IPMSUBJECT: SLOPE PROTECTION CALCULATIONPROJECT: PROSCENIUMLOCATION: J.P. RIZAL, ROCKWELL, MAKATI CITY

I. SOIL PROPERTIES - ALONG J.P. RIZALDESCRIPTION DATA

18UNIT WEIGHT OF WATER (PORE PRESSURE) 9.81WATER TABLE ELEVATION -2.40

22COHESION, c 0DEPTH OF EXCAVATION (BULK) 9ACTIVE PRESSURE COEFFECIENT 0.455SURCHARGE (VEHICLE LOAD + EQUIPMENT) 20MAXIMUM LENGTH OF ROCK ANCHOR ALONG J.P. RIZAL

0.3ROCK ANCHOR SKIN FRICTION

z - average depth of rock anchor from n.g.l.

II. SOIL PROPERTIES - OPPOSITE J.P. RIZAL (3.5m LOOSE SOIL)DESCRIPTION DATA

18UNIT WEIGHT OF WATER (PORE PRESSURE) 9.81

25COHESION, c 5DEPTH OF EXCAVATION (BULK) 9ACTIVE PRESSURE COEFFECIENT 0.406SURCHARGE (VEHICLE LOAD + EQUIPMENT) 20MAXIMUM LENGTH OF ROCK ANCHOR ALONG J.P. RIZALROCK ANCHOR SKIN FRICTION

III. MATERIAL SPECIFICATION7-STRAND TENDONS (1/2" diameter) GR 270SOIL NAIL GR 60BLOCKING PLATES A36B.I. PIPES SCHED 80WIRE MESH GR 33SHOTCRETE, (@ 28 DAYS) 20.7GROUT (diameter = 150mm) 20.7

UNIT WEIGHT OF SOIL, γ

ANGLE OF INTERNAL FRICTION, ø

PORE COEFFICIENT, (FOR SKIN FRICTION), μμ*z*ϒ*tanø

UNIT WEIGHT OF SOIL, γ

ANGLE OF INTERNAL FRICTION, ø

μ*z*ϒ*tanø

SHEET PILE FLEXURE CAPACITY

SHEET PILE MAX. FLEXURAL CAPACITY (KN.m) WIDTH (m)SKSP-IA 47.84 0.4SKSP-II 168.64 0.4SKSP-IIA 165.47 0.4SKSP-III 241.536 0.4SKSP-IIIA 252.96 0.4SKSP-IV 373.6 0.4SKSP=VL 541.28 0.5SKSP=IVA 389.62 0.5

IV. PRESSURE ANALYSIS - ALONG J.P. RIZALTOP SOIL SURCHARGE 54VEHICLE LOAD 20WATER PRESSURE 9.81

TYPICAL PRESSURE DIAGRAM BELOW BOTTOM OF BERM

z

0 3.32 0 3.321 17.13 9.81 26.942 30.35 19.62 49.973 49.32 29.43 78.754 60.73 39.24 99.975 73.52 49.05 122.576 84.89 58.86 143.757 96.87 68.67 165.548 109.07 78.48 187.559 120.62 88.29 208.9110 132.63 98.1 230.73

LATERAL PRESSURE (kpa) WATER PRESSURE

(100%)

TOTAL LATERAL PRESUURE (kpa)

V. ANALYSIS

DESIGN 1: - DEPTH OF EXCAVATION = 9m (WITH 3m BERM), @ 100% WATER PRESSUREBY ANALYSIS: RESULTS VALUE

MAXIMUM MOMENT AT SHEET PILE 251ST LAYER SUPPORT REACTION, Fh 1022ND LAYER SUPPORT REACTION, Fh 273BOTTOM REACTION, FhBOTTOM REACTION, Mz

DESIGN 1A & 1B: - DEPTH OF EXCAVATION = 9m (WITH 3m BERM), @ 70% WATER PRESSUREBY ANALYSIS: RESULTS VALUE

MAXIMUM MOMENT AT SHEET PILE 251ST LAYER SUPPORT REACTION, Fh 912ND LAYER SUPPORT REACTION, Fh 240BOTTOM REACTION, FhBOTTOM REACTION, Mz

DESIGN 2: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 100% WATER PRESSUREBY ANALYSIS: RESULTS VALUE

MAXIMUM MOMENT AT SHEET PILE 361ST LAYER SUPPORT REACTION, Fh 1052ND LAYER SUPPORT REACTION, Fh 240

3RD LAYER SUPPORT REACTION, Fh 4104TH LAYER SUPPORT REACTION, Fh 410BOTTOM REACTION, FhBOTTOM REACTION, Mz

DESIGN 2A: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 70% WATER PRESSUREBY ANALYSIS: RESULTS VALUE

MAXIMUM MOMENT AT SHEET PILE 361ST LAYER SUPPORT REACTION, Fh 972ND LAYER SUPPORT REACTION, Fh 2223RD LAYER SUPPORT REACTION, Fh 3804TH LAYER SUPPORT REACTION, Fh 380BOTTOM REACTION, FhBOTTOM REACTION, Mz

DESIGN 3: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 70% WATER PRESSUREBY ANALYSIS: RESULTS VALUE

MAXIMUM MOMENT AT SHEET PILE 361ST LAYER SUPPORT REACTION, Fh 1052ND LAYER SUPPORT REACTION, Fh 2403RD LAYER SUPPORT REACTION, Fh 4104TH LAYER SUPPORT REACTION, Fh 450BOTTOM REACTION, FhBOTTOM REACTION, Mz

VI. DESIGN

VI.a. ROCK ANCHOR

FOR 2 LAYERS (eg. DESIGN 1)HORIZONTAL SPACING1ST LAYER 22ND LAYER 2

INCLINATION1ST LAYER 202ND LAYER 20

ACTUAL TENSION FORCE (Fh*spacing*(1/cos20deg))1ST LAYER 2162ND LAYER 580

DEPTH OF ROCK ANHOR LINE AT WEDGE OF SLOPE, z1ST LAYER 5.842ND LAYER 8.34

SKIN FRICTION AT GROUT, (ks = γ*z*tanø*(1-u))

1ST LAYER 34.292ND LAYER 62.96

LENGTH OF ROCK ANCHOR, (L = (F.S.*F't)/(3.1416*GROUT DIAM*ks)1ST LAYER 20.12ND LAYER 29.3

note: F.S. = FACTOR OF SAFETY

NUMBER OF TENDONS, (1/2" diam. CAP @ 70% = 137KN)1ST LAYER 22ND LAYER 5

FOR 4 LAYERS (eg. DESIGN 3)ROCK ANCHOR

HORIZONTAL SPACING1ST LAYER 22ND LAYER 23RD LAYER 1.54TH LAYER 1.5

INCLINATION1ST LAYER 202ND LAYER 203RD LAYER 204TH LAYER 20

ACTUAL TENSION FORCE (Fh*spacing*(1/cos20deg))1ST LAYER 222.62ND LAYER 508.83RD LAYER 651.94TH LAYER 620.1

DEPTH OF ROCK ANHOR LINE AT WEDGE OF SLOPE, z1ST LAYER 5.862ND LAYER 8.363RD LAYER 10.864TH LAYER 13.36

1ST LAYER 34.412ND LAYER 63.113RD LAYER 81.98

SKIN FRICTION AT GROUT, (ks = γ*z*tanø*(1-u))

4TH LAYER 100.86

LENGTH OF ROCK ANCHOR, (L = (F.S.*F't)/(3.1416*GROUT DIAM*ks)1ST LAYER 22ND LAYER 43RD LAYER 54TH LAYER 5

note: F.S. = FACTOR OF F=SAFETY

VI.b. SHEET PILINGSEE MOMENT CAPACITY FOR DESIGN. USING SKSP-II, MOMENT CAPACITY OF 168KN IS VERY SAFE

VI.c. DESIGN OF WALERBY CAPACITY:WALER 1 DOUBLE C10x20, FLEXURE CAP. 61WALER 2 DOUBLE C10x30, FLEXURE CAP. 80

FLEXURE CAPACITY TABULATION PER DESIGNDESIGN LAYER MAX. MOMENT (kn.m) REMARKS

1 1 34 WALER 12 73.71 WALER 2

2 1 35 WALER 12 64.8 WALER 23 76.88 WALER 24 76.88 WALER 2

3 1 35 WALER 12 64.8 WALER 23 76.9 WALER 24 73.5 WALER 2

DESIGN BY:

SOLOMON C. CARILLOSTRUCTURAL ENGINEER - PRC # 82875

UNIT REMARKSKN/cu.m.KN/cu.m.mdegreekpam (AVERAGE)

kpammax

UNIT REMARKSKN/cu.m.KN/cu.m.degreekpam (AVERAGE)

kpam

MpaMpa

KpaKpaKpa/m

DESIGN 1: - DEPTH OF EXCAVATION = 9m (WITH 3m BERM), @ 100% WATER PRESSURE DESIGN OF WALER

KN.m w SPA. MOM @ SUPPORT MOM @ MIDSPANKN 102 2 34 17KN 273 2 91 45.5KNKN.m

DESIGN 1A & 1B: - DEPTH OF EXCAVATION = 9m (WITH 3m BERM), @ 70% WATER PRESSURE

KN.mKNKNKNKN.m

DESIGN 2: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 100% WATER PRESSURE

KN.m w SPA. MOM @ SUPPORT MOM @ MIDSPANKN 105 2 35 17.5KN 240 2 80 40

KN 410 1.5 76.875 38.4375KN 410 1.5 76.875 38.4375KNKN.m

DESIGN 2A: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 70% WATER PRESSURE

KN.mKNKNKNKNKNKN.m

DESIGN 3: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 70% WATER PRESSURE

KN.m w SPA. MOM @ SUPPORT MOM @ MIDSPANKN 99.75 2 33.25 16.625KN 228 2 76 38KN 389.5 1.5 73.03125 36.515625KN 427.5 1.3 60.20625 30.103125KNKN.m

mm

degdeg

KNKN

mm

kpakpa

mm

pcs.pcs.

mmmm

degdegdegdeg

KNKNKNKN

mmmm

kpakpakpa

kpa

pcs.pcs.pcs.pcs.

SEE MOMENT CAPACITY FOR DESIGN. USING SKSP-II, MOMENT CAPACITY OF 168KN IS VERY SAFE

KN.m 78.9 w8X21KN.m 103 W8X31

62

DOUBLE C6x REINFORCE @ SUPPORTIx, FOR C6x reqd Ix, in^4 DOUBLE C6x (SIDE PLATE) Ix

2570564.516129 6.175805953199 2 - C6x8.2 1/2"x6" 9.0006880040.3225807 16.52936299239 2 - C6x10.5 1"x6" 18.000

DOUBLE C6x REINFORCE @ SUPPORTIx, FOR C6x reqd Ix, in^4 DOUBLE C6x (SIDE PLATE) Ix

2646169.3548387 6.357447304764 2 - C6x8.2 1/2"x6" 96048387.0967742 14.53130812517 2 - C6x10.5 1"x6" 13.5

5812121.9758065 13.96367890153 2 - C6x10.5 1"x6" 13.55812121.9758065 13.96367890153 2 - C6x10.5 1"x6" 13.5

DOUBLE C6x REINFORCE @ SUPPORTIx, FOR C6x reqd Ix, in^4 DOUBLE C6x (SIDE PLATE) Ix

2513860.8870968 6.039574939526 2 - C6x8.2 1/2"x6" 95745967.7419355 13.80474271892 2 - C6x10.5 1"x6" 13.55521515.8770161 13.26549495646 2 - C6x10.5 1"x6" 13.54551883.8205645 10.93594462264 2 - C6x10.5 1"x6" 13.5

0.5

0.5

0.325

IPMSUBJECT: SLOPE PROTECTION CALCULATION FOR WALERPROJECT: PROSCENIUMLOCATION: J.P. RIZAL, ROCKWELL, MAKATI CITY

I. MATERIAL SPECIFICATIONCHANNEL A36PLATES A36

II. LOAD ANALYSIS - LOCK OFF FORCE

DESIGN 1, 1A & 1B: - DEPTH OF EXCAVATION = 9m (WITH 3m BERM), @ 100% WATER PRESSURE

TYPICAL ROCK ANCHOR SPACING, l 21ST LAYER SUPPORT REACTION, w 1022ND LAYER SUPPORT REACTION, w 273

DESIGN 2 & 2A: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 100% WATER PRESSURE

1ST LAYER SUPPORT REACTION, w 1051ST LAYER ROCK ANCHOR SPACING, l 2

2ND LAYER SUPPORT REACTION, w 2402ND LAYER ROCK ANCHOR SPACING, l 23RD LAYER SUPPORT REACTION, w 4103RD LAYER ROCK ANCHOR SPACING, l 1.54TH LAYER SUPPORT REACTION, w 4104TH LAYER ROCK ANCHOR SPACING, l 1.5

DESIGN 3: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 70% WATER PRESSURE

1ST LAYER SUPPORT REACTION, w 1051ST LAYER ROCK ANCHOR SPACING, l 22ND LAYER SUPPORT REACTION, w 2402ND LAYER ROCK ANCHOR SPACING, l 23RD LAYER SUPPORT REACTION, w 4103RD LAYER ROCK ANCHOR SPACING, l 1.54TH LAYER SUPPORT REACTION, w 4504TH LAYER ROCK ANCHOR SPACING, l 1.3

III. DESIGN OF WALER (USING REINFORCEMENT PLATE AT SUPPORT)

DESIGN 1, 1A & 1BFIRST LAYERMOMENT AT SUPPORT (m = (1/12)*w*l^2) 34MOMENT AT MIDSPAN (m = (1/24)*w*l^2) 17

USING DOUBLE C6x WALER, (fb = fy for temporary structure)REQUIRED Ix, @ SUPPORT (Ix = M*c/fb) 24.70REQUIRED Ix, @ MIDSPAN (Ix = M*c/fb) 12.352

2-C6x8.2

REQUIRED Ix FOR PLATE REINFORCEMENT (@ SUPPORT) 12.352(Ix@support - Ix@midspan)

Ix OF PLATE (assume size below) 18.00SAY : 1/2" x 6" (DOUBLE)

USED: 2-C6x8.2 & REINFORCED PL 1/2" x 6" each channel @ SUPPORT

SECOND LAYERMOMENT AT SUPPORT (m = (1/12)*w*l^2) 91MOMENT AT MIDSPAN (m = (1/24)*w*l^2) 45.5

USING DOUBLE C6x WALER, (fb = fy for temporary structure)REQUIRED Ix, @ SUPPORT (Ix = M*c/fb) 66.12REQUIRED Ix, @ MIDSPAN (Ix = M*c/fb) 33.059

2-C6x10.5

REQUIRED Ix FOR PLATE REINFORCEMENT (@ SUPPORT) 33.059

REQUIRED DOUBLE C6x AT MIDSPAN

REQUIRED DOUBLE C6x AT MIDSPAN

(Ix@support - Ix@midspan)Ix OF PLATE (assume size below) 36.00

SAY : 1" x 6" (DOUBLE)

USED: 2-C6x10.5 & REINFORCED PL 1" x 6" each channel @ SUPPORT

DESIGN 2, 2A FIRST LAYERMOMENT AT SUPPORT (m = (1/12)*w*l^2) 35MOMENT AT MIDSPAN (m = (1/24)*w*l^2) 17.5

USING DOUBLE C6x WALER, (fb = fy for temporary structure)REQUIRED Ix, @ SUPPORT (Ix = M*c/fb) 25.43REQUIRED Ix, @ MIDSPAN (Ix = M*c/fb) 12.715

2-C6x8.2

REQUIRED Ix FOR PLATE REINFORCEMENT (@ SUPPORT) 12.715(Ix@support - Ix@midspan)

Ix OF PLATE (assume size below) 18.00SAY : 1/2" x 6" (DOUBLE)

USED: 2-C6x8.2 & REINFORCED PL 1/2" x 6" each channel @ SUPPORT

SECOND LAYERMOMENT AT SUPPORT (m = (1/12)*w*l^2) 80MOMENT AT MIDSPAN (m = (1/24)*w*l^2) 40

USING DOUBLE C6x WALER, (fb = fy for temporary structure)REQUIRED Ix, @ SUPPORT (Ix = M*c/fb) 58.13REQUIRED Ix, @ MIDSPAN (Ix = M*c/fb) 29.063

2-C6x10.5

REQUIRED Ix FOR PLATE REINFORCEMENT (@ SUPPORT) 29.063(Ix@support - Ix@midspan)

Ix OF PLATE (assume size below) 36.00SAY : 1" x 6" (DOUBLE)

USED: 2-C6x10.5 & REINFORCED PL 1" x 6" each channel @ SUPPORT

THIRD & FOURTH LAYERMOMENT AT SUPPORT (m = (1/12)*w*l^2) 76.875MOMENT AT MIDSPAN (m = (1/24)*w*l^2) 38.4375

USING DOUBLE C6x WALER, (fb = fy for temporary structure)REQUIRED Ix, @ SUPPORT (Ix = M*c/fb) 55.85REQUIRED Ix, @ MIDSPAN (Ix = M*c/fb) 27.927

DESIGN BY:2-C6x10.5

REQUIRED DOUBLE C6x AT MIDSPAN

REQUIRED DOUBLE C6x AT MIDSPAN

REQUIRED DOUBLE C6x AT MIDSPAN

REQUIRED Ix FOR PLATE REINFORCEMENT (@ SUPPORT) 27.927(Ix@support - Ix@midspan)

Ix OF PLATE (assume size below) 36.00SAY : 1" x 6" (DOUBLE)

USED: 2-C6x10.5 & REINFORCED PL 1" x 6" each channel @ SUPPORT

DESIGN 3 - SEE DESIGN 2 FOR SIMILARITY

SOLOMON C. CARILLOSTRUCTURAL ENGINEER - PRC # 82875

DESIGN 1, 1A & 1B: - DEPTH OF EXCAVATION = 9m (WITH 3m BERM), @ 100% WATER PRESSURE

mKNKN

DESIGN 2 & 2A: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 100% WATER PRESSURE

KNm

KNmKNmKNm

DESIGN 3: - DEPTH OF EXCAVATION = 12.9m (WITH 3m BERM), @ 70% WATER PRESSURE

KNmKNmKNmKNm

KN.mKN.m

in^4in^4

in^4

in^4

USED: 2-C6x8.2 & REINFORCED PL 1/2" x 6" each channel @ SUPPORT

KN.mKN.m

in^4in^4

in^4

in^4

USED: 2-C6x10.5 & REINFORCED PL 1" x 6" each channel @ SUPPORT

KN.mKN.m

in^4in^4

in^4

in^4

USED: 2-C6x8.2 & REINFORCED PL 1/2" x 6" each channel @ SUPPORT

KN.mKN.m

in^4in^4

in^4

in^4

USED: 2-C6x10.5 & REINFORCED PL 1" x 6" each channel @ SUPPORT

KN.mKN.m

in^4in^4

in^4

in^4

USED: 2-C6x10.5 & REINFORCED PL 1" x 6" each channel @ SUPPORT