Republic of the Philippines

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

•
BUREAU OF DESIGN,WATER PROJECTS DMSION
Bonifacio Drive, Port Area, Manila

STANDARD SLOPE PROTECTION WORKS

a. Details of Different Types of Revetment
b. Details of Curtain Walls and Berm
c. Details of Foot Protection Works of Revetment

RECOt.ll.lENDING APPROVAL: APPROVED BY:

De~ d Pllbllc Work, WId HIghwtya

otnc. of the Secretary

II mil 001111111111111111
WIN6R01229
·" ,

OfSlGNFLOOOLE\18. onlGN fLOOD l£VB.

GMDED GRAva WitH THE tAllGERONfS

I"tACEO AO.J,Io,ClNt TO HOleS AS SHO¥<fN
RIVERBED wt:EPtfOlES S"AOOlRfDAT 2DOOmm
N'EIVAL AIOYf TllE 0ItDNA1lY WArat lMl.

1lMR""

SEe DETAILS ON SHEET NO.E}1 SEE DfTAILS ON SHEET NO. E}1 SEE DETAILS ONSHEET NO.EB
T1M8flt,REtlFORCEO CONCI!fTf.
OR STEEL SHEtTPlE

C) ~. BOULDER RIP~~~ 2 GROUTED RIPRAP

SCAl!: UIOM.
(:)
MATTRESS REVETMENT
W I SHEET PILE
SCALE: 1::80M.

DES~ FLOODliVB.

R!V£ReEO
RlVER8EO RIVERBED

• b c
$O'J 2000 1000

MATTRESS REVETMENT W/OlJT MATTRESS REVETMENT WI GABION

C) GABION
SCAli!;
REVETMENT (PilE UPI
1:8aM.
250 1000 600

~ ClJT -OFF WAll FOUNDA nON CUT-OFF WAll FOUNDATION

SCAL!: 1::80M. I;80M.

DeIGN ROOD LML DESIGN FLOOO LfVB.

GltAOEO GAAva WIfN THE I.ARGERONES

P1ACEO ADJACENT TO HOlfS AS SHCNtM
WfiPfiOUS $TAOGEREOAT2lXJOrrn'I
INTfRV AL ABOVE THE ORDINARY WATER LEVa

3OClmrT:ITHICKRU8Blf
CONe •••••

SEE DErAIlS ON SHEET NO.E}1

RUBBLE CONCRETE WI

NOTE:
CCJoFKlF.ATlCHTYFt: OF SLCPE PROTECTIONWORKS & LeGTH OF
TOE PROTECOON SH.fJ.lBE BASED ON Sf ABIUlY ANAl. YSIS & SCOUR
AIW. YSl S,RESPeCTI\fl Y.
o RUBBLE CONCRETE REVETMENT
SCAlf:
GRAVITY WAll (TYPE II)
SCAlE: 1;80M.
~rrent of Pubic Works n HI;~
0IIal <If the Seetebl ry

IIUUII~UI.nlllllllllml
WIN6R91229
•••• NO. IHIlT ••••
REPU8UC OF THE PHILIPPINES

8 DEPARTMENT OF PUBUC WORKS AND HIGHWAYS

BUREAU OF DESIGN
WATER PROJECTS llIVISI<)<j
TYPICAL SECTIDNS TYPES OF REVETMENTS
J •

OESlGN R.OOO LfVB..

r DESIGN FlOOOLEYS.

12nYn" RflNFORCING S1EEL GRADED GaAva WITH 'tHf LARGERONES

IloO.RSSfACED.4lXlnTnO£.rm PLACfO AI)JACENTTO I1OL.E5 AS SHOWN

"""''''' WEEPHOLes ST"GGERlD AT 2OlXlrm'I

lNTE~AL I,toVETltEOROIHAR'l' WATERlEVa

GAllION FOoT PIlOTEC'OON (PROVDE

WHEN TtIEtE IS HEAVY SCOIAl1HOj

C9 ~~FORCED CONCRETE REVETM~~~

~ REINFORCED CONCRETE REVETMENT
SCALE: lSOM,

RM'''''

CONCRETE BLOCK
SCAlE: 1:80M..

COCONa."
SOD<lll<G

r omGN R.OODLEVa

~
l.om.X l.om.GRAvafK)j(
OMI'" WRAf"I"EO
WI NON
--\-- ..• wOVfNO£OTfX'Il.E

L ?.am. x lOOmm wa HOmZOffl"L

STRI" DAAt(. dlmO£.SPACING
RetoIfORCEO GRANLlAR Fill
98.1 COMPACTION ASTM [).691

NOTE:
1. CONFMJURAl1()N1TYPE

AWilYSl5,RESPECTm,V.
OF SLOPE PROTEC11ON~KS a
I lENGTH
ra: PROTECTlON SHALl BE iWlED ON STMiUTY ANAL YSlS & SCOlA
o MSE GABION
SCALE:: I:80M.

~ 810 ENGINEERING I1'fPE I)

~ L£NGTH"" S'TRENolTH Of GEOOmO SlW. BE BASED ON DESIGN SCALE: lSJM. Deporlrrent of Pubic _ks "'" H1g~_
ANAlYSIS AHJ CAI.Cl1l.AilON. OrrtC8of u,. SeofetIry

IIIIIIUIII•• IIIIIIIIIII
WIN6R01229

_IT.

8
REPUBLIC OF THE fHIUPPINES
DEPARTMENT Of PUBUC WORKS AND HIGHWAYS

BUREAU OF DESIGN nPICAl SECTIONS nPES OF REVETMENTS

WATERPROJECTS DMSION
 NOTES: .
10. AllOWABlEOESIGNVELocmES
1_ fIRCMOE tAlM. WIDE BERM FORRE't'ETUENT HElOHT GREATeRnWl4.0 II\. TO BE lOCATED
MlDWAYOf~tEDfT. RE'lEYMENT AI.LOWABLEDESIGN
2. FRE£BOARD IiW..1. BE MSEOON 11£ OOC8MWELl All CHTHI! WEMOIWOJU~TED
1..N:21,2Ot1a'8R.8 , 1YPE \<£lOCllY m/S
~ ONFlOODCOIfTRa.N«JIDlO~ITANlWCDB
s. 6PECIFlC OAAVI1Y FOR ITOHE8 FOR lOOfl£ 9:lU.DERNIAOM SH.H.LBE15 G) 3.0
4, LfMaTH CE SCOLll: PROTUOON 61W1. BE 1lABB)'0N THE RESU.T8 Of 8COl.R __ YSlS
~ 3.0
llLOPE ITABlITY NW.Y&l8&M.l. BE PflEPNB)'ORF1JJU~ IWlKS
TO !IE PRJW;EOWlTKfl:EWTMENT8 W11l111EJQ4T0f1O "NlDAflOv£. @) 5.0
&. COCCMT IS I.ISEOTO PB:MOE IWMEIJATE1Il.JAF.tCf STABUZATXlN DlIWIG TIE fEJQ)
OF GERMl*TIOft /fNJ F'lAN1'£8THlJfHENf. (3) ".0
7. COCOFIBER LOGs.fA6ClNE8 ME COMPRE$SE) COCO fIEl "' .••N"I\.OM I£TTIIG TO
FORIII"l.ClQS"N"I'fAfW«:E @l 5~
QJCOfIBER tolAYBE 8TRATE<JCIU Y IH8TALLEOa.l L.C»«la.0PE8 TO IElJCE
INlENGTHNtO TON::f ASlNTERCEPTOADRNHSTOPOOLlI'&SlOWOCMM @) •. 5
WATER LONG EHOUGrt TO Nf'( 8fOI1IEtff TllAT •• 1N Tl£ Wt.TER TO 6tT'1\..E M.
I. ~.lSAwauREl«JlMEl)GRAS8l(NC1M(fORIT1EXfE~"J0TN3 5.0
8YSTDlWHICH REJrIOHlI'TO •••. ~
8.If'YDA08EED.I6tmlJWJTlCAl.lYN'PUEDSEEDlIIIXWI""'TERJ.I.lCH.8IJrI)IGMEf(]' 50
&FEIU'1JZa<S TO EA8l.YESTAilll&tVEGETATlONCtt'TREATEOAAEA
~~~~~~~m~m~~~~ >6.0
SEED ~NfJWHEAE &IT£161NACCEB8lIlLEORTOO t:MGEID.J8TOf\.IM
>e.o
5,0
~ ~.ENGINEERING {TY~~I~
3.0

5,0

3.0

3.0

3,0

o DETAIL OF BERM

o DETAIL OF CUT.oFF WALL

WITH CURTAIN WALL o DETAIL OF SHEET PILE WALL
IMTH CURTAIN WALL

o DETAILS OF CURTAIN WALL AND BERM

SCALE: 1:30M.

~ ORDINARY W.\TBll.EVB.

•••• OED

10l1m 0 STIRRUPS 10 PA8& T1ftI twOJN(.1

ltOLEi OF N'E8{ONESTlRf¥JPPERFUI

o TYPE - B (LOOSE BOULDER APRON)

NOTE:
CONFIGl.m:nowTYPE
TOE PROlECTION
Cf' SlOPE PROTECTION WORKS & L.EN3TH OF
SHHJ. BE BASED ON STABIUTY ANALYSIS & SCOJR
o TYPES OF FOOT PROTECTION o TYPE~C(C.IIT..t"lF=FW411 \

Oep.rtnnt of Public Worb .,d HIahMY'

~LYSlS,RESPEC1TVB..Y.

o TYPE -A (SHEET PILE) WORKS fOR REVETMENTS

$C"I£: l:30M.
otrloe of the Secret8ry

~IIIIIInil ~IIIIIIIIIIII
WIN6R01229

REPUBUC Of THE PHIllPPINES ••••••••••••••

8 DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

BUREAU OF DESIGN
WATER PROJECTS DroI1SIOO
SOItFM;O OAM,POII.fNEAWM.A
-TYPICAL SECTIONS
-DETAIL OF CURTAIN WALL &. BERM
- TYPES OF FOOT PROTECTION FOR
REVETMENTS
TYPES OF REVETMENTS ""WIt

a.""",
TE~
I· "

Republic of the Philippines .

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN,WATER PROJECTS DMSION

• Bonifacio Drive, Port Area, Manila

STANDARD DETAILS OF PILE HURDLES

APPROVED BY:
RECOMMENDING APPROVAL:

_ ••"' ••,w•••••••••
H,,_
CfIIoe of the sectary

m 1IIIIIIIIIallllilO
WIN6R01231
 o SECTION A-A

o SECTION s-Il

NOTES
t.AU.PI.£IllWLeeAT1.EMT2Il'.II-.1N0lAAEml.
z. otlJ,.Il0UI-.w.a.1E tn" •• OWET£ANlHMUfSAH;lWASHIRS.
"UtIG1H.L~tUO.U8WU ItNtEIEFlOI taTO ,SPeRC£Nft#1HIWDlttaf'JHIllMl'l
QltOWtlnUNQfTO£lafD tCllIol.
4. TCflClIlHl.ES.wJ.Bf."TI.lA$TU.I«NE.1M.rf(JIWl(JtCA:ONR'l'
•• TIlt ••••••
lIlCllONMCUIJJ3FC;M:flIB..llItErPI.Etul:lLElttW.1IlEIA5EDONTHE IlE$lJ,.T r:E"1l£fIION
IrNLYBlINC)CAI.Ctl»Dlti.

o FRONT ElEVATION o SECTION C - C

o ..
TIMBER PILE HURDLES
..... ~

SHIET NO.
RfPU8UC OF THE PHIUf'PlNES SH'" mu.
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN -DETAIL OF TIMBER PILE HURDLES STANDARD PILE HURDLES
• WATER PROJECTS DlVtSl()l
1lOItFH:lClDRM.PC«rMfA,1IUHIA
 I limn 010lT WfNtrB" WASHaS

A N

o DETAllOFSAWAUt,lrAmNG

7SX2.50Y~10ll'ItSfQUlVI\I.fNT}

I50XllXlY.AKMjOll'IT1EQlW\1A.l.OO)WAl..E
Illrrwrl01Ot.T lllUSHfS AND TWIGS
WlTMNlII'S&WASIifRS

III 1111
II II 1111
I III
1111 II II 1111
1111 II ••
1111 IIII
III II II
II II II. II II
1111 III II II
:: :: :: :: :: ::
II
II
II
II
.....1:
1111
1111
I' II
'"
11.1:
1111
II II
II ••
II II
&10..1.8
1111
II ••
IIII
1111
lil:
~
1 o CROSS SECTION

o FRONT ELEVATION

o-.: STEEL SHEET PILE HURDLES

.... [)@p8rtrn1ntof Publlc W0tk8 .net H~hMya
OffIce cI the SltcrebIry
.

1IIHIIImlmDlIIIIII"~
WIN6R01231
• REPUaLCOF THE Pt-tUPPlNES SHlEr CONTENTs, IMIlT 110.
DEPARTMENT OF PUBUC WORKS AND HIGHWAYS
BUREAU OF DESIGN -DETAIL OF STEEL SHEET
STANDARO PILE HURDLES
• WATERPROJECTSDiVISION PILE HURDLES
ICHFAClO mM.1'C«T.wA.MAHlA
 Republic of the Philippines
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

•
BUREAU OF DESIGN,WATER PROJECTS DIVISION
Bonifacio Drive, Port Area, Manila

STANDARD BIO - ENGINEERING FOR SLOPE PROTECTION APPLICATION r".

a. COCONET, INTERLOCKING BLOCKS WITH VETIVER GRASS

b. COCONET WITH VETIVER GRASS

c. COCONET, COCO LOGS I FASCINE WITH VETIVER GRASS

RECOt.lIolENDING APPROVAL: APPROVED BY:

_cl""bl~_ond_
otrIc:8oftheSe::reblry

1111111111111111111111.
WIN6R01232
 BIO- ENGINEERING FOR RIVER BANK SLOPE PROTECTION APPLICATION
(COCONET, INTERLOCKING BLOCKS WITH VETIVER GRASS)

VETIVER GRASS
VETIVER GRASS

DESIGN FLOOD LEVEL (DEL) I

___.__. . . .. ....sz.JM~!M~_'!gx.l'~B!~tlG!'.Q.E!,QQ~~~_l'!F;f\..L . . . -------
VETIVER GRASS

REINFORCED CONCRETE ANCHOR

0.14 M. -12l, 1.0 M. LENGTH

NYLON ROPE, 0.Q1 M.

6) TYPICAL CROSS SECTION

SCALE: NOT TO SCALE

GENERAL NOTES:

1. ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.

2. VETiVER GRASS HEDGEROW SHALL BE PLANTED ON THE SLOPES AT 0.10 M. TO
NYLON ROPE,
0.15 M. PLANT INTERVAL AND THE ROW DISTANCE SHALL BE 1.0 M -4.0 M. APART.
0,10MII INTERLOCKING BL.OCKS 3. INTERLOCKING BLOCKS CAN BE USED WITH NON-WOVEN GEOTEXTILE TO
HEADSIZE BO\.IlDERS
HElGHT =r O.34M. PROTECT AGAINST SOIL EROSION.
WIDTH • 0.30111.
THICKNESS' 0.114 II. WATER GRASS 4. COCONET 700 IS USUALLY USED FOR RIVER BANK PROTECTION. IT CAN ALSO BE
WEIGHT - 221<GS.
VE1TVER GRASS
USED FOR INTERMITTENT HIGH VELOCITY AND HIGH WATER VOLUME DURING
NON-WOVEN HEAVY RAINS.
GEOTEXTllE INTERLOCKING 5. COCONET SHALL BE LAID LOOSELY. NOT STRETCHED ON THE GROUND. DIRECT
8LOCKS
CONCRETE ANCHOR CONTACT WITH THE SOIL SHALL BE MAINTAINED AT ALL TIMES.
DIAMETER. 0 ' 0.14 M. 8AMBOO PEGS 6. BACKFILL SHALL BE IN ACCORDANCE WITH THE APPROVED PLAN AND SHALL
LENGH1"-1.0 M. 0.03 M. ' 0.04 M. WIDTH,
0.26 M. - 0.30 M. LENGTH
CONFORM TO THE REQUIREMENTS OF EMBANKMENT.'
3.0 PCSISQ.II. 7. BAMBOO PEGS SHALL BE USED TO ANCHOR THE NETS INTO THE GROUND. USE 3
PCS OF BAMBOO PEGS PER SQUARE METER.
REINFORCEMENT BAR.
NON-WOVEN GEOTEXTILE 8. WATER GRASS ARE PLANTED AT EACH HOLE OF THE INTERLOCKING BLOCKS .
DIAMETER. 0-16 MM
REINFORCED CONCRETE
SUBMERGED UNDER NORMAL WATER LEVEL.
ANCHOR 9. INTERLOCKING BLOCKS ARE USUALLY USED IN STREAM BANKS WITH VELOCITIES
WHICH MAY EXCEED 3.0 MlSEC.

G) ~:'E~FORCED CONCRETE ANCHO:s:

G)~AIL ~S:
10. HEAD SIZE BOULDERS ARE PLACED AT THE TOI= nl= TI-ll= 11\IT1=1l1~l(iNr::
DepIlrtrent d
~
Public Works p
ci the SecnM'l'
RI n~l(!,:
HlgtMwP

1IIIIIUHIIWnURIIDlilA
.W1N6R01232
RECOMWEND! NG APPROV.A1.:
_ .••,.• d.
PREPAREO BY: D"TE: SIGNATURE
SHEET CONTENTS: SHE£T TITLE:
REPUBU: OF THE PHIUPf'INES

8
DEStOtt CA~<tOOQJE
DEPARTMENT OF PUBUC WORKS AND HIGHWA YS ~ CROSS 8ecT1ON
81c)' ENGINEERING FOR RIVER IlA/'I<
Sl.OPE PROTECTlON APPlICATION
REJNFORCEO CONCREm ANCHOR
BUREAU OF DESIGN (COODNET. INTERlOCKING BLOCKS
0fIAWIt ~~
DITAIL A, DETAIL B
WATERPROJECTSDIVISION Willi vrnVER GRASS) CHECI<m twrrJtI~W.LACRlZ,Jt .

I . !lOtIF1aO OfIYE.POfrrIRAIriWll.A
GENI!RAL NOTES
 ..
BIO- ENGINEERING FOR RIVER BANK SLOPE PROTECTION APPLICATION
(COCONET WITH VETIVER GRASS)
EXISTING PAVEMENT I SIDEWALK

VEllVER GRASS
HEDGEROW, ROW
DISTANCE AT
1.0 METER

VAA LE

DESIGN FLOOD LEVEL (DFL) /

I
a.3OM

..,OM

NORMAL WATER LEVEL BASE STRUCTURESSUCH AS; GABION, STONE

MASONRY, CONCRETE RETAININGWALL, SHEET
PILES, ETC.

ELEVA liON
SCALE: NTS:
TYPICAL CROSS SECTION
SCALE: NOT TO SCALE
GENERAL NOTES:

1. ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.

2. VETIVER GRASS HEDGEROW SHALL BE PlANTED ON THE SLOPES AT 0.10 M. TOO.15 M.
PLANT INTERVAL AND THE ROW DISTANCE SHALL BE 0.30 M. APART UP TO THE DFL/MEFL
AND 1.0 M. - 4.0 M. APART ON SLOPES ABOVE THE DFUMEFL.
3. COCONET 700 IS USUALLY USED FOR RIVER BANK PROTECTION. IT CAN ALSO BE USED
VETIVER GRASS HEDGEROW
VETI\>ER GRASS I-EDGEROW FOR INTERMITTENT HIGH VELOCITY AND HIGH WATER VOLUME DURING HEAVY RAINS.
4. FOR CUT SECTION MAXIMUM HEIGHT IS 7.0 METERS WITH A SLOPE OF LESS THAN OR EQUAL
NOTE:
TO 1:1 OR 45 DEGREES.
COCONET 700
VETIVER GRASS PLANTING DlSTAACE 5. FOR EMBANKMENTIFILL SECTION MAXIMUM HEIGHT IS 3.0 METERS WITH A SLOPE OF LESS
@ 0.30 METER PLANTlNG INTERVAl.
AN) 0.30 METER ROW DISTANCE LP TO THAN OR EQUAL TO 1.5:1.
1HE DESIGN FLOOD LEVEL (DFL) I 6. COCONET SHALL BE LAID LOOSELY, NOT STRETCHED ON THE GRoUND. DIRECT CONTACT
BAMBOO PEGS MAXIMUM EXPERIENCED FLOOD LEVEL
0.03 M. - 0.04 M. 'MOTH, (MEFL) WITH THE SOIL SHALL BE MAINTAINED AT ALL TIMES.
0.25 M. - 0.30 M. LENGTH 7. BACKFILL SHALL BE IN ACCORDANCE WITH THE APPROVED PLAN AND SHALL CONFORM TO
3.0 PeS/SO.M.
THE REQUIREMENTS OF EMBANKMENT.
8. BAMBOO PEGS SHALL BE USED TO ANCHOR THE NETS INTO THE GROUND. USE 3.0 PCS OF
BAMBOO PEGS PER SQUARE METER.
9. MUST HAVE AT LEAST 0.025 M (ONE INCH) OF SOIL FOR PLANTS TO GROW . ./ •
DETAIL A 10. USE BASE STRUCTURES SUCH AS; GABION, STONE MASONRY, CONCR~ETAINING
SCALE: NTS: WALL, ETC. OoP-J:,.P\J:~:::"~HIg-
IIMUIIHII~IIIIIBllllml
WIN6R01232
,/ '

511£[T TlTL.E: PREPARED BY; CATE.: RtCOYMENDINGAPPROVAL: APPROVEDBY SET NO. SHEET NO.
SHttT CONTENTS:

8
REPUBLIC OF THE PHIUPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWA'IS BIO- ENGINEERING FOR RIVER BANK
~ SECT10N OETAIL Of WAVE DEfLECTOR
SLOPE PROTECTION APPLICATION
BUREAU OF DESIGN • DETAIL OF DRAINAGE DITCH
• TYPICAL secnON
W~TERPROJECTS DMSION _ DETAIL Of ANCHORAGE TO ARMOUR ROCK
(COCONET WITH VETIVER GRASS)
 810- ENGINEERING FOR RIVER BANK SLOPE PROTECTION APPLICATION
• I ~.

(COCONET, COCOLOGS I FASCINE WITH VETIVER GRASS)

VETlVER GRASS
HEDGEROW, ROW
DISTANCE AT
1.0 METER

VM

NORMAL WATER LEVEL

BASE STRUCTURES SUCH AS; GABION, STONE
MASONRY. CONCRETE RETAINING WAll, SHEET
PilES, ETC.

ELEVA liON
SCALE: NTS:
TYPICAL CROSS SECTION GENERAL NOTES:
SCALE: NOT TO SCALE
1. All DIMENSIONS ME IN METERS UNLESS OTHERWISE SPECIFIED.
2. VEnVER GRASS HEOGEROWSHALl BE PlANTED ON THE SI..OPESAT 0.10 M. TO 0.1~ M. PLANT INTERVAL ANDnE ROW DlSTANCE SHALl. BE
0.30 M. APART UP TO THE DFuMEFL AND 1.0 M. - •. 0 M. APAAT ON SLOPES ABOVE THE DFUMEFL
3. COCONET 700 IS USUALlY USED FOR RIVER BANK PROTECTION. IT CAN ALSO BE USED FOR INTERMITTENT HIGH VELOCITY AND HIGH WATER
VOLUME DURING HEAVY RAINS•
•. FOR CUT SECTION MAXIMUM HEIGHT IS 7.0 METERS, SLOPE IS 1:1.
e. FOR EMBANKMENTIFILL SECTION MAXIMUM HEIGHT IS 3.0 METERS, SLOPE IS 1.e:l.
e. COCONET SHALL BE LAID LOOSELY, NOT STRETCHED ON THE GROUNO. DIRECT CONTACT'MTH THE SOlL SHAlL BE MAINTAINED AT All
VEllVER GRASS HEDGEROW TIMES..
7. BACKFILL SHALL BE IN ACCORDANCE WITH THE APPROVED PLAN AND SHALL CONFORM TO THE REQUIREMENTS OF ITEM 104· EMBANKMENT.
NYlON ROPE, 0.010 M."
VETiVER GRASS HEOGEROW 8. BAMBOO PEGS SHALL BE USED TO ANCHOR THE NETS INTO THE GROUND. USE 3 PCS OF BAMBOO PEGS PER SQUARE METER
LIVE STAKE 9. COCOLOGSIFASCINES SHALL BE INSTALLED IF THERE IS NO EXISTING VERTiCAL AND HORIZONTAL DRAIN. COCOLOGSIFASClNES SHALL BE
o.oe M. " • 0.1 ~ M. " DIAMETER. INSTALLED AT THE SlOPE AT EVERY 8.0 •••.SPACING PLANTED'MTHVEnVER GRASS.
0.60 M.• 1.00 M. LENGTH NOTE: 10. LNE STAKES SHALL BE USED TO ANCHOR THE COCOLOGSIFASCINE TO THE GRDlJN)AND ADO TO THE STABILITY OF THE SLOFE.IT SHALl.
COCO LOG
VETIVER GRASS PLANTING DISTANCE
BE PlACED ON BOTH UPHIL1.AND ~ILL SIDES OF THE LOGS AND MUST BE SPACED AT 1.0 METERAPARTOep-'''' PublicWe'"ond HIg-
11. NYLON ROPES ARE USED TO TIE THE LOGS TO THE LIVE STAKES TO ADO STABILITY•• OfI1oe"''''_
COCONET 700 00.30 METER PLANTING INTERVAL
AND 0.30 •••ETERROWDISTANCEUP TO 12 USE BASE STRUCTURES SUCH AS; GASION. STONE MASONlY. CONCRETE RETAINING WALL, ETC. 1111 DID 1111111111111111111
BAMBOO PEGS
0.03 M.• 0.04 M. WIDTH,
THE DESIGN FLOOD LEVEL (OFL) I
MAXIMUM EXPERIENCED FLOOD LEVEL
WIN6R01232
0.25 M.• 0.30 M. LENGTH (MEFL) STEEPNESS VERTICAL DIBTANCE HORIZONTAL
3.0 PCSISQ.M. COCONET COCOLOG TYPE OF SLOPE VEGETATION
OF SLOPE OF COCOLDGS INTERVAl.
3: 1 400 100 8.0 METERS EMBANKMENT VETlVER GRASS 0.1SM •. OM
2: 1 4DO '00 8.0 METERS CUT GRASS COVER DEPENDS OF DESIRED DENSITY
1.5: 1 4DO 200 8.0 METERS
1:1 700 200 8.0 METERS
DETAIL B o.e: 1 900 200 •. 0 METERS

G):'~AIL~: SCAlE: NTS:

SHEET COfUENfS: sttEET Tm.£: PRtPAfW) BY: CATEI

REPUBLC OFTHE PHILf'pINES
DEPARTMENT OF PUBUC WORKS AND HIGHWA YS SIG- ENGINEERING FOR RIVER BANK
· SECTlON DETAIL Of WAVE OEFlfCTOR
SLOPE PROTECTION APPUCAnoN
BUREAU OF DESIGN • DETAIl Of OAAINAGEOITCH
• WATERPROJECTSDIVISION • rmCAI. SEmON (COCONET. COCOLOGS I FASCINE WIDi
• DETA1L OF ANCHORAGE TO ARMOUR ROCK
BONIfACIO ORI\IE. f'()ff," MfA MalA
VETlVER GRASS)
 GENERAL NOTES:
1. Clio•• ' 'A,' (FOR PILE CAPl AIfO CLASS 'C. (FOR REINFORCED CONCRETe: I'ti..()
CONCRETE SHAU. H.\VE MINIMUM 8TR£NGT~S OF:IO.70 MPa.
2. Al.lA.INF~G6A.RS8tW.l.COHFORMTOA5TMM1:uAS1~.USEf.-l""",",
QMO£40,Iy- 27eM~ FORBAASWIlli ORLESS THAN12"'Ill ~R.1'lNO

3.
•.....".
USE "4INIMUMllO. 'Y-

ADO o.!KllO oro

414 UP_, FOA ~8WiTHORGREATER

OIA.TClMACEOUS B~ [CEl..rTE OR n£
T'tW'4111

lll<EJ AS AH
•••••

AQ~C: PCIt 8AG orCE~. u&E W,,~ JET IF NECESSARY\Pi

RIVERSIDE ORMNG PUs.

TOP ELEVATION
. ~~
4. TlitH. P"Il.U "-"E DESlI3NlIP
111UO KIlOoN!.WTON-t.teTl'ItS PElil. Iol!TER CW W~ FaA: 8M., 705M. ",.,
• M. "'1.If! M&PfCTNSLY.
WITM A REStSTtfG M)t.E.NT 01'11880,11310 .

II ,. MW~ n:Nf.TflATIONallOW O1.t.NHl!.L BeD TO U .c.Ol11(..'.Io2M. He

J\
5.11 Ill. !tOA 8M., 7.!$M.""'" IN. PUS ~SPECT1'IO..Y.

•• S. CONQIltITa
TOll't\OCUCIi
VIlIIlATOR Sl'lNJ. Ii. 1.1810 IN THE CASTING Of' t1iESE PLU.
A OE"IS&. N«J t1lQH C~IS/IIE S~TH CCHCFtfTE.

• TH& .••••SUMED STR£SSU AM. fOR CONCAE'll: COIdPREssaoN:

·!
I lIM POUNOIPERSQUAAEINCI'I AHO FOR STEEL '" TCH5lO«;
I ~M.L 11,000 I"OUfClI P£R aOUAAE tot
~ 10 mm" BARS SPACED AT 300mm
I .'l;lI' BOTHWAYS
1. D1MeHSlOH&.AMi'" Mi.ft.KS Wl.E5I O1l-£RWlSE SPeCFlED.
a. FIGUMS SHAU. GOVERN OVER QCA4.U) Olf,EtorSO'tS IN CASE OF
12 mm" STIRRUPS TO PASS THRU OlSClIW'ANClC9.
I
·
i. IT 9riOULD IE NOTED TttA T THE. RElI'.f!ORCEllEtfT8 OF THE RMRSIDE. N'€J
HANDLING HOLES OF PILES (ONE I,.AH)tJOE OF TH£ PllES,Ir,Q NOT THE lAMIE,EXTREI.E CARE SHOll.08£
STIRRUP PER PILE) l):lfI,O&lO IN DRIVING THe PI-I1&. EtACI'l SlOE ry. THE PILE GMT SKOl.t.D 16
MAAAf£Q "W' ••~ THe w~TEMIOEN""l.·Il'OR THE 1...AN0UlE '" THfCAK

- 12 mm" LONGITUDINAL BARS ",m

HeAR THE.BUTT END. ~ II1OUI.O 8E ATT,t.CH£O TO Tl1E FORMS.
SPACED AS SHOWN
REINFORCED CONCRETE PILE

LENGTH OF MAIN REINFORCEMENT

ELEVATION OF R.C. PILES LENGTtl

...• CF SIZE OF BARS
foHDfClI IIMMDI
VI
(m)
VI
(11'1)
\Is
(11'1)
\I.
(m)
\1,
1m)
y.
(·1

C)ERECTION DIAGRAM 8-.OCM. 20llYllll 121T'••.•0 ~.n 1.82 l.a1 5.92 5.117

c:rlLE CAP DETAIL '."

'.K •• 0>
SECTION A· A

NOTES:
1. FOR '.10M . .AND 1.62.1,1 ~S. USE III'MJ PAlRS a: MAIN REINFORCING 8AA&.

- 2. FOR t. 16101, PUS. un • (sax) PAIRS OF MHN REW~ BAAS.

., Le~'flol CF &Ib
SIZE.

(Jf
NUMBER,

I,
AND SPACING

8,:
OF STIRRUPS

8s s.

.. , - "I
PLI
a.OOM.
~1.I"1Q'l1o

lQfnrrl0 10M 11 pili

.IO~
0 3.04M
IIQTloI

,.~
.m~
G
\~

1.23'" I5pelf
~~
~

0
"''«In;
0.1115 311Cl
~U
0

-
\' '/, .;; -I
1~M. ,~Z 10M 'l/lCIO
,10M
!.OM 2$pcI0
~~
1.315M 21PD10
~_
0.2515 3lQCD
U~

.OON, 10"11Me 1.0101 11* 0 C1021d IlpCI 0 t.)eM 17j101 G: 0.82101 31lQ •

ELEVATION FRONT ELEVATION

St,
--1 St
STIRRUP BAR
•10~

BENDING SCHEDULE
~~ ~~ ~M

R. C. PILES SHOWING REINFORCING BARS

G DETAIL OF STIRRUPS
llitlOllo< OF
I"It.l

o.ocM-
llU Of

1"1IlfU>t

10rl'llt'll21
(c:m)

25.1
I b
(~",)

12
(em)

2U
G
(01"
d

11
•
(c:ml

.,
,
10l'l

2D 11 10 130' 122' 1.0' 1.&2'

v, v, v, v• v, v.
• .ooM. 1Cmm" )R 1. n.1I :to 51 2! 19 11 101' 123' 131' U1'

• k k

( RtV RSIDE)
DATA ON THE TYPICAL CROSS· SECTION

LEHOTH or i;llO$S"C1"~ I, II, I, b1 II III II. ell Co2 Co, f f,

i-- I PIlI ~ •• ~_'I (om) {Cl"l (e.nl (cml (UIII ICl'II (om) (00'!'i1 lcm) tCF.I1 (om) (CI'"l

1.00114. JC).., • 12 " II US U fl.' U U 3.0 6.0 •. ~

1.$)M. ".50 10 II 12 11 U •.5 1.6 8.0 u '.0 U U

\.

( LANOSIDE)
\ 1'--/1/ \ TOP
•.ooM
.• 2.&.1

OATA
1.)

ON STEEL
Ie I'

SHOE
12 U

PLATE
s.o 1.5 1A '.0 4.0 H 0.'

i-!-
lLNOTI1a • b Cl f • I II " -. m 'f! P III f
FRONT PU (em) (4Il') (Cl1lII (~l (crnllc;tnl 10tll) (C>fl) (om) (C'l'Il (lI'rl) (0In) (~l (O"IlJ
REAR
SECTION A-A

U
SIDE I.ooM. I 10 Z2 • U 6 I nQ '7 3e 32 II 12 U

DETAIL OF STeEL SHOE PLATE (3mm THICK) 1.50M. 11 13 n 10 •.6 • II s..o 1R -'0 so 22 I. :1.0

REPueuc Of THE PHIlIPPINES

NlPAMIt WI

_~ Ih1&WII
r-......
1'/, \
I
__
-- ~/'u.
....
,.00'''' t2 H 28 10' 8.c fI

-II'>
12 .lJ.6 20 •••

~
42 24

NO.
~..-G
••• NO.

8
Ol;!'OItt.lMTI~tRUZ.'ll
DEPARtMENT OF PUBLIC WORKS AND HIGHWAYS

BUREAU OF DESIGN
_ R,C. PIL.fS SHOWING REINFORCING
- SECTION DETAILS
_ DETAIL or: STEfl SHoe PLAT!
eARS
STANDARD REINFORCED
SHEET PILE
CONCRETE
""""', •. (:EON ~o{ L1NGA;-
OltEf.WAT£fl;PAO.'fCllIXVAt.O.D.
D.A!lTfe. PC ANITE
o.
WATER PROJECTS DIVISION
, -. _ SPECIFICATION a. GENEFtAl NOTES CHEtllEi>. 'J4JIe1iWlOA.CNt.OTAI

/
 L.".n~aHOl..I!· J2rMlll L~TaO 0 l$O!'IIn'
!'ROM 0Nt ENe

~
I
10 mm 1/1 BARS SPACED AT 3DOmm
BOTHWA YS
12 mm 1/1 STIRRUPS TO PASS THRU
HANDLING HOLES OF PILES (ONE
STIRRUP PER PilEI
I 12 mm 1/1 LONGITUDINAL
SPACED AS SHOWN
BARS

sreEL SHEET PilE

U-TYPE STEEL SHEET PILES

PILE CAP DETAIL

(Should Indicate the n:)

l. Length (m)
Wl Weight (kg/m)
Sx, Section MOdulus (cm'/m)
fy. grade of steel adopted

GENERAL NOTES :
1. CLASS "A" CONCRETE SHALL BE USED WITH A MINIMUM COMPRESSIVE
STRENGTH OF 20.70 MPa.
2. ALL REINFORCING BARS SHALL HAVE A MINIMUM GRADE OF 40 (fy = 276 MPa).
3. ALLOWABLE STRESS FOR STEEL SHEET PILE SHALL BE 1800 kg/cm'

Z-TYPE STEEL SHEET PILES 4. THE CENTER OF LIFTING HOLE SHALL BE LOCATED AT DISTANCE OF 150mm
FROM END OF EACH PILE, DIAMETER OF LIFTING HOLES SHALL BE 32mm.
5. ONE MAN BOULDERS (300-400mm DIA.) SHALL BE USED FOR THE BOULDER
NEAR THE TOE OF THE FILL. ALL VOIDS BElWEEN BOULDERS SHALL BE
LEGEND: FILLED WITH SAND AND GRAVEL AND SUFFICIENTLY WATERED TO SECURE
COMPACTION.
d = WEB THICKNESS L = FLANGE THICKNESS 6. DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.
f = NOMINAL t, = THICKNESS 7. FIGURES SHALL GOVERN OVER SCALED DIMENSIONS IN CASE OF
b = WIDTH w = NOMINAL WIDTH DISCREPANCIES.

h = DEPTH

••••••••• 1'11
RtfUBUC or THE PHllI1'riN£S """' l11U>
DEPARTMENTOF PUBLIC WORKS AND HIGHWAYS oe!lGttl.W{!Ilfl.\~CIlUl.1t
• TYpes OF STEfl SHeer PILE TYPES OF STANDARD DETAILS OF
BUREAU OF DESIGN • DETAJl Of PILE CAP STEEL SHEET PILE FOR
OAAWlt.JA.H~":'''Jc,~
- GENERAL ~on·s •• U- TYPE STEEL SHEET PILES
WATERPROJECTSOMSION
b. Z- TYPE STEEL SHEET PILES MCKm Ol"l
 REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANILA

STANDARD
EARTHDIKE/LEVEE
 GENERAL NOTES

I. DESIGN CRITERIA AND SPECIFICATIONS m. MATERIAL AND CONSTRUCTION REQUIREMENTS

,. OPWH DESIGN GUIDELINES, CRIlERIA a STANDARDS (DGC5), 2015 EDITION ,. EMBANKMENT
2. OPWH STANDARD 5Pl!C1FICATlONS, VOLUME 2, 2013 EDITION EMBANKMENt SHALL CONTAIN NO MUCK. PEAT, SOD, ROOTS OR OTHER DELETERIOUS MATTER.
EMBANKMENT OF EARTH MATERIAL SHALL BE PLACED IN HORIZONTAL LAYllRS NOT EXCEEDING
D. DESIGN CONDmONS 20Gmm LOOSC IoEASUREMENT AND SHALL BE COMPACTED AS SPECIFIED BeFORE THE NEXT LAYER IS
PlACED. THE MATERIALS PLACED IN ALl EMBANKMENT LAYERS AND THE MATERIAL SCARIFIED TO
,. HEIGHT AND CRESTYoUllH OF DIKE THE DESlGNIlTED DEPTH BEL.O'IVSUBGRADE IN CUT SEC1IIONS SHALL BE COMPACTED UNTIL A
I) THE HEIGHT OF OIKE 15 DETERMINED FROM THE ll!'$1GN FlOOD LEVEL ELEVATION PLUS AN UNFORM DENSITY OF NOT LESS THAN 9ll MASS PERCENT OF THE MAXIMUM DRY DENSITY IS
ADDITlotW. FREEBOARD ALI.OWANCE DEPENDING ON THE DESIGN DISCHARGE AS SHOWN IN THE ATTAINED AT A MOISTURE CONTENT tlETERMlNED BY THE ENGINEER TOIBE SUITABLE FOR SUCH
FOLLOWING TA8l.E: DENSITY.

2. AGGREGATE SURFACE COURSE

llE5IGN IFl.OOD DISCHARGE Q (m"feec) FREEBOARD (m)
THE AGGREGATE SHALL CONSIST OFiHAAo, DURABLE PARTICLES OR FRAGMENTS OF STONE OR
LESS THAN 200 0.8 GRAVEL AND SAND OR OTHER FINE MiNERAl PARTICLES FREE FROM VEGETABLE MATTER AND
200 LESS THAN 500 0.8 LUMPS OR BALLS OF ClAY AND OF SUCH NATURE THAT IT CAN BE COMPACTED READILY TO FORM A
500 AND LESS THAN 2,000 1.0 FIRM, STABlE LAYER.
2,000 AND LESS THAN 8,000 1.2 WI-IERE THE REQUIRED THICKNESS IS l50mm OR LESS, THE MATERIAL MIllY BE SPREAD AND
5,000 AND LESS THAN 10,000 1.5 COMPACTED IN ONE LAYER. WI-IERE THE REQUIRED THICKNESS IS MORE THAN 15Omm, THE
10,000 AND OIlER 2.0 AGGREGATE SUBEll\SE SHALL BE SPREAD AND COMPACTED IN 'I'M) OR MORE LAYERS OF
APPROXIMATELY EQUAL THICKNESS, ,AND THE MAXIMUM COMPACTED THICKNESS OF ANY LAYER
b) THE TOPICREST WIDTH OF THE DIKE SHALL BE BASED ON THE DESIGN FLOOD DISCHARGE AND SHALL SHALL NOT EXCEED l5Omm. ALl·SUBSEQUENT LAYERS SHALL BE SPREAD AND COMPACTED IN A
NOT BE LESS THAN VALUES GIVEN IN THE FOLLOWING TABLE: SIMILAR MANNER

DESIGNIFl.OOO DISCHARGE Q (m'/IeC) CREST WIDTH (m)

LESS THAN 500 3
500 LESS THAN 2,000 4
2,0lIO AND LESS THAN 5,000 8
8,0lIO AND LESS THAN 10,000 8
10,000 AND OVER 7

2. SIDE SlOPE (v:Hl

I) 1:2 FOR EMBANKMENT < 8.Om IN HEIGHT (LOW EMBANKMENT)
b) 1:3 FOR EMBANKMENT> 8.Om IN HEIGHT (HICilHEMB.UIKMENT)
c) 1:. FOR EMBANKMENT CONSISTING OF SAND AND SHALL BE PROTECTED BY PROVIDING A TOTAL
COVER OF 300mm THICK OF A GOOD SOIL AND SODDING

3. BERM
I) RIVER SIDE: FOR HEIGHT> Mm, PROVIDE ElERMAT EVERY 3.Om TO 8.Om WITH A WIDTH OF 1.Om (MIN.)
b) LAND SlOE; FOR HEIGHT> 4.Om, PROVIDE BERM AT EVERY 2.Om TO 3.Om WITH A WIDTH OF tOm (MIN.)

4. HYDRAUUCOESIGI\lDATA
I) DRAINAGE AREA, (DA) • _ Ion'
b) DISCHARGE, (Q) • ~m'!slIc
c) VELOCITY,M =
_mlsee

&
REPUaJCOF THE PHILF'P1_
DEPAR1MENT OF P\JIlJC WORKS NfO tfIGHWI\Y$

BUREAU OF DESIGN
$EET nTLE:
--
......
-J
TEODOROM. CERALDI
-
"-
~
I
7--.....
(\
lo..
-.........tr-v ,,~
""
APPI\O\/&l>.

~- -- .THO. SHT. NO.

.......,
~--
NO
~~
-.-:itl"fJ
I STANOAROEARTHIlIKEII..EIIES GENERALNOTES
WATERPRO.lECIlI DMI10II
GNIII.::.=..•••. r / ~~
~FACIODItlW.POftT/IIIIIi1,.~ i'~'P'~ •..
.~

I
 i
I
TOP WI TH (W)

Q.5Om
RIVER SIDE LAND SIDE
DESIGN TOP OF DJKE , 1 .15m THICK AGGREGATE SURFACE COURSE
_______ ~. l .---...1: _

-----~~~~;;;~--~------~~1~~-------
~ BERM H

~ EMBANIKMENT
95% COMPACTION (MIN.)

NOTE:
REQUlRI;D DESIGN ANAlYSES (HYDROLOGY. HYDRAULIC, SCOUR, SEITLEMENT,
SEEPAGE, SLOPE STABILITY AND OVERALL STABILITY ANAlYSES) SIitAlL Bil CONDUCTED.

TYPICAL SECTION OF EARTHDIKE/LEVEE

SCALE: 1:511l mts.

8:
SHfETTITlE; SHEET CONTENTS
REPUBUCOF THE PHIUPPINES
DEPARTMENT OF PUBLIC VtIORKS AND HIG1IIWI\YS
BUREAU OF DESIGN 51ANDARD EARTHDIKEIl.EVEE TYPICAL SECTION
WATER PROJECTS IlM8ION s.

-----
GI
__ ot_
BOHIFACIO DRIVE. PORT AREA. IotANlLA

...