - y) = (a’ + 8.98)(y) - eq. (3) Equating (1) and (3): y = 177.81m equating (2) and (3): 400 – y = 220.19 m a’ = 35.96 m2 b’ = 29.36 m2 b) Limits of LEH: Left limit = 1+760 – 27.53 – 220.19 = 1+512.28 Right limit = 1+760 + 22.47 + 179.81 = 1+962.28 LEH = 450 c) OH Vol. = 0.5(a’ + a + a)(y) = 0.5(35.96 + 8.98)(179.81) = 4040.33 m3 OH Vol. = 0.5(b’ + b + b)(400 - y) = 0.5(29.36 + 7.39)(220.19) = 4040.49 m3 OH Vol. = 0.5(4040.33 + 4040.49) = 4040.41 m3

d) ATXL = AiXi

4040.49XL = 0.5(b’)(400 - y)(2/3)(400 - y) + b(400 - y)(0.5)( 400 - y) = 0.5(29.36)(220.19)( 2/3)( 220.19) + (3.67)( 220.19)(0.5)( 220.19) XL = 139.45 m ATXR = AiXi 4040.33XR = 0.5(a’)(y)(2/3)(y) + (a)(y)0.5(y) = 0.5(29.36)(220.19)(2/3)(220.19) + (3.67)(220.19)(0.5) (220.19) XR = 113.89 m 68

Length of OH = XL + XR = 139.45 + 113.89 Length of OH = 253.34 m

e) Cost of haul = OH Vol.cost of haul(length of OH)C = 253.340.20(4040.41)20

Cost of haul = P 10,235.97 f) cost of waste = cost of excavation x vol. of waste

vol. of waste = 0.5(60 + a’ c)(97,72) = 0.5(60 + 35.96 + 4.49)(97.72) = 4908 m3 Cost of waste = P 3.50(4908) Cost of waste = P 17,178.00 g) cost of borrow = vol. of borrow x cost of borrow

vol. of borrow = 0.5(40 + b’ + b)(52.28) = 0.5(40 + 29.36 + 3.67)(52.28) = 1909.0 m3

69

Thank you for interesting in our services. We are a non-profit group that run this website to share documents. We need your help to maintenance this website.