HomeMy WebLinkAboutPE 2.84.70; BROOKS WORTHINGTON; HYDROLOGY CALCULATIONS; 1984-11-28V S-re"5
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RBCBIY EI).
OCT G~4:1984
CITY OF CARLSIBAMOIXY
ENMEERING 15i?A a
AK
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BRIAN SMITH ENGINEERS, JW,~
2656 State Street 0000
Carlsbad, Calif. 92008
11-67
6,00w, EXAMPLE (2)
0.42 Iftihill 13.5 foot)
0 120 eta
4,6601, mw
feel 4. 3,006, (1) 5. 4.
(2) 2.1 1.4
5. 2.odo' 4.
0 In foot
ob6
goo
44~ -600 2.1 2.
Boo
.12 400 2.
Ui Soo
so LL 200 LU 1.5 z t- w
54
W LU 100 z
> 0 w 80 --L 41 - X
-e'~42 X U 60 w U. 0 tn 5o w ENTRANCE 0
40 D SCALE TYPE m 1:0-
U.) t- -9
3 (1) Sl'quora edge wIth
U.1 hoodwall
.20 (2) Groove and v,Ith ULi .8 Iq
hsddwdll X .8
(3) ofoove ohd
projectIng
10
~4 8 e77
To use scale (2) or (3) project
4 Use strolohl Imillnod 11ma through
horlic
""" ly
to scale (I), I ban
0 orid 0 scoles:rt, rm,arso as .6
3 Illustrated.,
-7
.5
.5
12 HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
t WITH CONTROL
BUnF AU F PUBLIC ROADS JAN. 1963
IN
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I I I I * I I I. 1 1
2 4 5 6 7 8 9 10
.DISCHARGE (C.FS.)
EXAMPLE:
Given 1 Q= 10 S = 2.5 %
Chart gives: Depth = Q4, Velocity 4.4 f Rs.
SAN : DIEGO COUNTY SWZ.UR AND ROADWAY DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHA—R-G-r- VELOCITY CHART
DESIGN MANUAL
APPROVED —13J1, A~9,42~Zl DATE - /Z L,3,016 APPENDIX X-D
20
Is-
14-
12
10
9
84
w a. 0
w
LL. 0 2.wa
iA—
L2
ID
05. a ~b J?
I I - 1 1
20 30 40 50
IS
n --.10,175 n UO 11 D5
0
Depth 13 Depth 0.13 RESIDENTIAL STREET
ONE SIDE ONLY
P
J _qz
—50,0,0 7C 7117?e 0/ C017C el7l,--a /A0/7
Zcl7.qlh ol walel-shed 4,0,0,0
5/61,0-- 1117e (See.,4ppendIX A'B) 7e
Aflle5 ,r-e e Ao(oa,-s A,711?411es
240
J 19d
9, 0,
7400
'600
--Soo
4—
?do
2—
do
Jig
-?0,00 16
20,Q,0
/,o
—9
'0
X
N~OTE:
-240 lilli ADD TEN -MINUTES T L__, 7
COMPUTED TIME OF CON
"~_
jLS ~N~RA11=0~
440
—300
200
SAN DIEGO COUNTY NOMOGAAPH FOR DETERMINATION
DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF q9NCENTRATION (Tc) FOR NATURAL WATERSHEDS DESIGN MANUAL
APPROVED DATE APPENDIX Y
Adkk
394 specif;c g-Wily of roclt
<
>
CP
z
mr 31 A IN Wtight of rock Poi,,,ds
>
>1
0 Tons
CL.
I Y I
V Velocity of water in ff Per Svc 0
Pi,of line
cr 0
Pr 0 0
0
0 -4;R m
A,
0
0 m
Face slope car a
TABLE 2. APPLICATION OF CHART D TO DESIGN OF STREAM-&ANK REVETMENT
-r"
rarallel now slung tangent bank Ittipingement now against curved bank
Mean
streallo Current Minimum Prolectinn Secti..n Mini-tim Protection I velocity velocity stone clam place ... c.lt thicknemn ve ncity stone class Placement Section
V.W VA IV IVc Illethod r V a IV 1VC method thicknem
fps fps Ib A or B It rl', Ils or 'r A or U It
4.3 :1 Notio
0
I Nona 10 7 T .3
Nona 170 ~,j ton 11 3.3
5 7 Facing U 1.8 1 1 1 430 A Lon 3.3
At 4.2 I 1-5 Vacing B 1.8 16 950 1 ton -1.2
(it 3
1 3. 9 .11) Light 1 18 1.0 11 2 ton A 3
1 5 10 57 X ton B 3.3 1.8 .1 tun A -6. 7
Is 12.- 170
10
U 3.3 2-1 5.5 .8 ton A 8.3
21 14 430 n A 3.3 28 13.7 Special I ton
4.2
2 7. 940 1 ton 4.2 32 30.4 Special 4 111 A
~13 3.3
Bask Wnla and assuMptiotor velocity ratioti V A:V.w:Va 2:3*:4; specific gravity of rock is sy, 2.65; face Slope of
revetmeitt N 1.5:1; stones grade imirornoy 1)CtWM1 SI)CCifiCLI 111111illill for class with two thirds heavier thim mkiiiritim
required mi face; T plus 25% for Method B.
IV- = 2. X- 10-1 V6.sg, - .00002 VO-2-05 000057 V 5
(.,;g, - 1), sill, (P - C,) 1.65, .5921
Mol j
ill ;'. '11_;~~. "pi:jIllum Ilse of Pw;ll ;rjaieri;lls. C-speci;11)
' v
ill(, "~ 0
~10;6111-d .111 ro;ld\v;lY excavition, designs,shou )d hove not oil]
' y
;i wido
!';'O"~10 (4 stwic ~izes Io choose from. but also an adequate number of
i:!.'Isses withiii ihis ronge. Ench class available for I specific hazard
~Jiould be quite )linited in rinue, as overIv li,,Iit stone would be wnshed
.1\V;l * V Mid overlY heavN1 stone N%'ould require ;I thicker, and t1wrefore
11101T costlY, protection than necessir * y.
The chissifivations shown in Table 3 were recentl v added to Callfol:_
niiCs Standard Spec ifica t ions, upon recommendation of this 001111111ttec.
The weil-lits by which the classes ire designated does not necessarily
correspond to the weights called for b\--thc various formulas. For ex-
ample, if the shore protection formula should call for 5-ton stone, it
NVOUM be proper to use the 8-ton class as'npproxinintely 80 percent of
06% class wuu)d be larger than 5-ton, or specirll provisions would re-
more than 5 tons. quire t1nit cach stone N\ ~ .
iric Gravity
',quired stone sizc~,is a function of the specific grwity and. liniess,
)mrp;isonobly low, specific ravit), need not be a 161litation oil its il.w.
Til fact. ex(:ellent results have been reported for lava with I specific.
"J';lVitv of 1.5. Once the stone size has been selected oil the basis of ;i
specific gravit.y, specificitions should then prohibit the use of
specific I-ravity appreciibly lo er. For c-Nample, in or(jol.
:-~~'.J,o:ubtaiii equal protection from stone ll';Ivilll- a specifie gravit.y of 2.3
.'-'('U'MP0FVd to. 2.7. it wmild be necessar
' y
to increase the weight (if tli(,
~.',wie 100 percenT and inercise-the thickness of protection 25 percent.
C-' _AO)le with ;in apporent specific gravity (AAHSO Test T-85, Colifornia
Test 206-B) of 2.5 inin. should norniallY be specified.
"'7<)vndness
Rocks Omt ire Inmirinted. -fractured. porous or otherwise pllysic'llly
-,ik, ore usuaflN unacceptable ns rock slope protection. Visual v\-. I c 11 la-
-I material b3- in experienced engineer oi- greolo-ist is ;m ex-
frolneiv accurate method of determining rock quality.
fle'llity
'Pilo Diiribilit\- Tndex for course ;Iggregate is ;I me11,111'e, to qonje
--xh,nt, of the qualit
- y
and quantity of flne' material washed and/or
libr;ided froin the surface of the material being tested in(] is -I reliabiv
:11(licalor of rock quality. This test is inost significont when the rock
is to be used in shore protection where it is, subjected to ;I poundiw,
,and. gravel, and smaller stones. A durability of 52 111in.
(Califol-11M Test 229 E) is usually required.
Properties contributing to durability of stone inny be both physical
;md chemical. Obvious)
' y
the above test mensures oiflv phN.sic11 pro])-
~-rties and therefore would ineasure the restilts of chemical chanfre, g not
the susceptibility to chemical chRii-P.
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0 Z 4
Z 0
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0 S
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