STANDARD DPWH DRAWING

1. Republic of the Philippines
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
CENTRAL OFFICE
Manila
CJCi '7. I ~ Dr"c.) {.f
(0. f1, .:vJ.:ijJ
OCT 1 4 2020
DEPARTMENT ORDER )
)
:>:ieS of ~o?u
~"I), j
SUBJECT: New and Updated Standard ~Plans
for Various Flood Control, Urban
Drainage and Coastal Structures
(CY 2015-2019)
In line with the issuance of Department Order No. 179 series of 2015, re: DPWH Design
Guidelines, Criteria and Standards (DGCS), 2015 Edition, new and updated standard plans for
the design of various flood control, urban drainage and coastal structures are now available
for reference.
The issuance of these standard plans aims to ensure the safety, cost effectiveness and
development of high quality detailed design for water engineering projects incorporating the
industry's best practice in design adaptable to local requirements. The said plans shall serve
as guide for District Engineering Offices, Regional Offices, Project Management Office Clusters
and Engineering Consultants in the preparation of water engineering plans based on the
revised design guidelines.
The new and updated standard plans for water engineering projects are as follows:
I. NEW
1. Seawall (4 sheets)
a. Seawall with Boulders Toe Protection
b. Seawall with Sheet Piles
c. Seawall using Geotubes
2. Hexapod Spurdike (1 sheet)
3. Polyvinyl Chloride (PVC) Sheet Pile (1 sheet)
4. Two (2) meter Reinforced Concrete Pipe Culvert (RCPC) (2 sheets)
5. Combination of Bored/Steel Sheet Pile for Bank protection (3 sheets)
6. Rubble Mound Breakwater (2 sheets)
7. Rubble Mound Jetty with Geotube Core (3 sheets)
II. UPDATED
1. Slope Protection Works (3 sheets)
a. Details of Different Types of Revetment
b. Details of Curtain Walls and Berm
c. Details of Foot Protection Works of Revetment
2. Details of Gates (2 sheets)
a. Flap Gate
b. Slide Gate
3. Pile hurdles (2 sheets)
4. Bio-Engineering for Slope Protection Application (3 sheets)
5. Reinforced Concrete Sheet Pile (1 sheet)

2. D.O. No. l00. Series of 2020
New and Updated Standard Plans for Various Flood Control, Urban Drainage and Coastal Structures
Page 2 of 2
6. Steel Sheet Pile (U-Type & Z-Type) (1 sheet)
7. EarthdikejLevee (2 sheets)
8. Drainage Culvert with Flap Gate (3 sheets)
9. 2m to 6m Gravity Waif (5 sheets)
The aforementioned plans can be downloaded from the DPWH Intranet (http:dpwhnet) under
Bureau of Design - Standard Design.
-
MARK A. VILLAR
Secretary
5.1.2 LLLjECM/AMD
Department of Public Works and Highways
Office of the Secretary
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Republic bfthe philippines
DEPARTMENT OF PUBLIC WORKS AND IDGHW AYS
BUREAU OF DESIGN,W ATER PROJECTS DMSION
Bonifacio Drive, Port Area, Manila
STANDARD PLANS OF SEAWALL
8. SEAWALL WITH BOULDERS TOE PROTECTION
b. SEAWALL WITH SHEET PILES
c. SEAWALL WITH ,GEOTUBE
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9. REPUBLIC OF THE PHILIPPINES
. DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANILA
STANDARD POLYVINYL
CHLORIDE (PVC) SHEET PILE
FOR REVETMENTS

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PVC SHEET PILE
10 mm ~ BARS SPACED AT 300mm
BOTHWA YS
12 mm ~ STIRRUPS TO PASS THRU
HANOUNG HOlES OF PILES
(ONE SnRRUP PER PILE)
12 mm ~ LONGITUDINAL BARS
SPAC£O AS SHOWN
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Z- TYPE
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GENERAL NOTES:
1, USE OF POLYVINYL CHlO~tOE (PVC) SHEET PilES SHALL 8: BA6EO ON AN eST/f'..1ATEO COST COMPARISON VVlTH OTHER TYPES OF
SHEET PILES. E,O. CONCRETE AND STEEL. FOR POTENTIAL COST SAVINGS AND SHALL MEET Al..L THe PERFORMANce
REOUIREMENTS FOR THE speCIFIC APPI.ICATION, INCl.UDING STRENGTH. STIFFNess, INSTALLATION, tNTeFtl.OCK INTEGRITY,
DURABILITY AND LONGEVITY. SUCH PILE SHALL NOT tsE USED WHEN LARGE IMPACTS DURING THE DESIGN liFE ARE POSSIBLE, I.E
LAROE OEeRIS AND veSsEL
2. THE pvc SHEET PilES AND OTHER APPURTENANT MATEHlALS SHAll CONFORM TO THE REQUIREMENTS AND speCIFICATIONS
PRESCRIBEO 1N DEPARtMENT ORDER <.44, SERIES OF 2016 RE; DPWH STANDARD SPECIFICATION FOR ITEM S23· POLYVINYL
CHLORIDE (PVC) SHEET PILES
THE' LENGTH AND SECTION MOOVU;S OF THE pvc SHEET PiLE SH/&.LL BE BAseo ON THE RESULTS OF THE GEOTECHNICAL
INVESTIGATION AND STA81L1rt' ANAL •••.
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•. HiE FREE HE.IGHT OF THE PVC SHE:ET PILE SHALL NOT EXCEED TVIiO (2) METERS TO LIMIT POTENTIAL DEFLECTION
~ THE CONTRACTOR SHALl. FURNISH AND DRIVE TeST PILES OF THE REQUIRED DIMENSIONS AT THE LOCATIONS DE.S1GNATED BY THE
E;NGINEER, FOR EACH SHIPMENT THE CONTRACTOR SHALL SUBMIT MiLL CERtiFICATes PROVIDED BY Tl-{E PVC SHEET PILE
MANUFACTURER PRIOR TO INSTALLING
6 AlL PVC SHEET PILES SHALL BE DRIVEN AS SHOWN ON THE PLANS OR AS D!RECTED 9y' THE ENC.:NEER. E'XCAVATIONS FOR THE
FOUNDATION ON WHICH THE PVC SHEE.T PILES ARE TO BE DRIVEN SHALL BE COMPLETED BEFORE THE PILE ORlvING. UNLESS
OTHERV'IISE SPECIFIEO OR APPROVED BY THE ENGINeER,
7. SPLICING OF' PVC SHEET F'ILES SHALL NOT 13EALLOWED
STANDARD POLYVINVL
CHLORiDE IP'IC) SHEET PilE
FOR REVETMENTS

11. /'
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANILA
STANDARD TWO (2) METER
REINFORCED CONCRETE PIPE
CULVERT

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s·n' . - ~C"t'T~'-ICT C~I,l!l.4::;~'::)
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or ·Io~
"::l(
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t. ,
s·,. , - CO"'STIllJC' CC•••
p~~::)
(~~"KV::'Ii~ 10 .4'1i (,,£V.4"O!
.113,;( fCP OF "~~i:'C~!O p,",;:
STANDARD rND i2} METER
REINFORCED CONCRETE PIPE
CULVERT
D•••re

13. STANDARD STRENGTH REINFORCED CONCRETE PIPE CULVERT (CLASS II)
SfZ~ 0,
?IPE: CONCRETE 281 kg/em' (4,000 Iblin')
(ow)
'NA'-L
TQJ'.<Cl.i£ ;,~0::;V;;: C£Fi""
f.O"':'of ••••
M RDNFO~CEI.1';:~jT v~~•.CA.:.. RZI!PO~CE"t~T
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v::~nCA~R:; IPORCEI.lENT VIN'o!LJM ~e:'~rORCE"'ENT VERTICAL REI~~OqC::I.JElT
':"F€:tIC~1-- -EST ;:(::OI..;,~EM::'jTS
v T"'~C0{ - cm2 12"... or PiP:;: c-r2/21'"'1 0' ~:PE
"';:S$ (mM) , ••.•
,;'1".) (!""1m) "'-<;/rr
:~~) WAu.
• I"I•..•
!. S (jA,-,- C
LD. , • B C P
(:IRCJ'.AR El'_ P':"ICAL
iN"-jER CAve OJT::R Cr'C~ C·RCoJR E,.~,:::TjCAl.
l!il'.;;>:! CAGE: O'J:::~ CACE:
:::;RCul.A~ EI..UpnCA. INN;::~ ~A:::;;: Ou·~R CACl:
r.;~~~::OCE 8::..c..,'NG M=:-"'OD
~::;'<F'CRCS'-1E! • ~E::NF'O~CEV::~f~' RE:i~~O~C~V::~
i ~E:;"'FCRCEJ,(r:N- :'.IE:-.iFORC£~~NT ~EINF"O.::!CEVEll '",:,,"."'..0' ~~"II",r( LOo4
,f" .. , l~' ". J";':
'ice 0.90 10.20 '003 1an 'OlC 1029 0.64 b '.€ 64 oS-8'Tme 6-J:rr.r:"" 5.0 3.0 5.€ e-5rTr""l1t f:i-6rrl"'1$ 3.0 3.G H 5-5M"'" 6-81'T'r"l~ 4'S87 E~I3'
·050 i .05 1i.40 i 16d i la? 1 :75 1,:34- 0.6J. •. € ~ 7.6 6-SI'T'",",ta 6-e .....
lr""'~ E.' J.B 7.2 6-BrrM;ll 6-a.,.,~, L.2 3.0 '€ 5-8M""~ 6-3rrt""'l" f>J52 ~O2.,9
'200 20 12.70 . 3J4 1J53 1340 1.359 0.64 9 ~/4 9.3 6-8rr""'«1 d-el""'!""'" 7.6 '.5 !3_t. 0-8rV',..,t 6-?TMi 15.0 j.6 t.4 5-Sm-r¢ 6-Brr"'1ll 6 ~16 9174
~500 loSe 15.20 ;664 1~63 1670 1690 O.E4 '2.8 7.6 "4 6-9'l"lTd'~ 6-8M~0 10,6 (/.4 '1.8 6-91T~/7, €-S-rmll 9.4 5.6 1•.•.·) 6-8l"'1'T'f S-8rrM' 7645 1'460
STANDARD STRENGTH REINFORCED CONCRETE PIPE CULVERT (CLASS IV)
S ZE cr:
pr~£ CONCRETE 281 kg/em' (4,000 Ibtln')
(fl"I""I)
W~~
-:'OiGUr: CPCovE J~O·'"
YIi:~UA RE:••.•
FORCE~E"'· YE'R~'JCA •.• REi'IF"CRC::'VElf
MiM;;~
1~;N~~~;~~g~T
Vi;:RPCAL Rt::"-iC"ORcE •.•.•
£~r ~,.'-j:M:JV PEI~i='OR::£M::i: Vt:RT'CA'_ ~:::!NF"CRCEI.l;;N.,.
T~:;;~cr"" T~S' R(Q;J·RE~£ .•••
TS
"
••••0<- e.,..' /, ••...0' l':PE" cr12/2,..... 0' ~i:Ii::
M,SS (,..,.,.) (~n: 'T"""'l} kq/~·
(.,..""j WA.:" A WALL e -,y~i.l C
.0 t·. 3 C E ?
CIR(;UL.4R e:U.:,:JT·CAi"
1·.J"'E~ CA'::;€ Ou·€:R CACE'
CIRCJlA.~ E~UP';'tCA;'
,IN£:~ c.:..CE Ol.TER CAGE"
CiFi:CUl.A~ fU.·PTiCAt
Lf',~~ C4CE O>.;T~=l: CAC::
7"ld~CE CDGE: aE:A~I"JG ~C";',-lCO
REjNFl)ilcq.41:~r RW.:·C~CD/.LNr ~c;",rORCI::r..lr:N" ~Cl'lr·Oi~CC:':. T r~~~~~c~CC!JCfT ~!:NrORCC!.l:::r-. -
"'
",INot-a ~'JoIl:
"
90J 0,90 'GC 1003 ~C22 '0' 0 1029 0.64 - - - - - ·l.6 ;.6 140 5-S""'T' III !:-e..,fT''l' ",I) ,
.. 0.4- 6-~r'Y'~~ 6-B1""';m~ 9174- 1~76i
lC5;:: .. 05 1168 ' '57 .. 75 1194 D.e •• . - - - - ~~ B A~ Hit) 6 .. l!mro"¢ 6·-8,.",.,.11 :e."- ~,C 9 ~ 5-8,'-"',", 6-S"'ln'Q '(JiQJ 160S~
1:'00 ' .,0
,. lJJ<4 'J5J :J~O 1.359 0.54 - - - . - ~7.8 iO.6 19.!; t)-8r"l""'t,ll 6-8rr'""0 11.0 6 .• '2., 6-81'l" •.•••
: e-B~'""Q , 2232 ieJ.l.9
. ......
1500 .. 50 :SC ~6 G.; • E~~ '070 1630 C.S4 . . - - - 25.0 'itl.C 2d.C 6-~r"'r"~
6-8"1"'0 17,ol- 1O,':' 19.4 6-e.-~t; (j·8r>'l1'l"1l '~23' nB6
NOTE:
i"'l( :~~SS CF PI:)E ::;=:-'R::S?)J1 rrl~ M:~:Ml.M C-l()AC r-;~tDEC 7)
;)~OOJCE ,l, 0,;0 !.I1,.UV.::TER CRACI< O~ :.. ThR~~ ::nGE aEAR:~~G TEST
WjC IS DES:O:ATD ~ A5N-~70 G~ :'AS""rO ~.'170 sr:;';::NGi-i TES·
'·EaJq~v.£.rs :::~q CLASS.
STANOARD WIO 121METER
REINFORCED CONCRETE PIPE
CULVERT
SdHT cO~r£"'n
STANDARD SrReNGTl-1 REINFORCED
CONCRE'!"E PIPE ct.lvERT
DiMENSlC,..S. REBAR SCHECU:.e,
CC~ETE ST~ENGiHANOTEST
REQlIiREJ,iE-'TS j(lASS ItANtI rl)
I Pll!I'A.REO 3"
lll'SO'. """~='''''lI.
Cfl_~~~:lIITll
!Ol'IoIIIfl'l J/t>oC~!f'YI«~A.~
~",,,,;o"""""",,'
I CtgUC ~ ·,lIEU fl;uI' ~:l,I
I _( ••~

14. REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION·
BONIFACIO DRIVE, PORT AREA, MANILA
STANDARD COMBINATION OF
BORED/STEEL SHEET PILE FOR
BANK PROTECTION

15. ® "'lC. ®-f/O.
{LR
'-lW __ :..""_
:a= tl',;[OOV!JllW!S
~----~---,~-:
;;
L--
I
j-: I
'-- I
Lt~~~_u~,~
'1--'1"'""""""'2000",,
[.. - [-.' "
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___ . .J._~_._,._._J._.
i ~
r-.
/
~-~Ii,-i--L?II ®-SI~IL' --,':::,- ::". r--- CD r-l~
M [Ja:=r---lJI
~I - _., '''' ••• ''''1'< •••• 0.'.
'-- ::- ,
1~.3OCSlWlIJ'SOC.
~_.m~_J __
5CX:_ j
s
PLAN
CD i------
~,-I
ELEVATION
TYPICAL DETAILS OF PILE COPING
ICAi.,( I:ji;
£
! .. ~_.
1.-, .. <' )
.L:~
CONSTRUCTION JOINT DETAIL
o
~l;:~ilARtO
S~ OArr:
O!<SIGtf --.~~~ ~
~III!IU'
~~.~""T·J 1
~~~"~.~1o:Jo
C-;(.:l([(ll ~"'~!.~'lM
1~n£ws.2llClI*
12"""'-
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'---<.L'l2lowrlf0300llEBWO,C.
'''---(!.;'l211V1lf 0 XC)S!lMJI'$ o.c.
'I'
~
l
('A TYPICAL REINFORCEMENT DETAILS OF PARAPET WALL
J $CAll ~:20ln
8 TYPICAL REINFORCEMENT DETAILS OF PARAPET WALL
)

16. (b-b': SECTION
.~) "" ''''''''''''
- ~
0»'''~"
/ '
, .J
C)~T~~~
(C-C SECTION
J "" '''''"''
1200,11 llOCl.ll1l'l
-
;~_~~_fOO~
...•
~ ...
,,.,..,
.~-
l:10Cl0Q
'400.0 JIOO,' oICIClO.4on
----
I'U iJtC1'H ~
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~ - i"(001
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'-'CH'" l'OTN..W i
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2l i ••"-1! • •• !:~l! j ~U7~ 1.57&
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&
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I ':~o~; --20 "41 200>-1
• 'OIl - 31.400---+
•••• i ·U.~'
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NOTt: 'l!1f~&QAtll; ~ r1f I!OM:~
M.a.! lO'IWolCOlClfbSMU. • .liS$HOJllj!ll.OW:
200.0 ~o
-~--
a.COh1Cfttr.'.N(lotlJ»£DPU:StlU.lE9I'~WCl'IlOC,lIilCAS(0f0/f'l'~.MtPl'Ul3¥£'1t1eCl
1)£ ectan: JIWJ. 8! CONSOl.OTtOrr ....wof'C1t.
7. 0C1M.£!)IIOItOOCIl.Ol1fMlPflOCtOUll(FOl!MeMElll'lllCCNml.lC>Dl91lC.KSl,b.lr11tD!l'H
~ f'(It~". tof ~1fIll"'TlW 1).f1lf!lt 1JQ000S'tAMOf'laI!O PUiQ roAKS
,
-'.... - .. --....
111£tlIAII£1U ~ ':'If( am PU AAO1t!Ihf~ IAA SiZES..wtAHGO(Ht AMISP~CHC INO;(;ArtO
«IIAAOAADfOll H:l/Il1ViOtO~~ r:I'~!wr.titS IJNDOl ~,I(,C0N0t1ONS AIlO SHAC.!l£
SJB.tt1m fOIl ./lHAL'l!iSt'l CAS( M NCGnSMY IIf',Nl#jCWAC"'" t()IC,l.ttD H10'1t 1$ HOTWfT
-'HOLCIHOOtPlLfSA.Iij;It[~
SCHEDULE OF REINFORCEMENT FOR STANDARD 15M LENGTH BORED PILE
H~
!~
ift'G)
8.,,*,t[/tH.!;
I. WhMJl,j CCln'II($.Sttt mtIlCl'll Of COJ(;Jt(1'[ • :e DAYS
SKlU. 1[, Ie' • %1 W'o
2. ..u~SIVU. •. tlIWl!iKl.!lf'''41.~
t.SPl,.CN;;
1. ~ orlNl!WlSl ~1KS1'JllCO[ilH..JE:IlI"'-1'ti.y ~ olAJ,I,Ct'fTl!l>M SO AS IlOT:gOCOJlllAr 110(
~HOflI2OIfI,j.PINl(:iM~C.uQl)~1#(t.4'U2
t Sf'lU91Pftl,r.1ItNQllallOOtrW.l.8(v.PWC00IIOllM~."M$~)P1PW
f'Oll120 SlIM. $KIU K: l~ lI1l.!eo>om ShlU. O(ADOI'T[O 'OA'" SPAll..
1. ~r6IP1IlN."fJ,fO«CfW(NT$IoW.l.KPllOWl£DI't" 1/z00AAnI1MOfIMilt8M4ftAtHOtO
Of' $PM. WT.
D. CAST-tl~"l.<£ (ClPJ 00Ht!lCIt "-t.;
l. 1'HECO~CflO'" '" ClP "'-D S'>W.!.f'Ol.L.Oil'
M IltlMltlllfNTS 17 ~"ll)IS fOIl em- •• "'Ja ,"US 011
""""""'"
1. MAC!Ult.l!HCrnl! 01' P'l.n SkflL:,!I(wtQ CIll1ol(Sf4 ec••••
"mO/olS[)I(;OW!t!ltt: ou:tNQ 8OIQ/IlCIIIoIICIt
'MU'l'IlDTK ~1WlNCCNW;1rt.
l.~r~~o~:O(J£~~~~1.:fl1~~fXlf"l(~~-=rC;IE
WE"!tlUlWICOH1T'tJC'rlOH,I'Hl ~II SHNJ.K NaTntl roR~Of'l"l.E~ ~'«tSWl'.
t.. .o.ltQlrl~Sllt!l.elUflrpl(( ~ 9WJ.AlSO I( 1.11-1:01~ ClJIlfttJ~ r'Olt
~mHM-'If1".A1"IOf'( Of' WI. c.7A, l.jRO'" M OUKJI.
a. lRUIl tw1 $IolAU.t( COIS1flVC1DllM ~ STA8'.! 'My "fhM' ~ M SCI.. Jr./IO~ (l!I(UIO ""'JUI.
'l'l1[ 10.£ ~4l..i.K:JNSI'£tTEO,1JI SlllWl1'lQ5 ~fr(l 'Uu!( a.£AII r1f.lll.l.l.OOSt W,l.'TtJIlAl ~r Ill-(
ACO.:WlM.I'Et"'TMIOT'l'OWAI'1tIl:~GOPEAA1IIr«lf8llllrnil'll.£CJiU'()rIl('CClIGTlrIICIt.lIHMI'COOT1l)otS.
c:M!MA~ t;'/f ~ ~;M2 OR It' t./O'lXllJSlNC IINTC!Iltt' lU.'!' JE tISEO.
~OTES:
A.:J1fJW"
1IIOICA'ItD ~ 9lA:J. caoJo NfO OlSfotrHC[SOIl Sll!3IHo1tl.NOT Ktc.N.[O ll)/I' ~ 1ItdlI'llW.
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f.--_~_~--I
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I STANDARO COMBIM TlON OF TYPICAl SECTIONAL ELEVATiON Af.iO B"'R
!BOREDfSTEEL SHi:ET PILE FOR BANK SPliCE. SCHEDulE OF REINFORCCMENi
I PROTECTION I FOR STANDARD 15m LENGTH BORED PILE ~
i &. GENERAl NOT£S C~(W
.
"
: t~
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8~PICAL SECTIONALELEVATIONANDBARSP~~

17. BOO
10mm THK. STEEL CASING
CL OF SSP
CL OF BORED PILE
SORED PiLE
--SEE SPOT DETAIL
PLAN
fULLY WELD
--A,·~,·,A=~u
)~ }hh -J-- ~l
_ //V' II f ---7--- 10mm THK STEEL CONNECTOR
--'/.( . '"', V I (FULL WELD TO SORED PILE
_ --.Lj' "- -~., -l.- ST!:EL CA~NG &: STEEL SHEET
! I' PILE)
, AliGNEO ALONG lHE
.. -f GROOvE' ,------ -----
ELEVATION
8-lVPICAL BORED PILE roSSPf.9.!il'l,g;_I!9.~~
-,- f
.c I
tJ
GENERAL NOT!:S:
I. All WORl( SHALL. B£ CONE IN ACOOWA/'fCE 'tilTH AU
PRO~~S ~ ITtJA 1716-P1UNG AND 11(1.1 1111-st'EET
PilES O~ OPIM STAAOAAO SPEc1FlCATlONS.
2. BEFORE/.)('( WORK8£GNS IN E~IRONt.lOOAI..LY S£MilM
MEAS. TEllPOAARY EROSION CO"lTROL MEASURES ANO PROPER
UA.HN::EI4ENT PlW:TICES SHALL BE iN PtACE.
1 All T'Et.<PORAA'( FENCING FOR PROTECTEO ARfAS SHN..L B(
iHSTALl.EO PRIOR TC CO/r,lUENCEUENTor WRit
4. lOW ~OUNO OfSTUR8lNG EQUIPMENT ShAll SE UTitZO IN
EIMRONMENT;UY SDISI1l'VE .AREAS AS .APPROvED BY Ttt: CM .••
E~Wi-'N-CtW«iE.
~ STEEL SI1EEJ PLES SHALl IotEET n1E REQUIREt.lENiS OF'
MSHTO W 202 (11511 A328). OR AASHfO M21l TH JOINTS
Sw.Ll BE PRACTiC'.AUY WATER-TlGKT WHEN nit PUS ARt IN
Pl>CE.
6. SHtFJ PILES SrWl. e£ ~ TO £l.rw.~ SHOWN
IN
ftiE PLAN OR AS DIRECTED 8Y ENGtN((R-1N~CH4i'.C('
7. T!-lE REOUl'tf"'ENTS ~'ERNING fl;(: INSfALlATlON OF SHEET
PILING SHAL:. C~~l.l (N GEhERAi.. TO THOSE COYERHI~C
StAA:lt>lGPilES ~ SET fORTtf UNO£R ITEM 4<iO- PIUNG Of' oPWH
5TANO"QO SPECf'lCAnQN.
8. THE lENGTt1 A~O SECTlCN wOOl!LUS Of STttl. SI1E.£T PIl£
SH.&U aE 8"sro l7'l THE RESUlT C% TrfE GtOTECHNtCAl
IN',/(STlGAnON ANO STABIUTY .t.NAI.VS(S.
v
____ w _
W = WIDTH, h = HEIGHT, t = THICKNESS
(-' STEEL SHEET PILE DETAIL
~.J'" to -
NOTE:
1. 1liE STtEL CON~LCTOR TO BE 'fiElDED AlONGSlOC cr THE
S1tEL CASlNC or 11<£ BOREll P1lE SIWJ. "A>l: A L!NC1I<
EQUAl. TO 1I<E LENC1I<or !HE ADJACENT ST!l:L 9«(T Pli.
2. "-' SURfACES 10 6E WELOEOSHOUlC BE tREE Of PNNT,
stAG, lOOst SCALE, RUST AN{) OTl-lER FOROCN ~TOf.Al.S.
l. CROlM WWl S'<AU. EXTENDTHE ,JU, LE:;C1l< DlAAIlJtR OF
'!HE BOR:EO Pll.E CASINC OESlCN CRfT'ERlk
WEl.D<NC(SllAW P'OCESS)
CN'l(;rrY Of wElOiNC • 0.7071 • O.JFJ
All.OWAa£ $l<EARINGSTRESS • 0.3OfI
WtlO srm. ELECTRODE:. LOW 1fl'00000N AWS/~UE: 5.1: DOH5
ltNSLS: ST.i;l(NG'rH • 595 uPA
'llWlU+G STRDlCTt1 • 450 Iol?A
ru • ~3 OPA
4. THE CENTERUNEOF SSP s.1.IAU.HAl,{ PARAU£L OISTANC(
FRQI,l 1I<E CEN1tRUNE Of 1I<E BOREQ ~LE Of AT lEAST
"AU' THE "EICHT Of THE SSP ilUT NOT CfltATER :l<" ~
or THE DhL1EttR OF' tlIE ~C PIlE,
STANDARD COMBINATION 0, ,
'SOREDiSTEEL SHEET PILE ,OR BANK
I PROTECTION I
TYPICAl SORED P!LE TO SSP
CONNECTION OETAIL.
SHEET PllE OET6.1l
~ND GE~ERAL NOTES
~!l:EPAA£:l5'
DE~. l,lAJ!a=:lWlt
i c••••••~':.!PA'TU
~'" i ~~~~,~'
~,t R'<:~l~:-'~
OArE

18. ":
.'
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANilLA
STANDARD RUBBLE
MOUND BREAKWATER

19. GENERAL NOTES
7. THE REQUIRED DESIGN ANALYSES (SLOPE STABILITY AND OVERALL STABILlTY,ETC.) SHALL BE CONDUCTED.
6. THE WEIGHT OF THE STONES PER LAYER SHALL BE CALCULATED BASED ON THE PROCEDURES
INDICATED IN THE USACE COASTAL ENGINEERING MANUAL, 2011.
NO. MINIMUM ROCK WEIGHT LAYER THICKNESS
1 W. ARMOR LAYER
.,
2 Wo/l0 FIRST UNDER LAYER h
3 Wo/200 SECOND UNDER LAYER
••
4 W, 14000 CORE
I. DESIGN CRITERIA AND SPECIFICATIONS
1. DPV-JH DESIGN GUIDELINES, CRITERIA AND STANDARDS 2015· VOLUME II AND III
2. UNITED STATES ARMY CORPS OF ENGINEERS (USACE) COASTAL ENGINEERING MANUAL, 2011
3. PHILIPPINE PORTS AUTHORITY MANUAL, 2009
II. DESIGN CONDITIONS
1. BEDDING LAYER THICKNESS (loJ CONSIDERATIONS: (USE IM-iICHEVER IS GREATER)
•. FOR WAVE ATTACK STABILITY
• 2· 3 TIMES THE DIAMETER OF LARGE STONES OF THE EXISTING SEABED
• l00mm FOR COARSE SAND
• 200mm FOR GRAVEL
b. FOR FOUNDATION STABILITY
• 600mm (MINIMUM THICKNESS)
2. BEDDING LAYER SHOULD EXTEND 1500mm HORIZONTALLY BEYOND THE TOE COVER.
3. ARMOR AND UNDER LAYER MATERIALS ARE QUARRY STONES.
4. WAVE HEIGHT, H, SHALL BE DETERMINED BASED ON THE CALCULATIONS. FOR THIS STANDARD
PLAN, H IS EQUAL TO THE SIGNIFICANT WAVE HEIGHT, H..,
5. THE TOE BERM WIDTH (1) SHOULD BE THE MAXIMUM OF 2H OR 0.4h (USE LOWER WATER LEVEL)
AND AT LEAST 3 STONES WIDE.
m. LEGEND
B • CREST WIDTH
R = RUN-UP HEIGHT
= DESIGN HIGH WATER HEIGHT
tal • BEDDING LAYER THICKNESS
= TOE BERM HEIGHT
DEPTH OF WATER FROM TOP OF TOE BERM
TO STILL WATER LEVEL
Bt = TOE BERM WIDTH
a INCLINATION ANGLE OF BREAKWATER
tn = LAYER THICKNESS
W. = STONE WEIGHT
H = WAVE HEIGHT
W = WIDTH
SEABED
U
1500mm
SIDE
BEDDING
n,,,,,n.., ••••••
w
O~~:PICAL SECTle5~
GENERAL NOTES AND
TYPICAL SECTION
SHEET CONTENTS
SEA SIDE
.0
.s::
DESIGN HIGH WATER
-- - -- -- -- - -- ~ - -- - - - -- - - -- - - - --
STILL WATER LEVEL
----- ------~-------
a:
SHEET TITLE:
•
REPUBUCOFTHfPHlUPPINES
,
~ DEPARTMENTOFPUBUCWJRlCSANOHIGHWAYS
( ) BUREAU OF DESIGN STANDARD RUBBLE
WATERPROJECTSDMSION MOUND BREAKWATER
-- 1tONlFN::1O CAlVE. PORT A.R6A.1MNl.A

20. ..
SHORE LINE ~
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
(/)
w
oc
:;
as
t
. I
<0
t
"
j
as
DESIGN HIGH WATER
----------------~----------------------
STILL WATER LEVEL
----- ------~-------
a
o
VARIES
PLAN
SCAlE: 1:300 mls.
c:
.c
1.5m
PROFILE
SCALE: 1:95 mts.
•
REPUBUC OF THE PHIUPfINES
OEPAsuER'EAu'oFDES'GNAYS
WATER PROJECTS DMSDN
BONIFACIO DRIVE, PORT AAEA. MANILA
SHEET TTTlE;
STANDARD RUBBLE
MOUND BREAKWATER
SHEET CONTENTS
PLAN AND PROFILE
SUBMITTED

21. REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANILA
STANDARD RUBBLE
MOUND JETTY WITH
GEOTUBE CORE

22. GENERAL NOTES
5. GEOTEXTTILES
GEOTEXTILES SHALL BE WOVEN ANDI OR NONWOVEN FABRIC AS SPECIFIED IN THE DRAWINGS SPECIALLY
ENGINEERED TO PROVIDE EXCELLENT ROBUSTNESS, UV PROTECTION AND DURABILITY IN MARINE AND
HYDRAULIC CONDITION (SEE DRAWINGS AND SPECIFICATIONS), THE GEOTEXTILES TO BE USED SHALL HAVE
HIGH MODULUS AND EXTREMELY HIGH STRENGTH AT LOW STRAIN. IT MUST HAVE A GOOD WATER
PERMEABILITY AND IS RESISTANT TO CHEMICAL AND BACTERIOLOGICAL ATTACK. PLACEMENT AND MATERIAL
STRENGTH IS AS SPECIFIED IN THE SECTION DRAWINGS.
4. BEDDING I GRAVEL LAYER
STONES SHOULD BE WELL BLENDED. THE STONES WITH THE LARGEST DIMENSION, GRATER THAN THREE
TIMES THE LEAST DIMENSION SHOULD NOT CONSTITUTE MORE THAN 10 PERCENT OF THE TOTAL.
MATERIALS SHOULD BE INERT TO CHEMICAL AND BIOLOGICAL DEGRADATION IN SEA WATER.
GRADATION REQUIREMENTS OF THE BEDDING LAYER OF FILTER BLANKET SHALL BE D15 (FILTER) < 5 085
(FOUNDATION); i.e. THE DIAMETER EXCEEDED BY THE COARSEST 85 PERCENT OF THE FILTER MATERIAL
MUST BE LESS THAN OR EQUAL TO FIVE TIMES THE DIAMETER EXCEEDED BY THE COARSEST 15 PERCENT OF
THE FOUNDATION MATERIAL. QUARRY SPALLS RANGING IN SIZE FROM 0.45 KG TO 23 KG WILL GENERALLY
SUFFICE IF THE BEDDING LAYER IS PLACED ON A FILTER CLOTH OR A COARSE GRAVEL (OR CRUSHED
STONE) FILTER LAYER WHICH MEETS THE STATED FILTER DESIGN CRITERIA.
THE FOLLOWING STANDARD TESTS SHALL BE CONDUCTED TO ESTABLISH MATERIAL DURABILITY:
I. DESIGN CRITERIA AND SPECIFICATIONS
1. DPWH DESIGN GUIDELINES. CRITERIA AND STANDARDS 2015 - VOLUMES II AND III
2.DPWH STANDARD SPECIFICATIONS FOR PUBLIC WORKS AND HIGHWAYS, 2013 EDITION
3. UNITED STATES ARMY CORPS OF ENGINEERS (USACE) COASTAL ENGINEERING MANUAL, 2011
4. PHILIPPINE PORTS AUTHORITY MANUAL, 2009
II. DESIGN CONDITIONS
1. ORIENTATION OF JETTY IS PERPENDICULAR TO THE SHORELINE'. HENCE, OVERTOPPING IS ALLOWED
AND MUST BE PROVIDED WITH FREEBOARD OF AT LEAST 1.0m FROM HIGH-HIGH WATER LEVEL
2. CONSIDER NON-BREAKING WAVES ONLY
3. DESIGN WAVE HEIGHT SHALL BE DETERMINED BASED ON THE ANALYSIS
4.BEDDING LAYER MUST BE ATLEAST 1.5m BEYOND THE TOE OF THE COVER STONE.
III. MATERIAL AND CONSTRUCTION REQUIRE ME TS
1. ARMOUR COVER
THE WEIGHTS AND LAYER THICKNESS FOR THE ARMOUR COVER SHALL BE AS SPECIFIED IN
THE PLAN & SCHEDULE. QUARRY STONES SHALL BE ROUGH AND ANGULAR. EXPOSED ARMOUR
ROCKS SHALL BE CLASS II ROCKS WITH A MINIMUM OF 500KG PER PIECE OR AS SPECIFIED IN
THE SCHEDULE. TOE PROTECTION OR SUBMERGED ROCKS SHALL BE CLASS I ROCKS WITH A
MINIMUM OF 2000 KG PER PIECE OR AS SPECIFIED IN THE SCHEDULE. NO STONE SHALL HAVE A
LONGEST DIMENSION LESS THAN 'TWO NOR MORE THAN THREE TIMES ITS SHORTEST
DIMENSION AS DETERMINED ALONG PERPENDICULAR AXES PASSING THROUGH THE
APPROXIMATE CENTER OF GRAVITY.
ABRASION TEST
TOUGHNESS TEST
HARDNESS TEST
APPARENT SPECIFIC GRAVITY AND ABSORPTION TEST
ASTM C-535 OR EQUIVALENT
ASTM CoHO OR EQUIVALENT
ASTM C-235 OR EQUIVALENT
ASTM C-127 OR EQUIVALENT
2.CORE MATERIAL
THE CORE MATERIAL (CLASS II ANDIOR CLASS III ROCKS) SHALL HAVE A WEIGHT OF > 3.75KG
PER PIECE AS SPECIFIED IN THE SCHEDULE. QUARRY STONES SHALL BE ROUGH AND
ANGULAR.
3. STONE PLACEMENT
EACH STONE WILL BE INDIVIDUALLY PLACED BY EQUIPMENT SUITABLE FOR LIFTING.
MANIPULATING AND PLACING STONES OF THE SIZE AND SHAPE SPECIFIED. EACH STONE SHALL
BE PLACED WITH ITS LONGEST AXIS PERPENDICULAR TO THE ARMOR SLOPE. PLACING
EFFORTS SHALL ENSURE THAT EACH STONE IS FIRMLY SET AND SUPPORTED BY UNDERLYING
MATERIALS AND ADJACENT STONES. LOOSE STONES SHALL BE RESET OR REPLACED.
6. GEOTUBES
GEOTUBES TO BE USED SHALL BE MANUFACTURED FROM HIGH MODULUS POLYPROPYLENE ENGINEERED
FABRICS COMBINED WITH HIGH CAPACITY SEAMS TO PRODUCE TUBULAR CONTAINERS WITH ENSURED
INTEGRITY DURING FILLING AND DURING OPERATIONAL LIFE. THE TENSILE STRENGTH IS AS SPECIFIED ON
THE SECTION DRAWINGS. GEOTUBES MANUFACTURED FROM POLYESTER FIBER SHALL NOT BE ACCEPTED.
THE GEOTUBE SUPPLIER! MANUFACTURER SHALL CERTIFY COMPLIANCE OF THESE REQUIREMENTS.
7. SAND INFILL
THE SAND INFILL MATERIAL SHALL CONSIST OF NATURALLY OCCURRING OR PROCESSED MATERIAL WHICH
AT THE TIME OF FILLING IS CAPABLE OF FULFIlliNG THE SPECIFIED REQUIREMENTS TO PROVIDE MASS AND
INTEGRITY, THE FILL MATERIAL SHALL NOT CONTAIN MATERIALS SUSCEPTIBLE TO VOLUME CHANGE (i.e.
MARINE MUD, SWELLING CLAYS AND COLLAPSIBLE SOILS), PEAT, VEGETATION, TIMBER. ORGANIC, SOLUBLE
OR PERISHABLE MATERIAL. TOXIC, COMBUSTIBLE OR DANGEROUS MATERIAL, METAL, RUBBER OR OTHER
UNSUITABLE MATERIAL.
8. ALL QUANTITIES SHALL BE VERIFIED DURING CONSTRUCTION. ALL DIMENSIONS. ELEVATIONS AND STATIONING
SHALL BE VERIFIED BEFORE THE START OF CONSTRUCTION,
i SHEET TlilE.
r - - -- ,-~
I
STANDARD RUBBLE MOUND
JETTY IMTH GEOTUBE CORE
j SHEET CONTENTS
i ..--.-
-----
GENERAL NOTES

23. ....
:~2 =:r ~~= J -- . - :~I-
;----
r£
-'
-- ,
ri:i
__ J. !
r£
J_
,- __
.r
L TRUNK
--_._.~~-
-
1
I
I
::[
L HEAD
ARMOUR COVER
VARIES
~~-
- --- - ,
!
ARMOUR ROCK
L HEAD
V A'R I E S
orc~:A N 1:300mts.
~.~~
-~~
JEryv OOTTOIol
VARIES
('-- ARMOUR LAVER
i SCOUR PROTECTION
L TRUNK
i
I
Ii
.-..
_::::::_~.::::::-
_---::::::::J::. _:--:-:::::,~-.~::_.:_
.:-::::::::,
DIMENSION 1M)
HEIGHT
CREST VV10TH
BERM 1
BERM 2
BASE MOTH
BEDOING LAYER
REINFORCeMENT ,..,AT
1J
___ I
TYPE A
STRUCTURE STRUCTURE
TRUNK HEAD
Hrltv"'l< H",,,,
WT"tll'lil.
W"''''
B,T~_, B.~,+.O
e..l/1"Nl'!
!'~~
B .•..••
uNl< B",no
It-,,,,llllJt •.•• lo....Hf.o.o
tlltl_ ~I.!"'l.-D
L VARIES
o~A~.oF I ~;mts
PLAN & PROFILE
__ IREC~MENDlNGAPPROVAL:
, PltIPNlID
"
t •. , .
•..-
I SHEET CONTENTS
.y----"--
I
!
STANDARD RUBBLE MOUND
JETTY WITH GEOTUBE CORE
REPUBLIC OF THE PtilllPPtNES
DePARTMENT Of PUBlIC WORI(S AND HIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS DIVISION
aO~IF"C:O O~''A. "'JAT ,utE.&. M.o.H'lA

24. MINIMUM ROCK WEIGHT
,JETTY BOTTOM)
~-
I
i
I
I
i
I.em
jCRESTl
i
-!
I
FREEBOARD:
I
NO.
w
GEOTUBE
I FilTER FABRIC
"-- BEDDING LAYER
-- REINFORCEMENT MAT(OPTIONAl)
B
LAYER
ARMOUR LAYER
CORE ROCKS
SCOUR PROTECTION
STRUCTURE
TRUNK
500 kg/pc
3.75 kg/pc
2000 kg/pC
STRUCTURE
HEAO
750 kg/pc
3.75 kg/pc
3000 kg/pc
I
10..
i
REPUBLIC Of THE PHIliPPINES
DEPARTMENT
Of PUBliC ~KS ANDHIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS DIVISION
~II'Jl(.ro OR11l:..PORT .-.pE" l.fJIN'lA
SHEET TITLE·
STANDARD RUBBLE MOUND
JETTY WITH GEOTUBE CORE
SECTION
1:75mts.
RECOMMeNCING APPROVAL.: j APPROVE
1------- - ----1--~---
-.-
Ld1----=-- 1 -- --
i 1ST OM DQRI":;
r _~ I
I •••••• lloo••• ,
I aETNO (SHl. NO.
1--'---'
~I~! 3
I '3
i-I

25. •
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
APPROVED BY:
RECOt.ll.lENDING APPROVAL:
De~ d Pllbllc Work, WId HIghwtya
otnc. of the Secretary
II mil 001111111111111111
WIN6R01229

26. ·" ,
RIVERBED
SEe DETAILS ONSHEET NO.E}1
OfSlGNFLOOOLE18.
GMDED GRAva WitH THE tAllGERONfS
I"tACEO AO.J,Io,ClNt TO HOleS AS SHO¥<fN
wt:EPtfOlES S"AOOlRfDAT 2DOOmm
N'EIVAL AIOYf TllE 0ItDNA1lY WArat lMl.
1lMR""
SEE DfTAILS ON SHEET NO. E}1
onlGN fLOOD l£VB.
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.
• b c
$O'J 2000 1000
250 1000 600
DES~ FLOOD
liVB.
R!V£ReEO
C) GABION REVETMENT (PilE UPI
SCAli!; 1:8aM.
I;80M.
MATTRESS REVETMENT WI GABION
CUT-OFF WAll FOUNDATION
RIVERBED
MATTRESS REVETMENT W/OlJT
~ ClJT -OFF WAll FOUNDA nON
SCAL!: 1::80M.
RlVER8EO
IHIlT ••••
•••• NO.
~rrent of PubicWorksn HI;~
0IIal <If the Seetebl ry
IIUUII~UI.nlllllllllml
WIN6R91229
DESIGN FLOOO LfVB.
3OClmrT:ITHICKRU8Blf
CONe •••••
SEE DErAIlS ON SHEET NO.E}1
RUBBLE CONCRETE WI
GRAVITY WAll (TYPE II)
SCAlE: 1;80M.
GltAOEO GAAva WIfN THE I.ARGERONES
P1ACEO ADJACENT TO HOlfS AS SHCNtM
WfiPfiOUS $TAOGEREOAT2lXJOrrn'I
INTfRV AL ABOVE THE ORDINARY WATER LEVa
TYPES OF REVETMENTS
RUBBLE CONCRETE REVETMENT
SCAlf:
DeIGN ROOD LML
o
TYPICAL SECTIDNS
NOTE:
CCJoFKlF.ATlCHTYFt: OF SLCPE PROTECTIONWORKS & LeGTH OF
TOE PROTECOON SH.fJ.lBE BASED ON Sf ABIUlY ANAl. YSIS & SCOUR
AIW. YSl S,RESPeCTIfl Y.
8
REPU8UC OF THE PHILIPPINES
DEPARTMENT OF PUBUC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS llIVISI<)<j

27. J •
12nYn" RflNFORCING S1EEL
IloO.RSSfACED.4lXlnTnO£.rm
GRADED GaAva WITH 'tHf LARGERONES
PLACfO AI)JACENTTO I1OL.E5 AS SHOWN
WEEPHOLes ST"GGERlD AT 2OlXlrm'I
lNTE~AL I,toVETltEOROIHAR'l' WATERlEVa
r DESIGN FlOOOLEYS.
~
GAllION FOoT PIlOTEC'OON (PROVDE
WHEN TtIEtE IS HEAVY SCOIAl1HOj
OESlGN R.OOO LfVB..
"""'''''
C9 ~~FORCED CONCRETE REVETM~~~
~ REINFORCED CONCRETE REVETMENT
SCALE: lSOM,
RM'''''
CONCRETE BLOCK
SCAlE: 1:80M..
romGN R.OODLEVa
~
NOTE:
1. CONFMJURAl1()N1TYPE OF SLOPE PROTEC11ON~KS I lENGTH a
ra: PROTECTlON SHALl BE iWlED ON STMiUTY ANAL YSlS & SCOlA
AWilYSl5,RESPECTm,V.
~ L£NGTH"" S'TRENolTH Of GEOOmO SlW. BE BASED ON DESIGN
ANAlYSIS AHJ CAI.Cl1l.AilON.
COCONa."
SOD<lll<G
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
oMSE GABION
SCALE:: I:80M.
~ 810 ENGINEERING I1'fPE I)
SCALE: lSJM. Deporlrrent of Pubic _ks "'" H1g~_
OrrtC8of u,. SeofetIry
IIIIIIUIII•• IIIIIIIIIII
WIN6R01229
8
REPUBLIC OF THE fHIUPPINES
DEPARTMENT Of PUBUC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATERPROJECTS DMSION
nPICAl SECTIONS nPES OF REVETMENTS
_IT.

28. 5,0
3.0
5,0
3.0
3.0
3,0
>e.o
10. AllOWABlEOESIGNVELocmES
RE'lEYMENT AI.LOWABLEDESIGN
, 1YPE <£lOCllY m/S
G) 3.0
~ 3.0
@) 5.0
(3) ".0
@l 5~
@) •. 5
5.0
50
>6.0
o DETAIL OF BERM
NOTES: .
1_ fIRCMOE tAlM. WIDE BERM FORRE't'ETUENT HElOHT GREATeRnWl4.0 II.TO BE lOCATED
MlDWAYOf~tEDfT.
2. FRE£BOARD IiW..1. BE MSEOON 11£ OOC8MWELl All CHTHI! WEMOIWOJU~TED
1..N:21,2Ot1a'8R.8
~ ONFlOODCOIfTRa.N«JIDlO~ITANlWCDB
s.6PECIFlC OAAVI1YFOR ITOHE8 FOR lOOfl£ 9:lU.DERNIAOM SH.H.LBE15
4, LfMaTH CE SCOLll: PROTUOON 61W1. BE 1lABB)'0N THE RESU.T8 Of 8COl.R __ YSlS
llLOPE ITABlITYNW.Y&l8&M.l. BEPflEPNB)'ORF1JJU~ IWlKS
TO !IE PRJW;EOWlTKfl:EWTMENT8 W11l111EJQ4T0f1O "NlDAflOv£.
&. COCCMT ISI.ISEOTO PB:MOE IWMEIJATE1Il.JAF.tCf STABUZATXlN DlIWIG TIE fEJQ)
OFGERMl*TIOft /fNJ F'lAN1'£8THlJfHENf.
7. COCOFIBER LOGs.fA6ClNE8 ME COMPRE$SE) COCO fIEl "' .••
N"I.OM I£TTIIG TO
FORIII"l.ClQS"N"I'fAfW«:E
QJCOfIBER tolAYBE 8TRATE<JCIU Y IH8TALLEOa.l L.C»«la.0PE8 TO IElJCE
INlENGTHNtO TON::f ASlNTERCEPTOADRNHSTOPOOLlI'&SlOWOCMM
WATER LONG EHOUGrt TO Nf'( 8fOI1IEtff TllAT •• 1N Tl£ Wt.TER TO 6tT'1..E M.
I. ~.lSAwauREl«JlMEl)GRAS8l(NC1M(fORIT1EXfE~"J0TN3
8YSTDlWHICH REJrIOHlI'TO •••. ~
8.If'YDA08EED.I6tmlJWJTlCAl.lYN'PUEDSEEDlIIIXWI""'TERJ.I.lCH.8IJrI)IGMEf(]'
&FEIU'1JZa<S TO EA8l.YESTAilll&tVEGETATlONCtt'TREATEOAAEA
~~~~~~~m~m~~~~
SEED ~NfJWHEAE &IT£161NACCEB8lIlLEORTOO t:MGEID.J8TOf.IM
~ ~.ENGINEERING {TY~~I~
DETAIL OF CUT.oFF WALL
o WITH CURTAIN WALL
DETAIL OF SHEET PILE WALL
o IMTH CURTAIN WALL
oDETAILS OF CURTAIN WALL AND BERM
SCALE: 1:30M.
Oep.rtnnt of Public Worb .,d HIahMY'
otrloe of the Secret8ry
~IIII
IInil ~IIIIIIIIIIII
WIN6R01229
TYPE~C(C.IIT..t"lF=FW411
o
o TYPE - B (LOOSE BOULDER APRON)
TYPES OF FOOT PROTECTION
o WORKS fOR REVETMENTS
$C"I£: l:30M.
TE~
""WIt
a.""",
••••••••••••••
TYPES OF REVETMENTS
~ ORDINARY W.TBll.EVB.
•••• OED
10l1m 0 STIRRUPS 10 PA8& T1ftI twOJN(.1
ltOLEi OFN'E8{ONESTlRf¥JPPERFUI
-TYPICAL SECTIONS
-DETAIL OF CURTAIN WALL &. BERM
- TYPES OF FOOT PROTECTION FOR
REVETMENTS
TYPE -A (SHEET PILE)
o
NOTE:
CONFIGl.m:nowTYPE Cf' SlOPE PROTECTION WORKS & L.EN3TH OF
TOE PROlECTION SHHJ. BE BASED ON STABIUTY ANALYSIS & SCOJR
~LYSlS,RESPEC1TVB..Y.
8
REPUBUC Of THE PHIllPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS DroI1SIOO
SOItFM;O OAM,POII.fNEAWM.A

29. ---~..
;~' .,
•
Republic of the Philippines
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN,WATER PROJECTS DIVISION
Bonifacio Drive, Port Area, Manila
STANDARD DETAILS OF GATES
a. FLAP GATE
b. SLIDE GATE
LEO L. UN
CliIEF, WATER PROJECTS D1V.,B.D.D.
RECOMMENDING APPROVAL: APPROVED BY:
_oIl'ublcW_,""H~"""
OffICllIofthe s.er.tIIty
m IUllnllmUUUWlIlN
WIN6R01230

30. RECTANGULAR FLAP GATE
WD~I!T'ITlJ DIMENSION (rrmJ },,~L
HSOKfI~ A B B II"mI
300 X300 450 225 281.25 456.25
450Xeo 626 312.5 393.75 6Ui
eoo 375 481.25 781.25
7!50X450 925 312.5 393.75 825
750 X75) 1012.5 0468,76 S43.7!5 1006.25
900 X eoo 1100 -400 626 781.25
SOOX900 1100 550 887.6 113'1.25
1050X7SO 1300 481.25 581.26 .·956.25
1050X1050 1300 625 aao 1331.25
1200X800 1400 400 475 731.25
1200X£W 1400 550 681.25 1182.5
1200 X 1200 1450 ne 943.75 4543.75
1350x 900 1575 562.5 687.5 1187.5
1350
X1350 1600 876 993.75 1S'OO
1500 X 7SJ 1700 475 eo6.2S 993.715
1600X900 1750 575 725 1200
1500X 1200 1750 725 943.75 1543.75
1500X1500 1750 875 1143.751875
1650X1050 1900 660 818.75
1650X 1e60 1900 950 1300
1800X 1200 2050 nl5 943.75
1900X 1500 2050 876 1143.75
1800X 1800 2050 1025 1388.75 2262.5
2100X15lX1 2350 875 1150 1893.75
2100X2100 2350 1175 1556.25 2600
2400 X 150:) 1 1
2.400X2100 2700 17M 1582.5 2BOO
2.400 X 2400 2700 1725 2925
2700 X 2700 300C 500 900
3000 X3000 3300 1.l;()O 2025 37'5
CIRCULAR FLAP GATE lTYPE n
~G DIMENSION (J''VT) I'~L
lrrwn) A B B (mml
300 475 237.5 256.25 0418.75
350 526 262.5 312.5 0493.75
3 556.25 281.25 312.5 607.75
400 587.5 293.75 325 53126
450 618.75 312.5 293.75 825
500 687.5 3043.75 0406.26 lS56.25
525 700 350 .'2.5 8&4,5
600 BOO 400 481.25 781.25
875 850 425 531,25 887.5
7SJ 968.75 481.5 581.25 962.5
~ 515 881.5 1125
1050 650 812.5 1325
1200 7.43.75 943.75 1543.15
1350 331.25 993.15 1681.25
~5 ~ r:t25l1900
1950 23375 118875
2100 2500 1250
22SO 2650 1$37.5
20400 28!SO 1175
CIRCULAR FLAP GATE (TYPE II)
~rmIl ABC D
750 1&40 920 920 no
1000 2160 10470 1080 eoo
1500 2800 10490 1400 1180
2000 3360 1680 1880 7W
300D 4060 2Oro 2030 1000
NOTES:
1. HYDRO FLAP GATES ARE MADE OF CAST IRON OR DUCTLE IRON.
A SMAlL DIFFERENTIAL PRESSURE ATnie: BACK OF THE GATE CAUSES
IT TO OPEN AUTOMAl1CAU Y TO Iill.ON DISCHARGE THROUGH LEVEES,
SEWER LINES OR DRAINAGE CONDUITS. ittEN WATER ON THE FACE SIDE
OF THE GATE RISES ABOVE WATER ON THE BACK SIDE, lHE GATE ClOSES
AUTOMATICAllY TO PREVENT THE BACK FLOW.
A) SEAT (FRAMES)
A SEAT FRAME lS A ONE PieCE CASTING .THE SEAnNG FACE IS
CAST AND MACHINED AT AH ANGLE OFF VERTICA.l so THAT THE
HINGED COVER HAS A HORIZONTAL FORCE COMPONENT TO
CQMPlETEL Y SEAT THE GATE BY GRAVITY.
CORROSION RESISTANT SEATING FACES ARE PNEUMATlCAllY
IMPACTED INTO DOVETAIL GROCN'ES FOR HEAVY GATES.w-tEN
RUBBER SEATS ARE SPEClflEDTHE GtNDROP CROSS.sECTlON •
RUB8ER SEAl IS lOCKED INTO A DEEP OOVETAL GROOVE ON $EAT.
S) FLAPS (COVER)
FLAPS ARE IRON CASTINGS OF REINFORCED FLAT PLATE DESIGN.
REINFORCING RIBS BOni HORIZONTALANDVERTlCAlARE CAST
INTEGRAlLY ALONG Vt'Int BOSSES FOR THE HINGE. ~
C) DOUSLE-HINGE AC110N
FOR PROPER SEATING OF A FlAP GATE ,DOUBlE ACTlON IS
NECESSARY .THE MAIN HINGE ACtION ON ANY FLAP GATE 1$ ABOtrT
ITS UPPER PIVOT POINTS. H FLEXlBlUty'lS REOUIRED AT THE
BonOM PIVOT POINTS TO Al SEATING OF THE RAP AGAINST lHE
SEAT. . _
2.TO MAKE THE GATE MOHA SELF C NINO IT SIiOlIW BE MOUNTED 3Oc:m
ro-.AIlOVE r~ ONT~THEGATe.
RtCOIlWDlD!NO _ ••.• / _ ~ J-1:'"./'7 ",.,.~
'WlY1' A.)/.. m NO. SHaT NO.
/-, 'biVr"/7' /. L ./fJI/ @ EB
~B.~~r ~IS Rtl6Eu~A;I~~ .::,. ~
l:IIRECT(mN ~ut«)ER8ECflETAR't SfCAETARV
7
r--- ~~~OEOAOJUSTINQ
MOUNTING IiOl..ES
Oep~mofPubilc WcrU Md ~Ig~
0Ifa of the s.cr.t.ry
1IIIUIUnillUmiOllUm
WIN6R01230
o
r-.......
I Rm£WD 9'"
V }
-.LEON:..no{
u~
Q4lB',WAWl:PRJJECTaav.,IU).D.
l
/
SfAINI.£SSH1NGEPlN
STAtllBS PIN WJ$HER
COV!R
~
0••
(~
~
,
~
~ :;;:
_I I:~
~
, ';~
,
. i/!II; j
PWOT ADJUSlING N1.m
PREPAIt£I) 8'f1
TYPICAL STANDARD DRAWING
OF S1EEL FLAP GATE
,'.
~
.
f
....•...•
I po
sHEET CONTENT'Sc
~ SECTION DETAILS OF F"BRICATED
RECTANGUlAR a CIIlOJLAR FlAP GATe
_ SItES OF FAB. R.ECTANGUlAR"CIRCULAR
FlAP GAlt
• GENERAL NOlES
CIRCULAR FLAP GATE (TYPE II)
o:,IRCULAR S~~El FLAPGA~:E
CIRCULAR FLAP GATE (TYPE I)
-_.,-,-~.
.
l.c -... A
~ I=~
It 10 I 0 ~ I-
vAir1 ~
---1
~ ~
crt
,V&00; I
~I~ L...-
-- n
- ----
.') oj ...•..
=-
4
~ I ~
~.
0 0 0 ~! tll:
0 0
I
.tf!'.tI-
po.
0 0
"'"
- -
0
IIrlr:±:
0
....
0 0 I
0 010 0 I .>B
8
WUBUC Of THE PHILIPPINES
DEPARTMEN, OF PUBUC WOR~ AND HIGHWAYS
BUREAU OF DESIGN
WA,ER PROJECTSDMSION
llONIFACO DIWE. l'ORT ~ IIWAA

31. FABRICATED SLIDE GATE (NOT
SELF-CONTAINED)
_______
1 _
i
i
A;-TANDEMSHA"
~ SlOP i'" ~ TAi'IDEMlJ'lS
t=
ir I
m ,
I ~
I ,
I I V-~=
t oI,¥ .
$T!'" --....
- .
• +
. -
r---
I,-INVERT
. +
~A~OU
lL-
I ~
I
L-~OMOfSLDE
,uu.0PfN ,....
WEIR GATE - DOWNWARD OPENING (SELF CONTAINED)
YO<'
·
::;;;-
'-'
i ·
i ·
-0
I
I
·
·
i- II
·
I
I
lib..
.,1L...
II
.
FABRICATED HEAVY DUTY
STAINLESS STEEL SLIDE GATE
1
J'P[
!
!
i
i
__
1 _
i
i
FABRICATED SLIDE GATE
(SELF-CONTAINED)
-
,
r-SUOI!lHfW'I"
OPINf'()SIlD4
~!~
i
j
i
i
i
j
,
eoo
eoo
150
150
n5
550
415
550
81_
200
<100
325
400
415
325
<100
415
550
100
400
415
550
825
100
400
415
550
ll25
100
850
415
550
B25
1250
Almml
525
525
615
015
615
B25
B25
825
ll25
825
915
315
915
315
915
1125
1125
1125
1125
1125
1125
1215
1215
1275
1275
7
1425
1.425
1425
'425
1425
1425
1515
, 25
2225
2225
2225
2225
2025
2025
2025
2025
n5
BI"'""
250
400
325
400
475
325
400
47'
550
100
400
475
550
825
100
400
475
550
825
100
850
475
550
825
100
47
["
STAINLESS
Aln-mt
500
500
850
650
650
aoo
aoo
aoo
IllXl
aoo
950
950
950
...,
950
1100
1100
1100
1100
1100
1100
1250
1250
1250
1250
12
1<100
1<100
1<100
1<100 1
1<100 [~
1<100
, 1550
100
1100
1100
1100
1100
:zooo
:zooo
:zooo
:zooo
100
-,,..,,
.M
850
1000
-"""
'''''''
n5
Bln-mt
250
<100
325
<100
475
325
<100
475
550
100
<100
415
550
825
100
<100
415
550
B25
100
850
415
550
825
100
850
415
",.
1100
1100
1100
1100
:zooo
:zooo
:zooo
:zooo
1<100
1<100
1<100
1<100
1<100
1<100
1550
AI-'
500
500
e60
650
650
BOO
aoo
800
IllXl
800
...,
950
950
950
950
1100
1100
1100
1100
1100
1100
1250
1250
1250
1250
ALUMINUM ~~L'S RECOMMENOID
In-mt I~: Lf~
250 31.25 250
950 31.25 250
725 31.25 2ea
950 31.28 2W
1175 31.25 250
725 31.25 250
..., 31.25 350
1115 31.25 350
1400 31.25 600
1850 31.25 750
fI50 31.25 eoo
1175 31.25 eoo
1400 31.25 600
1625 37.5 600
1850 31.5 llOO
950 31.25 BOO
1175 31.25 800
10Wa 31.25 600
1625 37.5 BOO
1850 37.5 750
2300 50
1175 31.25
1400 31.25
1825 31.5
1850 37.5
50
31.25
, 31.25
162S 31.5
7M 1850 37.5
850 2300 50
2150 50
2076 37.5
, 31_
1625 37.5
1 37.5
2300 50
2150 50
1825 37.5
1850 37.5
2300 50
2150 50/
- - /'
~ ~ AI'I'MMIl sr. ;.,. ~ ~"
/2.. "A ~ L· ,/,/T/
~E B,POTMTE ~ IS Ella r?s1~lsoN
--.;;::7DRECT6R"'.~~._. ,,,,,"" """"""
/
,Mll
1800 X 1200
1800X 1500
1800 X 1800
~X7SlJ
1200 X 9CXl
1200 X 1050
1200 X 1200
1200 X 1600
1200 x 1BOO
1~X1326
000
,
,X<>
X 500
FABRICATED SLIDE GATES
CARBON STEB. a.
GAL vANlZED
WIDTH ImmJ
x
HOGHT Imml
X 300
aoo x BOO
450 X 450
450 X 800
450 X 750
600 x 450
600 X BOO
600 X 150
600 x 900
600 X 1200
50XlllXl
750 X 150
750 X 900
750 X 10f;(l
750X12lX1
xeoo
800 x 750
900 X 900
900 X 1000
900 X 1200
900 x 1500
10s0X7eiO
1050X9CXl
1~X 1050
1050 X 1200
....--...
om/:wm. sr.
I }
, _LEO~ARD6 L~
L.b<l---;(f CI+Ef~"",""","".ll.D.
TOP SECTION
TYPICAL SLIDE SECTION
TEODOAOM. c::EMlE
•..••..
FlATHEADlUICHHE8CREW~8lIllE
.,.;~ ••••.... flUSH BOTT"""'"
~I'~'
~';..~ OOl!SET
~:'. '- "--ANCHO'l:IlOt.T
L ~NrlGLEFPAME
11 ill'
FLUSH - BOTTOM SECTION
DAm '''''T1lRI
--1(••./
~
•..
Bl.I:lE N'lCHORIOLT
...... .• AHlU FPAME
S8T 8f'RD«}Q.lf' '~~: utMWPOLVIAER
J.se.tl.JlE1A11Bl: GUlOEElAR
8'TUDIIKlLTW 8UPPORTR.ATAT
l-PJrl./T&WA9l-£R I NCfQRII1T
25GIUJf ANQl.EFIWoIE
~TEOP!' I
CH"'"''
TYPICAL STANDARD DRAWING OF
FABRICATED SUDE GATE
Sl«ETTITU:
ISOMETRIC
DETAILS OF FABRICATED
SUDE GATE
5HE£T CONTEMTSI
.1-0
I
~._~
...•
•
..
SECTION DETAIL
8
REPU8LIC OF THE PHl..lPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATERPROJECTSOMSION
ItONlFAClO I:RM. PORTNEAIIWU.

32. 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
RECOMMENDING APPROVAL:
APPROVED BY:
_ ••"' ••,w•••••••••
H,,_
CfIIoe of thesectary
m1IIIIIIIIIallllilO
WIN6R01231

33. oSECTION A-A
oSECTION s-Il
oFRONT ElEVATION
SHIET NO.
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.
oSECTIONC - C
oTIMBER PILE HURDLES
..... ~
..
STANDARD PILE HURDLES
SH'" mu.
-DETAIL OF TIMBER PILE HURDLES
•
RfPU8UC OF THE PHIUf'PlNES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS DlVtSl()l
1lOItFH:lClDRM.PC«rMfA,1IUHIA

34. A N
Ilimn 010lT WfNtrB" WASHaS
oDETAllOFSAWAUt,lrAmNG
IMIlT 110.
[)@p8rtrn1ntof Publlc W0tk8 .net H~hMya .
OffIce cI the SltcrebIry
1IIHIIImlmDlIIIIII"~
WIN6R01231
7SX2.50Y~10ll'ItSfQUlVII.fNT}
lllUSHfS AND TWIGS
Illrrwrl01Ot.T
WlTMNlII'S&WASIifRS
oSTEEL SHEET PILE HURDLES
-.: ....
III 1111
II II 1111
1111
I III
II II 1111
1111
IIII
II ••
1111 III II II
II II II. II II
1111 III II II
:: :: :: :: :: ::
1111
1111 1111
~
1111 II ••
I' II II II IIII
oCROSS SECTION
'" II •• 1111
1
11.1: II II
lil:
&10..1.8
STANDARO PILE HURDLES
I50XllXlY.AKMjOll'IT1EQlW1A.l.OO)WAl..E
-DETAIL OF STEEL SHEET
PILE HURDLES
oFRONT ELEVATION
SHlEr CONTENTs,
II
II
II
II
.....
1:
•
• REPUaLCOF THE Pt-tUPPlNES
DEPARTMENT OF PUBUC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATERPROJECTSDiVISION
ICHFAClO mM.1'C«T.wA.MAHlA

35. •
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

36. 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:
DepIlrtrent d Public Works p HlgtMwP
~ ci the SecnM'l'
1IIIIIUHIIWnURIIDlilA
.W1N6R01232
_.••,.•d.
RECOMWEND! NG APPROV.A1.:
1.ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.
2. VETiVER GRASS HEDGEROW SHALL BE PLANTED ON THE SLOPES AT 0.10 M. TO
0.15 M. PLANT INTERVAL AND THE ROW DISTANCE SHALL BE 1.0 M -4.0 M. APART.
3. INTERLOCKING BLOCKS CAN BE USED WITH NON-WOVEN GEOTEXTILE TO
PROTECT AGAINST SOIL EROSION.
4. 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.
5. COCONET SHALL BE LAID LOOSELY. NOT STRETCHED ON THE GROUND. DIRECT
CONTACT WITH THE SOIL SHALL BE MAINTAINED AT ALL TIMES.
6. BACKFILL SHALL BE IN ACCORDANCE WITH THE APPROVED PLAN AND SHALL
CONFORM TO THE REQUIREMENTS OF EMBANKMENT.'
7. BAMBOO PEGS SHALL BE USED TO ANCHOR THE NETS INTO THE GROUND. USE 3
PCS OF BAMBOO PEGS PER SQUARE METER.
8. WATER GRASS ARE PLANTED AT EACH HOLE OF THE INTERLOCKING BLOCKS .
SUBMERGED UNDER NORMAL WATER LEVEL.
9. INTERLOCKING BLOCKS ARE USUALLY USED IN STREAM BANKS WITH VELOCITIES
WHICH MAY EXCEED 3.0 MlSEC.
10. HEAD SIZE BOULDERS ARE PLACED AT THE TOI= nl= TI-ll= 11IT1=1l1
~l(iNr:: RI n~l(!,:
D"TE: SIGNATURE
G)~AIL~S:
PREPAREO BY:
DEStOtt CA~<tOOQJE
0fIAWIt ~~
CHECI<m twrrJtI~W.LACRlZ,Jt .
REINFORCED CONCRETE
ANCHOR
WATER GRASS
VE1TVER GRASS
INTERLOCKING
8LOCKS
NON-WOVEN GEOTEXTILE
HEADSIZE BO.IlDERS
8AMBOO PEGS
0.03 M. ' 0.04 M. WIDTH,
0.26 M. - 0.30 M. LENGTH
3.0 PCSISQ.II.
81c)' ENGINEERING FOR RIVER IlA/'I<
Sl.OPE PROTECTlON APPlICATION
(COODNET. INTERlOCKING BLOCKS
Willi vrnVER GRASS)
SHE£T TITLE:
~ CROSS 8ecT1ON
REJNFORCEO CONCREm ANCHOR
DITAIL A, DETAIL B
GENI!RAL NOTES
SHEET CONTENTS:
REINFORCEMENT BAR.
DIAMETER. 0-16 MM
CONCRETE ANCHOR
DIAMETER. 0 ' 0.14 M.
LENGH1"-1.0 M.
INTERLOCKING BL.OCKS
HElGHT =r O.34M.
WIDTH • 0.30111.
THICKNESS' 0.114 II.
WEIGHT - 221<GS.
NON-WOVEN
GEOTEXTllE
NYLON ROPE,
0,10MII
G)~:'E~FORCED CONCRETE ANCHO:
s
:
8
REPUBU: OF THE PHIUPf'INES
DEPARTMENT OF PUBUC WORKS AND HIGHWA YS
BUREAU OF DESIGN
I
WATERPROJECTSDIVISION
. !lOtIF1aO OfIYE.POfrrIRAIriWll.A

37. ..
BIO- ENGINEERING FOR RIVER BANK SLOPE PROTECTION APPLICATION
(COCONET WITH VETIVER GRASS)
EXISTING PAVEMENT I SIDEWALK
DESIGN FLOOD LEVEL (DFL) /
I
NORMAL WATER LEVEL BASE STRUCTURESSUCHAS; GABION, STONE
MASONRY,CONCRETERETAININGWALL, SHEET
PILES, ETC.
VAA LE
VEllVER GRASS
HEDGEROW, ROW
DISTANCE AT
1.0 METER
a.3OM
..,OM
TYPICAL CROSS SECTION
ELEVA liON
SCALE: NTS:
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
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
TO 1:1 OR 45 DEGREES.
5. FOR EMBANKMENTIFILL SECTION MAXIMUM HEIGHT IS 3.0 METERS WITH A SLOPE OF LESS
THAN OR EQUAL TO 1.5:1.
6. COCONET SHALL BE LAID LOOSELY, NOT STRETCHED ON THE GRoUND. DIRECT CONTACT
WITH THE SOIL SHALL BE MAINTAINED AT ALL TIMES.
7. BACKFILL SHALL BE IN ACCORDANCE WITH THE APPROVED PLAN AND SHALL CONFORM TO
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 . ./ •
10. USE BASE STRUCTURES SUCH AS; GABION, STONE MASONRY, CONCR~ETAINING
WALL, ETC. OoP-J:,.PJ:~:::"~HIg-
IIMUIIHII~IIIIIBllllml
WIN6R01232
,/ '
RtCOYMENDINGAPPROVAL: APPROVEDBY SET NO. SHEET NO.
CATE.:
VETIVER GRASS HEDGEROW
NOTE:
VETIVER GRASS PLANTING DlSTAACE
@ 0.30 METER PLANTlNG INTERVAl.
AN) 0.30 METER ROW DISTANCE LP TO
1HE DESIGN FLOOD LEVEL (DFL) I
MAXIMUM EXPERIENCED FLOOD LEVEL
(MEFL)
PREPARED BY;
BIO- ENGINEERING FOR RIVER BANK
SLOPE PROTECTION APPLICATION
(COCONET WITH VETIVER GRASS)
511£[T TlTL.E:
COCONET 700
BAMBOO PEGS
0.03 M. - 0.04 M. 'MOTH,
0.25 M. - 0.30 M. LENGTH
3.0 PeS/SO.M.
VETI>ER GRASS I-EDGEROW
SHttT CONTENTS:
~ SECT10N OETAIL Of WAVE DEfLECTOR
• DETAIL OF DRAINAGE DITCH
• TYPICAL secnON
_ DETAIL Of ANCHORAGE TO ARMOUR ROCK
DETAIL A
SCALE: NTS:
8
REPUBLIC OF THE PHIUPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWA'IS
BUREAU OF DESIGN
W~TERPROJECTS DMSION

38. • I ~.
810- ENGINEERING FOR RIVER BANK SLOPE PROTECTION APPLICATION
(COCONET, COCOLOGS I FASCINE WITH VETIVER GRASS)
VM
BASE STRUCTURES SUCH AS; GABION, STONE
MASONRY. CONCRETE RETAINING WAll, SHEET
PilES, ETC.
VETlVER GRASS
HEDGEROW, ROW
DISTANCE AT
1.0 METER
NORMAL WATER LEVEL
TYPICAL CROSS SECTION
SCALE: NOT TO SCALE
ELEVA liON
SCALE: NTS:
GENERAL NOTES:
STEEPNESS
COCONET COCOLOG
VERTICAL DIBTANCE HORIZONTAL
OF SLOPE OF COCOLDGS TYPE OF SLOPE VEGETATION
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
o.e: 1 900 200 •. 0 METERS
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 AND nE ROW DlSTANCE SHALl. BE
0.30 M. APART UP TO THE DFuMEFL AND 1.0 M. - •. 0 M. APAAT ON SLOPESABOVE THE DFUMEFL
3. COCONET 700 IS USUALlY USED FOR RIVER BANK PROTECTION. IT CAN ALSO BE USED FOR INTERMITTENT HIGHVELOCITY 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 MAINTAINEDAT All
TIMES..
7. BACKFILL SHALL BE IN ACCORDANCE WITH THE APPROVED PLAN AND SHALL CONFORM TO THE REQUIREMENTSOF ITEM 104· EMBANKMENT.
8. BAMBOO PEGS SHALL BE USED TO ANCHOR THE NETS INTO THE GROUND. USE 3 PCS OF BAMBOO PEGS PER SQUARE METER
9. COCOLOGSIFASCINES SHALL BE INSTALLED IF THERE IS NO EXISTING VERTiCAL AND HORIZONTAL DRAIN. COCOLOGSIFASClNES SHALL BE
INSTALLED AT THE SlOPE AT EVERY 8.0 •••.SPACING PLANTED'MTHVEnVER GRASS.
10. LNE STAKES SHALL BE USED TO ANCHOR THE COCOLOGSIFASCINE TO THE GRDlJN)AND ADO TO THE STABILITY OF THE SLOFE.IT SHALl.
BE PlACED ON BOTH UPHIL1.AND ~ILL SIDES OF THE LOGS AND MUST BE SPACED AT 1.0 METERAPART Oep-'''' PublicWe'"ond HIg-
11. NYLON ROPES ARE USED TO TIE THE LOGS TO THE LIVE STAKES TO ADO STABILITY•• OfI1oe"''''_
12 USE BASE STRUCTURES SUCH AS; GASION. STONE MASONlY. CONCRETERETAINING WALL, ETC. 1111DID 1111111111111111111
WIN6R01232
CATEI
VETiVER GRASS HEOGEROW
NOTE:
VETIVER GRASS PLANTING DISTANCE
00.30 METER PLANTING INTERVAL
AND 0.30 •••ETERROWDISTANCEUP TO
THE DESIGN FLOOD LEVEL (OFL)I
MAXIMUM EXPERIENCED FLOOD LEVEL
(MEFL)
PRtPAfW) BY:
DETAIL B
SCAlE: NTS:
SIG- ENGINEERING FOR RIVER BANK
SLOPE PROTECTION APPUCAnoN
(COCONET. COCOLOGS I FASCINE WIDi
VETlVER GRASS)
sttEET Tm.£:
SHEET COfUENfS:
· SECTlON DETAIL Of WAVE OEFlfCTOR
• DETAIl Of OAAINAGEOITCH
• rmCAI. SEmON
• DETA1L OF ANCHORAGE TO ARMOUR ROCK
VEllVER GRASS HEDGEROW
NYlON ROPE, 0.010 M."
LIVE STAKE
o.oe M. " • 0.1~ M. " DIAMETER.
0.60 M.• 1.00 M. LENGTH
COCO LOG
COCONET 700
BAMBOO PEGS
0.03 M.• 0.04 M. WIDTH,
0.25 M.• 0.30 M. LENGTH
3.0 PCSISQ.M.
G):'~AIL~:
•
REPUBLC OFTHE PHILf'pINES
DEPARTMENT OF PUBUC WORKS AND HIGHWA YS
BUREAU OF DESIGN
WATERPROJECTS
DIVISION
BONIfACIO ORIIE. f'()ff," MfA MalA

39. 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 ORLESSTHAN12"'Ill~R.1'lNO
USE "4INIMUMllO. 'Y- 414 UP_, FOA ~8WiTHORGREATER T'tW'4111 •••••
•.....".
3. ADO o.!KllO oro OIA.TClMACEOUS B~ [CEl..rTE OR n£ lll<EJ AS AH
AQ~C: PCIt 8AG orCE~. u&E W,,~ JET IF NECESSARY
Pi
ORMNG PUs.
4. TlitH. P"Il.U "-"E DESlI3NlIP WITM A REStSTtfG M)t.E.NT 01'11880,11310 .
111UO KIlOoN!.WTON-t.teTl'ItS PElil. Iol!TER CW W~ FaA: 8M., 705M. ",.,
• M. "'1.If! M&PfCTNSLY.
,. MW~ n:Nf.TflATIONallOW O1.t.NHl!.L BeD TO U .c.Ol11(..'.Io2M. He
5.11Ill. !tOA 8M., 7.!$M.""'" IN. PUS ~SPECT1'IO..Y.
S. CONQIltITa VIlIIlATOR Sl'lNJ. Ii. 1.1810 IN THE CASTING Of' t1iESE PLU.
TOll'tOCUCIi A OE"IS&. N«J t1lQH C~IS/IIE S~TH CCHCFtfTE.
TH& .••••SUMED STR£SSU AM. fOR CONCAE'll: COIdPREssaoN:
lIM POUNOIPERSQUAAEINCI'I AHO FOR STEEL '" TCH5lO«;
11,000I"OUfClI P£R aOUAAEtot
1. D1MeHSlOH&.AMi'" Mi.ft.KS Wl.E5I O1l-£RWlSE SPeCFlED.
a. FIGUMS SHAU. GOVERN OVER QCA4.U) Olf,EtorSO'tS IN CASE OF
OlSClIW'ANClC9.
i. IT 9riOULD IE NOTED TttA T THE. RElI'.f!ORCEllEtfT8 OF THE RMRSIDE. N'€J
I,.AH)tJOE OF TH£ PllES,Ir,Q NOT THE lAMIE,EXTREI.E CARE SHOll.08£
l):lfI,O&lO INDRIVINGTHe PI-I1&. EtACI'l SlOE ry. THE PILEGMT SKOl.t.D 16
MAAAf£Q "W' ••~ THe w~TEMIOEN""l.·Il'OR THE 1...AN0UlE '" THfCAK
",mHeAR THE.BUTT END. ~ II1OUI.O 8E ATT,t.CH£O TO Tl1E FORMS.
~~
J~ 10 mm" BARS SPACED AT 300mm
BOTHWAYS
12 mm" STIRRUPS TO PASS THRU
HANDLING HOLES OF PILES (ONE
STIRRUP PER PILE)
12 mm" LONGITUDINAL BARS
SPACED AS SHOWN
REINFORCED CONCRETE PILE
~M.L
.'l;lI'
.
II
•••I
I
·I
!
I
·
RIVERSIDE
TOP ELEVATION
-
LENGTH OF MAIN REINFORCEMENT
SECTION A· A
ELEVATION OF R.C. PILES
C)ERECTION DIAGRAM
c:rlLE CAP DETAIL
LENGTtl CF
...•
8-.OCM.
SIZE OF BARS VI VI Is I. 1,
foHDfClI IIMMDI (m) (11'1) (11'1) (m) 1m)
20llYllll 121T'
••.•
0 ~.n 1.82 l.a1 5.92
'.K
y.
(·1
5.117
'."
•• 0>
~ NO. ••• NO.
11 10 130' 122' 1.0' 1.&2'
-II'>
NOTES:
1. FOR '.10M . .AND 1.62.1,1 ~S. USE III'MJ PAlRS a: MAIN REINFORCING 8AA&.
2. FOR t. 16101, PUS. un • (sax) PAIRS OF MHN REW~ BAAS.
a.OOM. lQfnrrl0 10M 11 pili 0 3.04M ,.~ G 1.23'" I5pelf 0 0.1115 311Cl 0
.IO~ .m~ ~~ ~U
1~M. ,~Z 10M 'l/lCIO !.OM 2$pcI0 1.315M 21PD10 0.2515 3lQCD
,10M ~~ ~_ U~
.OON, 10"11Me 1.0101 11* 0 C1021d IlpCI 0 t.)eM 17j101 G: 0.82101 31lQ •
•10~ ~~ ~~ ~M
SIZE. NUMBER, AND SPACING OF STIRRUPS
Le~'flol CF &Ib (Jf I, 8,: 8s s.
PLI ~1.I"1Q'l1o IIQTloI ~ ~ "''«In;
1.50M. 11 13 n 10 •.6 • II s..o 1R -'0 so 22 I. :1.0
,.00'''' t2 H 28 10' 8.c fI 12 .lJ.6 20 ••• 42 24 ~..-G
DATA ON THE TYPICAL CROSS· SECTION
OATA ON STEEL SHOE PLATE
1.$)M. ".50 10 II 12 11 U •.5 1.6 8.0 u '.0 U U
• .ooM. 1Cmm" )R 1. n.1I :to 51 2! 19 11 101' 123' 131' U1'
•.ooM
.• 2.&.1 1.) Ie I' 12 U s.o 1.5 1A '.0 4.0 H 0.'
lLNOTI1a • b Cl f • I II " -. m 'f! P III f
PU (em) (4Il') (Cl1lII (~l (crnllc;tnl 10tll) (C>fl) (om) (C'l'Il (lI'rl) (0In) (~l (O"IlJ
I.ooM. I 10 Z2 • U 6 I nQ '7 3e 32 II 12 U
LEHOTH or i;llO$S"C1"~ I, II, I, b1 II III II. ell Co2 Co, f f,
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 •. ~
llitlOllo< OF llU Of I b G d • ,
I"It.l 1"1IlfU>t (c:m) (~",) (em) (01" (c:ml 10l'l
o.ocM- 10rl'llt'll21 25.1 12 2U 11 ., 2D
--....
~/'u.
D.A!lTfe. PC ANITE
o.
TOP
STIRRUP BAR BENDING SCHEDULE
.
I
St
FRONT
i--
GDETAIL OF STIRRUPS
/
""""', •._~
CHEtllEi>. 'J4JIe1iWlOA.CNt.OTAI
NlPAMIt WI
Ol;!'OItt.lMTI~tRUZ.'ll
SIDE
UDETAIL OF STeEL SHOE PLATE (3mm THICK)
r-...... __
Ih1&WII 1'/,
I
(:EON ~o{L1NGA;-
OltEf.WAT£fl;PAO.'fCllIXVAt.O.D.
"I
-I
--1
St,
.,
STANDARD REINFORCED CONCRETE
SHEET PILE
-
-
REAR
1/
1'--/
i-!-
_ R,C. PIL.fS SHOWING REINFORCING eARS
- SECTION DETAILS
_ DETAIL or: STEfl SHoe PLAT!
_ SPECIFICATION a. GENEFtAl NOTES
v.
-
' '/, .;;
v,
FRONT ELEVATION
v•
v,
k
( RtV RSIDE)
( LANOSIDE)
v,
SECTION A-A
v,
..,
• k
ELEVATION
R. C. PILES SHOWING REINFORCING BARS
8
REPueuc Of THEPHIlIPPINES
DEPARtMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS DIVISION
, -.

40. sreEL SHEET PilE
10 mm 1/1 BARS SPACED AT 3DOmm
BOTHWA YS
12 mm 1/1STIRRUPS TO PASS THRU
HANDLING HOLES OF PILES (ONE
STIRRUP PER PilEI
12 mm 1/1LONGITUDINAL BARS
SPACED AS SHOWN
~I
I
L.".n~aHOl..I!· J2rMlll L~TaO 0 l$O!'IIn'
!'ROM 0Nt ENe
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 :
Z-TYPE STEEL SHEET PILES
LEGEND:
d = WEB THICKNESS
f = NOMINAL
b = WIDTH
h = DEPTH
L = FLANGE THICKNESS
t, = THICKNESS
w = NOMINAL WIDTH
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'
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
FILLED WITH SAND AND GRAVEL AND SUFFICIENTLY WATERED TO SECURE
COMPACTION.
6. DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.
7. FIGURES SHALL GOVERN OVER SCALED DIMENSIONS IN CASE OF
DISCREPANCIES.
RtfUBUC or THEPHllI1'riN£S
DEPARTMENTOF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATERPROJECTS
OMSION
• TYpes OF STEfl SHeer PILE
• DETAJl Of PILE CAP
- GENERAL ~on·s
"""' l11U>
TYPES OF STANDARD DETAILS OF
STEEL SHEET PILE FOR
•• U- TYPE STEEL SHEET PILES
b. Z- TYPE STEEL SHEET PILES
••••••••• 1'11
oe!lGttl.W{!Ilfl.~CIlUl.1t
OAAWlt.JA.H~":'''Jc,~
MCKm Ol"l

41. REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANILA
STANDARD
EARTHDIKE/LEVEE

42. GENERAL NOTES
I. DESIGN CRITERIA AND SPECIFICATIONS
,. OPWH DESIGN GUIDELINES, CRIlERIA a STANDARDS (DGC5), 2015 EDITION
2. OPWH STANDARD 5Pl!C1FICATlONS, VOLUME 2, 2013 EDITION
D. DESIGN CONDmONS
,. HEIGHT AND CRESTYoUllH OF DIKE
I) THE HEIGHT OF OIKE 15 DETERMINED FROM THE ll!'$1GN FlOOD LEVEL ELEVATION PLUS AN
ADDITlotW. FREEBOARD ALI.OWANCE DEPENDING ON THE DESIGN DISCHARGE AS SHOWN IN THE
FOLLOWING TA8l.E:
m. MATERIAL AND CONSTRUCTION REQUIREMENTS
,. EMBANKMENT
EMBANKMENt SHALL CONTAIN NO MUCK. PEAT, SOD, ROOTS OR OTHER DELETERIOUS MATTER.
EMBANKMENT OF EARTH MATERIAL SHALL BE PLACED IN HORIZONTAL LAYllRS NOT EXCEEDING
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
THE DESlGNIlTED DEPTH BEL.O'IVSUBGRADE IN CUT SEC1IIONS SHALL BE COMPACTED UNTIL A
UNFORM DENSITY OF NOT LESS THAN 9ll MASS PERCENT OF THE MAXIMUM DRY DENSITY IS
ATTAINED AT A MOISTURE CONTENT tlETERMlNED BY THE ENGINEER TOIBE SUITABLE FOR SUCH
DENSITY.
b) THE TOPICREST WIDTH OF THE DIKE SHALL BE BASED ON THE DESIGN FLOOD DISCHARGE AND SHALL
NOT BE LESS THAN VALUES GIVEN IN THE FOLLOWING TABLE:
llE5IGN IFl.OOD DISCHARGE Q (m"feec)
LESS THAN 200
200 LESS THAN 500
500 AND LESS THAN 2,000
2,000 AND LESS THAN 8,000
5,000 AND LESS THAN 10,000
10,000 AND OIlER
DESIGNIFl.OOO DISCHARGE Q (m'/IeC)
LESS THAN 500
500 LESS THAN 2,000
2,0lIO AND LESS THAN 5,000
8,0lIOAND LESS THAN 10,000
10,000 AND OVER
FREEBOARD (m)
0.8
0.8
1.0
1.2
1.5
2.0
CREST WIDTH (m)
3
4
8
8
7
2. AGGREGATE SURFACE COURSE
THE AGGREGATE SHALL CONSIST OFiHAAo, DURABLE PARTICLES OR FRAGMENTS OF STONE OR
GRAVEL AND SAND OR OTHER FINE MiNERAl PARTICLES FREE FROM VEGETABLE MATTER AND
LUMPS OR BALLS OF ClAY AND OF SUCH NATURE THAT IT CAN BE COMPACTED READILY TO FORM A
FIRM, STABlE LAYER.
WI-IERE THE REQUIRED THICKNESS IS l50mm OR LESS, THE MATERIAL MIllY BE SPREAD AND
COMPACTED IN ONE LAYER. WI-IERE THE REQUIRED THICKNESS IS MORE THAN 15Omm, THE
AGGREGATE SUBEllSE SHALL BE SPREAD AND COMPACTED IN 'I'M) OR MORE LAYERS OF
APPROXIMATELY EQUAL THICKNESS, ,AND THE MAXIMUM COMPACTED THICKNESS OF ANY LAYER
SHALL NOT EXCEED l5Omm. ALl·SUBSEQUENT LAYERS SHALL BE SPREAD AND COMPACTED IN A
SIMILAR MANNER
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. HYDRAUUCOESIGIlDATA
I) DRAINAGE AREA, (DA) • _ Ion'
b) DISCHARGE, (Q) • ~m'!slIc
c) VELOCITY,M = _mlsee
&
REPUaJCOF THE PHILF'P1_
DEPAR1MENT OF PJIlJC WORKS NfO tfIGHWIY$
I BUREAU OF DESIGN
WATERPRO.lECIlI DMI10II
~FACIODItlW.POftT/IIIIIi1,.~
$EET nTLE:
STANOAROEARTHIlIKEII..EIIES GENERALNOTES
~ (
-- - ""
APPIO/&l>. .THO. SHT. NO.
TEODOROM. CERALDI
I lo..
...... -.........tr-v ,,~ ~- -- ~~
- NO
"- 7--.....
......., GNIII.::.=..•••. r i'~'P'~ /
.~
~
-.- •..~-- ~
J I
:itl"fJ

43. i
I
TOP WI TH (W)
RIVER SIDE
DESIGN TOP OF DJKE , 1
_______ ~. l .---...1: _
-----~~~~;;;~--~------~~1~~-------
~ BERM H
~
Q.5Om
EMBANIKMENT
95% COMPACTION (MIN.)
LAND SIDE
.15m THICK AGGREGATE SURFACE COURSE
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:
REPUBUCOF THE PHIUPPINES
DEPARTMENT OF PUBLIC VtIORKS AND HIG1IIWIYS
BUREAU OF DESIGN
WATER PROJECTS IlM8ION
BOHIFACIO DRIVE. PORT AREA. IotANlLA
SHfETTITlE;
51ANDARD EARTHDIKEIl.EVEE
SHEET CONTENTS
TYPICAL SECTION
GI s.
__ ot_
...-----

44. ....
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANILA
STANDARD DRAINAGE
CULVERT WITH FLAP GATE

45. GENERAL NOTES
2. FLAP GATES SHAlL HAVE ONE (1) STANDARD MATERIAL COMBINATION AS LISTED IN THE!FOLLOWING TABLE:
I. DESIGN CRITERIA AND SPECIFICATIONS
1. DP'NH DESIGN GUIDELINES. CRITERIA & STANDARDS (DGCS), VOLUME 3, 2015 EDITION
2. DPWH STANDARD SPECIFICATIONS, VOlUME 2, 2013 EOrTtON
II. DESIGN CONDITIONS
1. BACKFlOW CONTROL STRUCTURES OUTLET flOW CONTROLS INCLUDE STRUCTURES SUCH AS TIDAL FlAPS. FLOOD GATES AND DUCK
BILLED VALVES. THESE STRUCTURES CONTROL THE BACKFLOW OF WATER FROM THE RECEfVlNG WATER BODy INTO EITHER THE CULVERT
OR PIPE. THEY MAY BE INCORPORATED FOR A VARIETY OF REASONS, .INCLUDING:
8. TO PREVENT nDAL BACKFLOW INTO A CULVERT OR PIPE NElWORK
b. TO PREVENT FLOODWATERS FROM A RIVER OR CREEK FROM BACKWATERING THROUGH A PIPE NETWORK OR CULVERT, PARTlCUlARl Y
UNDER A LEVEE OR DIKE .
c. TO PROVIDE WAl'ER QUAliTY CONTROLS BETWEEN T'lNO AREAS
2. THESE STRUCTURES INTRODuCe ADDITIONAL HEAD LOSSES. REFERENCE SHOULD BE MADE TO TliE APPROPRIATE MANUFACTURER
GUIDELINES. MAINTENANCE OF THESE STRUCTURES IS ALSO CRITICAl FOR THEIR PERFORMANCE
01. MATERIAL AND CONSTRUCTION REQUIREMENTS
DESCRIPTION
SEAT AND COVER
SEATING FACES
PIVOT LUGS
LiNKS
BUSHINGS
FASTENERS
STANDARD MATERIAL
CAST IRON, CLASS B
SILICON BRONZE, AlLOY 651
DUCTLE IRON, GRADE ~
BRONZE, ALLOY 932
STAINLESS STEEL, ALLOY GROUP 2,
TYPE 316
REFERENCE STANDARD
ASTM A126· STANDARD SPECIFICATION FOR
GRAY IRON CASTINGS FOR VALVES, FlANGES,
AND PIPE FITTINGS
ASTM 898 - STANDARD SPECIFICATION FOR
COPPER SILICON ALLOY ROO, BAR AND SHAPES
ASTM A536 - STANDARD SPECIFICATION FoR
DUCTILE IRON CASTINGS
ASTM B5B4 - STANDARD SPECIFICATION FOR
COPPER ALLOY SAND CASTINGS FOR GENERAL
APPLICATION
ASTM F593· STANDARD SPECIFICATION FOR
STAINLESS STEEL BOLTS HEX CAP SCREWS, AND
STUDS
1. THE FLAP GATE SHALl BE-OBTAINED FROM AN APPROVED MANUFACTURER AND THE CONTRACTOR SHALL SUBMIT FULL DRAWINGS AND
DETAilS OF THE PROPOSECFLAP GATE TO THE ENGINEER FOR APPROVAl AT LEAST 28 DAYS BEFORE COMMENCING INSTALLATION OF ANY
FLAP GATE. 3. FIBER REINFORCED PLASTIC (FRP) SHAlL CONFORM TO THE REQUIREMENTS OF THE FOLLO'lNING ASTM STANDARDS·
THE Fl.AP GATESANO FRAMES SHAlL HAVE THE FOlLOWING FEATURES:
8. DUAL HINGE ARMS, EACH WITH DUAL PIVOT POINTS.
b STOPS TO PREVENT TtiE FlAP FROM OVERTURNING.
e. DISTANCE BETWEEN HINGE ARMS APPROXIMATELY eQUAL TO CLEAR OPENING IJ/WTH.
d. FIFTY TO SevENTY CHLORQPRENE SEALS OF OUROMETER HARDNESS.
e. STAINLESS STEEl HINGE PINS IN DOUBLE SHEAR.
f. FRAME AND COVER. EITHER AN UlTRAVIOlET STABilIZED FIBER REINFORCED PLASTIC (FRP) OR AlUMINUM ALLOY 5083, AS
APPROPRIATE TO THE FLAP GATE BODY MATERIAL.
THE FLAP GATE SHALL BE IN ACCORDANCE WITH THE DETAilS SHOWN IN THE FOLLOWING TABlE EXCEPT OTHERVVlSE INDICATED IN THE
PlANS OR AS DIRECTED BY THE ENGINEER.
DESIGNATION
AS'" D638
ASTM O3039M
ASlM 0790
AS'" D695
ASTM 0570
ASTM 01435
OESCRIPT10N
STANDARD TEST METHOD FOR TENSILE PROPERTIES OF PLASTICS
STANDARD TEST METHOD FOR TENSILE PROPERTIES OF POL YMERMATRIX COMPOSITE
MATERIAlS
STANDARD TEST METHODS fOR FL.£XURAl PROPERTIES OF UNREItEORCED AND
REINFORCED PLASTICS AND ELEC~ICAl..INSULA1lNG MAlCRIALS
STANDARD TEST METHOD FOR COMPRESSIVE PROPERTIES OF RJGID PlASTICS
STANDARD TEST METHOD FOR WATER ABSORPTION OF PLASTICS
STANDARD PRACTICE FOR OUTDOOR VllEATHERING OF PlASTICS
LOCATION MATERIAl SHAPE SIZE
FRP CIRCULAR 300mm "".
DRAINAGE OUTLErS FRP CIRCULAR 750mm die.
FRP CIRCULAR 900mm die.
SLUICE STRUCTURE
ALUMINUM RECTANGUlAR 2000mm x 2000mm
ALUMINuM RECTANGULAR 1700mm X 1700mm
4. ALUMINUM ALLOY 5083
AlUMINUM ALLOV 5083 USED IN FlAP GATES SHALL CONFORM TO ASTM B209M, STANDARD SPECIFtCATlON FOR ALUMINUM JlwND
ALUMINlJM.ALLOY SHEET AND PlATE
5 INSTALlATION OF FlAP GATES
THE GATE SHALl BE ANCHOREO TO THE DRAINAGE STRUCTURE END WALL OR TO niE SLUICE STRUCTURE WALL WITH STAINLESS
STEEL ANCHOR BOLTS.
THE CONTRACTOR SHALL ENSURE THAT THE ANCHOR HOLES ARE ACCURAtEL V LOCATED AND SHALL CHECK THE HOLE SPAC~G
BY "DRY FmING"THE GATE FRAME BEFORE ATTEMPTING TO MOUNT THE GATE BODY ON THE WALL.
w-lERE A FLAP GATE IS TO BE INSTALlED FOR A CIRCULAR CULVERT PIPE, THE GATE SHAlL BE SIZED TO ALLOW ATTACHMENT OF
THE GATE FRAME TO THE CULVERT END WALL VoMHOUT THE ANCHORING BOlTS DAMAGING THE PIPE CULVERT WALL
•
REPUBUCOF THE PHIUPPINfS
DEP'BU'RNTEAUUOFDESIGNYS
WATER PROJECTS DIV1SIOII
BONIFACIO 0R1YE. PORT AREA. 1ilANl.A
8HEET~:
STANDARD DRAINAGE CULVERT
WITH FLAP GATE
SHEET CONTENTS
GENERAL NOTES

46. TO
NOT
DETAILS OF ADJUSTABLE
TOP PIVOT AND LINK ASSEMBL ¥
PWOT ADJUSTING
NUTS
LO'NER ADJUSTING
MECHANISM
.'
",
• A"
",
u
~
SEEDETAIL"A"
- ---c; - - - -r -
.----1r---. -- -, --, --.---;-
----;-
-
.. " .. '. ' ..
, , .
•. . .• /-~.------,
I I '.
I I
I I
"
'- ~ - ~- ~ - ~ - ~ - - -'~ -'- - ~ - --
OPENING SIZE DIAMETER = 910mm
SEAT
"
•• 4 "•
PIPE CULVERT
TYPICAL DETAILS OF PIPE CULVERT WITH FLAP GATE
FRONT VIEW
SIDE VIEW
NOT TO SCALE
SCALE
NOT
AS
TO SCALE
SHOWN
OPENING SIZE
DIMENSION (mm.) PIVOT RADIUS
OIA(mm.)
A B C
(nm.)
91. 1170 584 700 1156.00
1067 '348 873 ll26 1359
1219 1511 758 959 1588
1372 1683
••• 1010 1708
152A 1854 927 1168 1930
1878 2032 1016 127. 2108
'829 2197 '099 1378 2281l
'98' 2375' 1187 1480 2484
2'34 2540' 1270 '58' 2548
"98 2706; '353 1584 2825
2438 28n '438 1584 2978
2743 3175; '588 '908 3296
SHEET mLE:
STANDARD DRAINAGE CULVERT
VvlTH FLAP GATE
SHEET CONTENTS
TYPICAL DETAILS OF PIPE CULVERT
VvlTH FLAP GATE
APPROVED:
GI

47. MOUNTING
HOLES
DETAILS OF ADJUSTABLE
TOP PIVOT AND LINK ASSEMBLY
NOT TO SCAlE
OIMENSIOl'II (mm.) PIVOT RADIUS
OPENING (mm.) (1m>.)
A
• C
1000x1000 ,300 625 812.50 1331.25
125OX1250 ,800 800 993.15 1668.75
1500X1250 1750 725 943.75 1543.75
15OOX1500 ,750 875 1143.75 1893.75
1500X1000 ,- 65. 818.75 1337.50
1250)(1200 2050 725 943.75 1543.15
1800)(1500 2050 875 11043.75 1893.75
l8OOX1BOO 2050 1025 1368.75 2262.50
215OX16OO 2350 875 1150.00 1893.75
2100X2100 2350 1175 1558.25 2600.00 .
24OOXt5OQ 1700 900 1150.00 1900.00
2400X2100 2700 1200 '562.50 2600.00
2<00><2400 2700 1350 1725.00 2925.00
275OX2750 ,... '500 1900.00 >450.00
3OOOX3OOO 3300 '500 2025.00 3725.00
PIN BUStlING
LJNKARM
ADJUSTABLE
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'.
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..
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@
@
@
FRONT VIEW
NOT TO SCALE
@
AS
SEAT
BOX CULVERT
SCALE
TYPICAL DETAILS OF BOX CULVERT WITH FLAP GATE
SIDE VIEW
NOT TO SCALE
COVER
•
SHEETTlTL.E:
REPUBUC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWA.YS
BUREAU OF DESIGN STANDARD DRAINAGE CULVERT
WATER
PROJECTS
DM&ION WITH FLAP GATE
9OHlFACIOORIVE, PORT AREA, MANlLA
SHEET CONTENTS
TYPICAL DETAILS OF BOX CULVERT
WITH FLAPGATE

48. REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN, WATER PROJECTS DIVISION
BONIFACIO DRIVE, PORT AREA, MANILA
STANDARD PLAN OF 2M TO
6M GRAVITY WALL

49. GENERAL NOTES
I. DESIGN CRITERIA AND SPECIFICATIONS
1. DPWH DESIGN GUIDELINES, CRITERIA & STANDARDS (DGCS), 2015 EDITION
2. DPWH STANDARD SPECIFICATIONS, VOLUME 2, 2013 EDITION
II. DESIGN CONDITIONS
1. SURCHARGE = 25 Um OR 24.47 kN/m'
2. FREEBOARD = 600 mm (minimum)
3. SOIL PROPERTIES:
a) UNIT WT. OF SOIL = 19 kN/m3
b) ANGLE OF REPOSE = 30·
5. HYDRAULIC DESIGN DATA
a) DRAINAGE AREA, (DA) = __ km'
b) DISCHARGE, (Q) = __ m3
/sec.
c) VELOCITY, (V) = __ m/sec.
III.MATERIAL AND CONSTRUCTION REQUIREMENTS
1. STONES
a) THE STONES SHALL BE CLEAN, HARD AND DURABLE AND SHALL BE
SUBJECT TO THE ENGINEER'S APPROVAL. ADOBE STONE SHALL NOT BE
USED UNLESS OTHERWISE SPECIFIED.
b) STONES SHALL HAVE A THICKNESS OF NOT LESS THAN 150 mm, AND
WIDTHS OF NOT LESS THAN ONE AND ONE-HALF TIMES THEIR
RESPECTIVE THICKNESS, AND LENGTHS OF NOT LESS THAN ONE AND
ONE-HALF TIMES THEIR RESPECTIVE WIDTHS.
2. THE FOUNDATION BED SHALL BE EXCAVATED TO THE LINES AND GRADES AS
SHOWN IN THE PLANS AS DIRECTED BY THE ENGINEER AND SHALL BE
THOROUGHLY COMPACTED IN ACCORDANCE WITH ITEM 140.3.3 OF DPWH
STANDARD SPECIFICATIONS.
3. MORTAR
THE MORTAR FOR THE MASONRY SHALL BE COMPOSED OF ONE PART OF PORTLAND
CEMENT AND TWO PARTS OF FINE AGGREGATE BY VOLUME AND SUFFICIENT WATER TO
MAKE THE MORTAR OF SUCH CONSISTENCY THAT IT CAN BE HANDLED EASILY AND SPREAD
WITH A TROWEL.
4. PLACING OF STONES
WHEN THE MASONRY IS TO BE PLACED ON A PREPARED FOUNDATION BED, THE BED SHALL
BE FIRM AND NORMAL TO, OR IN STEPS NORMAL TO THE FACE OF THE WALL, AND SHALL
HAVE BEEN APPROVED BY THE ENGINEER BEFORE ANY STONE IS PLACED.
CARE SHALL BE TAKEN TO PREVENT THE BUNCHING OF SMALL STONE OR STONES OF THE
SAME SIZE. LARGE STONES SHALL BE USED IN THE CORNER.
THE STONES SHALL BE LAID WITH THEIR LONGEST FACES HORIZONTAL IN FULL BEDS OF
MORTAR, AND THE JOINTS SHALL BE FLUSHED WITH MORTAR.
THE EXPOSED FACES OF INDIVIDUAL STONES SHALL BE PARALLEL TO THE FACES OF THE
WALLS IN WHICH THE STONES ARE SET.
THE STONES SHALL BE HANDLED SO AS NOT TO JAR OR DISPLACE THE STONES ALREADY
SET. SUITABLE EQUIPMENT SHALL BE PROVIDED FOR SETTING STONES LARGER THAN
THOSE THAT CAN BE HANDLED BY TWO MEN. THE ROLLING OR TURNING OF STONES ON THE
WALL WILL NOT BE PERMITTED. IF A STONE IS LOOSENED AFTER THE MORTAR HAS TAKEN
INITIAL SET, IT SHALL BE REMOVED, THE MORTAR CLEANED OFF, AND THE STONE RELAID
WITH FRESH MORTAR.
5. BED AND JOINTS
BEDS FOR FACE STONES MAY VARY FROM 20 mm TO 50 mm IN THICKNESS. THEY SHALL NOT
EXTEND IN AN UNBROKEN LINE THROUGH MORE THAN 5 STONES JOINTS MAY VARY FROM 20
mm TO 50 mm IN THICKNESS. THEY SHALL NOT EXTEND IN UNBROKEN LINE THROUGH MORE
THAN TWO STONES. THEY MAY BE AT ANGLES WITH THE THE VERTICAL FROM O· TO 45·.
FACE STONE SHALL BOND AT LEAST 150 mm LONGITUDINALLY AND 50 mm VERTICALLY AT NO
PLACE SHALL CORNERS OF FOUR STONES BE ADJACENT AT EACH OTHER.
CROSS BEDS FOR VERTICAL FACED WALL SHALL BE LEVEL, AND FOR BATTERED WALLS MAY
VARY FROM LEVEL TO NORMAL TO THE BATTER LINE OF THE FACE OF THE WALL.
6. ROADWAY AND SIDEWALK SURFACES MUST BE MADE TO CONFORM WITH THE NEW
STANDARD SECTION FOR ESTERO CHANNEL IMPROVEMENT.
@
R~PlJBLlC OF THE PHILIPPINES
OfPeTuRTEAU'OFDES1GNAYS
W~TER PROJECTS ONISION
1!lOto:F,lCfOOR!Vli.,PORT,AREA MJt.NlV,
SHEET TITLE
STANDARD PLAN OF 2M TO 6M
GRAVITY WALL
SHEET CONTENTS
GENERAL NOTES
RECOMMENDING APPROV,6,l

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(MAXIMUM UPLIFT PRESSURE AT TOE 21.55 kN/m2
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3M GRAVITY WALL
(MAXIMUM UPLIFT PRESSURE AT TOE 31.36 kN/m2
)
NOTE:
THE REQUIRED DESIGN ANALYSES (HYDROLOGY.
HYDRAULIC. SCOUR. SLOPE STABILITY AND OVERALL
STABILITY ANALYSES) SHALL BE CONDUCTED.
i
/ SCALE: 1:40M
REPUBLIC OF THE PH1LIPF'INfS
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
BUREAU OF DESIGN
WATERPROJECTSDIVISION
em"~
ACIO CFfIVE" PORT APi A MANILA
STANDARD PLAN OF 2M TO 6M
GRAVITY WALL
SHEET CONTENTS
2M & 3M GRAVITY WALL

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(MAXIMUM UPLIFT PRESSURE AT TOE 41.18 kN/m2)
(
j SCALE: 1:40M
NOTE:
THE REQUIRED DESIGN ANALYSES (HYDROLOGY,
HYDRAULIC, SCOUR, SLOPE STABILITY AND OVERALL
STABILITY ANALYSES) SHALL BE CONDUCTED,
5M GRAVITY WALL
(MAXIMUM UPLIFT PRESSURE AT TOE 47.88 kN/m2)
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STANDARD PLAN OF 2M TO 6M
GRAVITY WALL
SHE( T TlTLl
REPL!BIIC Of' THE PHIllPPINES
Of.FARrMENT OF PUBLIC ~t(S AND HIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS DIII5ION
flO"WA';It') eml"'!', PrRT ,""REA. MANU."

52. 8M GRAVITY WALL
(MAXIMUM UPLIFT PRESSURE AT TOE 156.57 kN/m2
)
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SCALE: 1:40M
NOTE:
THE REQUIRED DESIGN ANALYSES (HYDROLOGY,
HYDRAULIC, SCOUR, SLOPE STABILITY AND OVERALL
STABILITY ANALYSES) SHALL BE CONDUCTED
flE;PU61IC OF THE. PrlILlPPINE!)
D~j.>ARTMfN; OF pueuc WO~i'S AND HIGHWAYS
BUREAU OF DESIGN
WATER PROJECTS DIVISION
tlO~~;fA;';IO PRIIIC ''l)I.-r A!o<I.A~"''''m''
SHEf TTl~U: _
STANDARD PLAN OF 2M TO 6M
GRAVITY WAll
j SHEEr CONTENTS
eM GRAVITY WALL
r RECOMMENDING~PROVA,l i APPROVED
-j(;). -y~~L' -
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53. 1.00
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50mm G.I PIPE RAILINGS
TOP OF GRAVITY WALL
STONE MASONRY
/
/
50 mm G.!. PIPE
TEE CONNECTOR
50 mm G,!. PIPE
CROSS CONNECTOR
DETAILS OF RAILINGS
@
REPU8UC OF THE PHILIPPINES
DEPARTMeNT OF PUBUC ORt<S AND HlGHWAYS
! BUREAU OF DESIGN
WATER PROJECTS DMSlON
i!lOHlP'lOO ORM. POfIlT AAlA IMNILA
',-
SH~!~: t_SH£r:r E9"TENTS
STANDARD PLAN OF 2M TO 8M i
GRAVITY WALL
DETAIL OF RAILINGS
- i --,---,
) SCALE: 1:16M
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