HomeMy WebLinkAboutSWP272115 4 T
® � DODDS ENGINEERS, INC.
CIVIL ENGINEERING SURVEYING PLANNING
STORM DRAINAGE
CALCULATIONS
FOR
41 UNIT APARTMENTS
Renton Washington
MY OF P&90N
RE C E I V ED
DEC 2 81992 '•y
0.
Z•
DEI Project No. 91146 BUILDING DIVISION 27461 �91v
Prepared For: Shulman Waddell III,
Prepared By: James A. Olsen, P.E. EXPI
December 5, 1992
4205 146TH AVE. N.E.. SUITE 200-SELLEVUE. WA 9SO07 (2061 8S5-7677 OR 4-t /�
FAX:[206)665-7963 ) (
TABLE OF CONTENTS
I. Project Overview
If. Preliminary Conditions Summary
III. Off-Site Analysis
IV. Retention/Detention Analysis and Design
V. Conveyance Systems Analysis and Design
Vl. Special Reports and Studies CSo��S # PRi~t,1 SD C talcs
Vil. Basin and Community Planning Areas
Vlll. Other Permits
IX. Eros ion/Sedimentation Control Design
X. Bond Quantities Worksheet, Retention/Detention
Facility Summary Sheet and Sketch, and
Declaration of Covenant
XI. Maintenance and Operations Manual
Pago 1 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
r j PART 2 PROJECT LOCATION
,,4"ROJECT ENGINEER ANDIDESCRIPTION
Projecl Owner project Name 4-I U►J 1 T 4\P`( CON PL,EX
Address — Vz _ Po' we- 2Z0 Location
Phone — 00 To 23 tJ
Project Engineer t q _ S A, . QSEN PE Range cJ E
Company '717,nCS &�-361}Joe-P-S TuG • Section 31
�r 14oT PUEslS Project Size Z .9 AC
Address Phone Upstream Drainage Basin Sae I.O AC
PART 3 TYPE OF PERMIT APPLICATION PART 4 OTHER PERMITS
71 Subdivision Q DOF/G HPA Shoreline Management
C Short Subdivis'ton COE404 TE�j Rockery
= Grading DOE Dam Safety Structural Vaults
&rCommercial FEMA Floodplain Other
Other COE Wetlands l] HPA
DRAINAGE-PARIT 5 SITE COMMUNITY AND
Community
Drainage Basin T7 .tC CEO
PARTS 811TECHARACTERISTICS
ED River O Floodpiain
= Stream 0 Wetlands
ED Critical Stream Reach Seeps/Springs
'Dep�ressions/Swales High Groundwater Table
yexe Slo p Groundwater Recharge
Steep pes 4^O Other
Lakeside/Erosion Hazard
Sol Type Slopes Erosion Potenlial Erosive Velocities
177C�2V,10D0 — S I C-, l�'r'
O
Additional Shoots Attatched
1190
Page 2 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
^/REFERENCE LIMITATIONISITE CONSTRAINT
1� Ch.4-Downstream AnaNsis N�Is E
0
0
a
a
Q Additional Sheets Attatched
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTION
Sedimentation Facilities Q Stabilize Exposed Surface
t,`Stabilized Construction Entrance Q Remove and Restore Temporary ESC Facilities
®.'Perimeier Runoff Control ���loan and Remove All Silt and Debris
O Clearing and Grading Restrictions -�" Ensurs Operation of Permanent Facilities
0 Cover Practices 0 Flag Umils of NGPES
,tiirConstruction Sequence Q Other
Q Other
PART 10 SURFACE WATER SYSTEM
,><Grass Lined Channel Q Tank Q Infiltration Me�r of Analysis
AEJ�Opipe System Q Vault Q Depression
Q Open Channel Q EnergyDlssapator Q Flow Dispersal Compensation/Mitigation
O Dry Pond CD Welland Waiver of Ekminaled Site Storage
EJ Wet Pond 0 Stream Regional Delention
Brier Description of System Operation T1(>I47 I,JgE S1(SjrM 70 p iZ)-SWh+ E
1O 'DETEt�JTIo�J �'(S1�M It-to CMslT , cST, S, ,
Facility Related Site Limitations Q Additional Sheets Attatched
Relerance Facility UrtYtatlon
(May require special structural review) Q Drainage Easement
E::] Cast in Place Vault Q Other J21 Aocess Easement
Q Retaining Wall Q Native Growth Protection Easement
(Rockery>4'1-ligh Q Tract
0 Structural on Steep Slope 0 Other
PART 14 SIGNATURE OF PROFESSIONAL ENGINEER
7hemr,
dull englnwr under my supervision have visited the site. Actual
onditions as observed were Incorporated Into this workahaet and the
hmenh. To the best of my knowledge the information provided v
I
s accurate.
1/90
I. Project Overview
Cq L7a D ❑ DDS ENGINEERS, INC. JOB NO. 14(o
CIVIL ENGINEERING 5 U R V E Y I N G PLANNING DATE Z- -
4205 146TH AVE. N.E., SUITE 200 - BELLEVUE. WA 96007
1206) BB5-7B77 OR 454-3743 BY
� r
41ST ST I I A VALLEY S 177TH ST gS
T aSH
r �. MCEENTER QO S 1m
°a 79TH
i
`THIS SIT>✓ IS ^FlMo1C�1-IATEL`( ST r DPP
2, 9 ^cz-tS IQ SITE tNp IS 160TH � —' ST
1 `
LoGfkTt>7 AC' TlI�{� S.US CCU �I p,5
c'F CAIZ� (C�AQ & �VTl �t 5E , I QI �� I oS 45THI SITE
--THC- P�dl'o n DEV�Lc�PI 1�tJT -_$�'-� -�- - -rc F - - - -
W I L L- Oct,,1 STFN Cx 4-I 31 Q ura ITs �m-1 cnt�Po,L7s � �Ak'-PCiE'S, I aQ � F r
��C1ST1►-� Coti101TloNS ConISlS'� � � I r l
1
OF THE PAIkOEL. F-'E�I kG PAbt L`r i { (18
c'LE:��lI eV W I(1-4 F�w 1--1 M--¢-1 A Lr i S 197TH ,�
ON-SfTE STD
1
AS A FAIZ-T OF TPREVIC)(3S -�
GCA0IQG ACTVITy. Tr+E C-US7110C) S 190TH ST
SE 1901
vECCTATl�t.1 Go►.wslSTs OF 60-s'sj _ f(
QjQ.I�-�l� Tt� SECOT.� G��lf1 IrT - S 192ND I. S 197ND ST TKCE s . (Fl(q. 2 ) _
ONE THE RMOI,R-CNEQTS OF THIS DEuCWPM tJT IS OAF S19EET
I►�f G1C-M t`NTS 8C--- MADE -R7 g8T0 ACC S.Z. . ANt-,) Tt� Ct ESP I�h
UTiI >'�it� EcT l,»QGD IC - NE Sp�1 jl i cV`C-V-l`f' UaE . r
THE EXIS'T>JC,, 1Pi7AINACIF fL >"S 1=12ph ; rf?tt 3001-1 EAV To THE
NO>e.'RfW�---t::;y Cc> jsC-i .. &F 'll� 5 SITE. Po(L rME MOST FAIT 1-11ts
e�j-ccues As o.1EluAao Fww . l cv--sCJL:2 714G L\T 2,00' Quuoff-
C-taT�2g A- V'>ITal (At'620C 11 X 4' )r CAe-aOFFS P-uwoFF -I0� Tn
►J021'FFWL=ST Wt{Cy(E THt pQJtNAC,E &,TtFEIP�S A CA-MN P�ASi11 AT
'TNE coi-wekL of vc- FiokA TOM potwl- Orl
�CVAI1a(,-6,E Ft_OW$ �{IZI�YtI� A Trt�TtatSc SYSLr� �vmcN Co�rtuues
-N -m NaZ�rlulEsT,
-rt1L IW-c:pPMCP 5YD(-W '0`(WNAGE 1:5YSiEl-1 WkLL.- CONSIS--7
bF uQgc-4 v-oQ . > gE-[eFJTlt)N3 (`C�PG SfgTC/K) ANSI 69ASS L1N1F17
SWM-G5 I'D CNth Pc1aCE TIC WA T ti 4 OU A L1 T `� CF 'Ttt�
1J1SCr1A1LGE, T<-FE 17r�1G►J C'QITLIUA ?FoUAwS -ate lc.C .
2 , 1� M C-'fNODouOGY Q I'( R 30/ I t,-IML ASE e>jL-'2_ C<AtZuLATIFD
R`(ENTIcytJ VOLUMES.
SHEET I OF_
II. Preliminary Conditions Summary
DODDS ENGINEERS, INC. JOB NO. 514�0
CIVIL ENGINEERING SURVEYING PLANNING DATE
4205 148TH AVE. N.E., SUITE 200 - BELLEVUE. WA 99007
1205i 9B5-7B77 OR 454-3743 BY
AS ?Ft IouSLY ►-kC--KMOQC-D TtilS StrF M $S.� ACP-E.s tr l
151-F-E , 714E Pe-C' oSED Pt2C]ll'_CT W tL.L LM LA117- ( .9 ALA
OF 7tT 7b7NL- 7}{E PDOIQ% 12�AiQtNCG
Ut,r UCi+ . T1-1C FoLL-Owt Q(.q t_DC(-flblT5 tU JSTt2Al'F E US'R`i,�
'DC2At tJAGE GrtA2KTG2l STIG'?'. APPRox+ " ATL-l`( J .C) P,0eE
Is 7RIg,JMM7`C UPsTt?I A" , THE EXtsT1k4 IjE;cCTA7t0►J Is
TPae'= b & FROM ACC-A, ' BI
1 S cou.E�-0 VIA s l4A,-t irk w TZAV I l)E fw p n t IZeC•ED
VIA pt7-eH 7c TftE SoU T 11a)GSi coeZ pF 7,,I4E (YlcjfEQ."
Csc-a
TIME OF CTONC!ENA I Ot•l CAtGU LATI O►.]S UJER�
'FC-I'Fo ZM GQ AS A fAI2T OF G Et lL W_A-Tl O+J CP TFt>✓
H'-r'D %ZAF I G , t-A- 12,3CIZ T-tE
OI,'j - Pou_pWI �C, �Ic,U9-ems,
SHEET _OF
/ �
� v
�-�-�
i- ��
� ,:
r �� �► �
��, .� _
,� �
: . • � �•'`
� ��_-- �, y,-� i�
� ��\�
�. ® +►♦
. �
i � �► �
�� I
�`
�, � �
. �
r � • � � � `
i
.�
. i
1 I)
t.
• ��
.►� an • . lit
,e -I •Rh It �_ EvC __ ___I AkF
• � •
♦ i ♦♦. ff
q. ?�: •% ti a .. 0,9 it I _.... _
kh
v • `��' F d Al 1._:_
1 • m AkF I I
_J •�, '� ti Ur ^'. O I InC ice[.•• 4r `•t 1
I .ii.L',: 1 � dl• ,1 X � AHC BM137 _ " AkF
1 7 1 I . i�Jul r AmC ++++++ec' - •__ r ---`,A,HC C
♦•
-----------� .,\ •.. •i
S'bstaiAmC'___ o.iy � ' ,+ M�,♦'�__F _ �'• • aP '
.. "\ AHC __ I•" A +•=Ax_ ' •.0
21
455
s I16 Pu i 1 aC ♦♦ A �4+++ `••t AkF
Ur
Pu •i• \ AQUE \e c •-
J _ \�♦ ' D
'•yeecl `• '• I
I Wu eD '�• nAgO • I B
Ur
76 I I
'fI q •
Ur I I �'1 AHC
❑ R s rv01r O
Sc Tu z
Pu Sk Age
BMC I
428
AmC u
0 .Jy IBM 29 AHB Ur
1
i69 9203 AHC 2 4,,•
I I
o 451
Ur Sk I _ o IAHC `,% I
i 4 Ie .
• Y �1 i ,` M G I
Tu •//•�', 7 i .� A_mC �r a _o • • .gyp �� SH
AHB j•.
A D• ■.M 7 AmH _ •I PBS Ip(}/ITHKai EM a 4, I
..: So -- -- M 17 .
; ! A68.. '♦•` C. ,Sk R
w.I �PAm .•t. •;� A',AHC 1 �+ YI
" ' I 1 :�;.. ••�I:. •;i . Ev8
•:• '• I 9� y •AmO• ?gB "AHD• ' Sk F•14 j A
% Ur I \ 80 32 BM`, 476
AHC, i 1 °• 3 •, •....• t I
m •� 1' n ••
... IBC AeD•ui
?Ink
Br Re a.Q I • . `
�♦ •n AHC • ,• a ♦ I
Wo • I me m a • •I
i• ,'a• I
°s So So I I •. t I. c I •.
' AHC �1 1:.• AHB L•
Ma I. n •BN y : HAYC! . Sk
� .' � � � AHC •N� Ev8 No Aj
•o X .� o •1 Tu •= IM1..
. r
•• Pu ee0 1 AmC
AkF AHC AHB . 5k •A C I
ive
• E ;� •t. Am0
H
I
^ _ \ r. (,.wEsr .° o a '1°° •al q .S u'dek,:Jn iroinl G,�".'. `�
1F ,y NIRE GEHCE GE. COR 5
09 °LME•
xa
sp ¢w¢I Zia
='W � a � ♦L
O '
I
•e
T.
ppJ - 10
aOCT
°h
t0E °G .0%SLOPE
R A
M I6 6. 1 1 be
a-1IE !f 96 ICOxG -wl • \
ceRM •.� ��Y •oa
16
• •
2."tE6J 3. J!41'CONC E
!�IE.al.E]ICOHC.MI1
so
• �� 0 0 V ltnLU
° F
•
c
ae
u za
" E z.
9 �522si LOMT aH
RsID.00 •RItGK E PE SbNII lC J d6 NI CONCRETE P•D
LIGN} tYPI
4.93'3075'LIAO So1 b POwG 6 *0 W -E
E% .9.C.I AU
R•]0000�_
wir.Ru Clore xLEi yr
RY IJJ as r
R'tE.I4UIISWI ..EEL CN•R��`o OR�Rui o% /M _ R'S�Sre'—!! e- Ss JB�n AVL. J.E
[%.ESN. T RINP - 0 _RY OB9JVPE I H Ii'OSI °, R- aM11HER'e AVE. 5]
r (� RM pJ! �p .'C]"T R•IGK 1 4"IE.1.90•INI _
V , e IE NU gC RC .1 ONTxOL e0. R"IE N SS E% SSNN
N IE.NEI¢OCC.WE:
�. p•` e°,' RY N3l�—
IE"1E Ni3 VVC SWI I t WATER \ry S9- ° e-IE IM53N IPVC xl
° LIES Is I IE a3.9 WVC EI
IX Ce.iw 1 c h IiTPI ST.LIDMTN°e°% Ex.Ee.Tr.c I �1 �O 1
RM qtl .
I.ee.Ill __ _. I pYl� Q, _ RY a20 ESOLO COVER IQ%'Q RY CO.T
III. Off-Site Analysis
® � OOODS ENGINEERS, INC. JOB NO.
CIVIL ENGINEERING SURVEYING PLANNING DATE
4205 146TH AVE. N.E., SUITE 200 - BELLEVUE, WA 9eO07
i206) eS5-7B77 OR 454-3743 B Y
IC--"Cr D OT1 u i-L 17 FO/L C�U(A-n cws
15 ?NC- 5.& O'H . ) Tt tc- SOIL, -VTFC- (FIE;-SD IS #<oeE _w00t:7
�. '7`(9E I c t . 2uNoFf= caarncieksTr> AIF svbLJ►J Se-Lot.-T.
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGUREJ.SIA HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY
HYDROLOGIC HYDROLOGIC
SOIL GROUP GROUP* SOIL GROUP GROUP"
Nderwood C Orcas Peat D
Ork1 a D
Arents, Everett Material B Ovall C
Beaushe C Pilchuck C
Bellingham D Puget D
Briscot D Puyallup B
Alickley _ D Ragnar - n
Variable
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A 8 C D
Cultivated land(t): winter condition 94
Mountaln open areas: low growing brush and grasslands 89
Meadow or pasture: B5
Wood or forest land: undisturbed 7S
Wood or forest land: young second growth or brush ( ,]
Orchard: with cover crop 2
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
good condition: grass cover on 75% ^
or more of the area 88
fair condition: grass cover on 50%
to 75% of the area 90
Gravel roads and parking lots 89
Dirt roads and parking lots 82 ,8877 �
ASPNAI.T
' SHEET OF
r • r • • r
• • ' a IN
IN
Fw- FAIL
ki
Mimi
r .
.....��
�► !' v
�'� tj �ii�r :g ��
I.
dill '� �E �•►'��'��1,/d�� �1�'4: ;
� S �
�w
. � A M
AwAr
�IFiLYill 11as MW
jw
ki
jai
jr1wMAN
y
In ON
fig
� a
P>
APP
. ,w, Lsll��7t�:M� _
IV. Retention/Detention Analysis and Design
1416
® D ODD S ENGINEERS, INC. J O B NO.
CIVIL ENGINEERING SURVEYING PLANNING DATE -
4205 14BTH AVE. N.E.. SUITE 200 - BELLEVUE. WA 98007
1206; eSS-7877 OR 454-3743 B Y
USING. '[-IC P4G\11C*-3SL-�-( IDM-(Z-µIWC� TNG
f-tx-L >-ks, wc, o(i5-Inv r, 60t-1DIT00 1-hf DQ IZA.{ N
Ir.)-d.E C et'�4Air D Fc)fL 71 2 r I C7� t o0 Yf� S rOeM
EV LF"75
YZ = 2. ) rX1 GN (I ,OR�IGN=BI� + �,b RG, @PSI + I.IPc( gE
�o = 2,9 iU. 24 �
t. , -
-------------
BASIN SUMMARY
Jr SUPS-I-P-A A � >y/
BASIN ID: E0002 NAME: EXISTING 2 YR EVENT 1 t. SITS_ ASS C>.Z. 1
SBUH METHODOLOGY' l
TOTAL AREA. . . . . . . : 3.70 Acres BASEFLOWS: 0.00 cfs PL,
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 2.00 inches AREA. . : 3.70 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 83.00
TIME OF CONC. . . . . : 49.12 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 0.00 Acres
CN. . . . : 98.00
TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s:0.0700 -
TcReach - Shallow L: 150.00 ks:3.00 s:0.0700
TcReach - Shallow L: 170.00 ks:3.00 s:0.3200
TcReach - Shallow L: 145.00 ks:3.00 s:0.0500
TcReach - Channel L: 210.00 kc:15.00 s:0.0480
PEAR RATE: ' 0.26 fs VOL: 0.21 Ac-ft TIME: 490 min
BASIN ID: EGU= NAME: EXISTING COND. 10 YR EVENT
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3.70 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 2.90 inches AREA. . : 3.70 Acres ;
TIME INTERVAL. . . . : 10.00 min CN. . . . : 83.00
TIME OF CONC. . . . . : 49.12 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 0.00 Acres
CN. . . . .. 98.00
TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s:0.0700
TcReach - Shallow L: 150.00 ks:3.00 s:0.0700
TcReach - Shallow L: 110.00 ks:3.00 s:0.3200
TcReach - Shallow L: 145.00 ks:3.00 s:0.0500
TcReach - Channel. 210.00 kc:15.00 s:0.0480
PEAK RATE: O.64 cf VOL: 0.42 Ac-ft TIME: 490 min ,
r4 BASIN ID: NAME: EXISTING COND. 100 YR EVENT
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3.70 Acres BASEFLOWS: 0.00 cfs JJ
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 3.70 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 83.00
TIME OF CONC. . . . . : 49.12 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 0.00 Acres
CN. . . . : 98.00
TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s:0.0700
TcReach - Shallow L: 150.00 ks:3.00 s:0.0700
TcReach - Shallow L: 170.00 ks:3.00 s:0.3200
TcReach - Shallow L: 145.00 ks:3.00 s:0.0500
TcReach - CtjanneT-L:. 210.00 kc:15.00 s:0.0480
PEA& RATE: C 1.13 c!q VOL: 0.68 Ac-ft TIME: 490 min
r SHEET OF_
Q � DODDS ENGINEERS, INC. JOB NO.
7E
CIVIL ENGINEERING SURVEYING PLANNING _)A
42 C) '148TH AVE. N.E.. SUITE 200 - BELLEVUE. WA 88007 /Y L.
v( ` 1 SITE
(2061 BB5-71377 OR 454-3743 s Y
7He CrF-SITE -Tlz lbuT:11,�Y �-A 1.0 AC , soy- 'a
12cti+1� �,.,s Corysr^� FEY— Exls;1 VEvsLoPED
CDrlp 1 1 IOtiS
-TH& 17C-vtLpQrp CON1DIT1100S -PIe-: ^-S FoupWS
PAY "Puk, I u c-T&4 * O. G I AG. W RA-i.T
0. 13 Ply, Sl9EWAU�s
013 I � 13�pC,S.
1. 0115 AG, T►�P��UIcvS �, -
`�►Caefo12-E: 1.1 Pv- i0 p,, Sit AvWA, T kew, To Vc,c. IsYST&-j
0 .85 A�. P�12vi�us 1ZC-�-iR�Ni�•,
f20v. Co�DI f1o�.► ;
1 . 05
0, 55 Ai 61' oj = g6 CLAW5CAPI► Y, 1 C-,QA5& cvG,
sFICET FLO" (a 0.0- 7. ma- seconlq c[owM M- sEE
5�v�,►�,� N HYfleoG�
�� a
Sn=
+ 4L201 -TVW-J PIPE As?lo'L'T , 6aAs� Swf �. ETC.
Co�Jy1V PIPE 0 I .1/a f� IC cSTJMPM-o \ )
I , '
SHEET _OF_
e
12/ 4/92 Dodds Engineers , Incorporated page 1
SHULMAN-WADDELL III
RENTON APARTMENTS
NOV. 30, 1992
------------
--------------------------------------------
BASIN SUMMARY
BASIN ID: D0002 NAME: DEV CONDITION FOR 2 YR EVENT
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 .70 Acres BASEFLOWS : 0.00 cfs
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2.65 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 84.00
TIME OF CONC . . . . . : 48 . 02 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0. 20 AREA. . : 1.05 Acres
CN. . . . . 98 .00
TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2 . 00 s:0.0700
TcReach - Shallow L: 150.00 ks :3.00 s:0.0700
TcReach - Shallow L: 170 .00 ks:3.00 s : 0 . 3200
TcReach - Channel L: 450.00 kc: 21 .00 s:0.0100
PEAK RATE:I 0. 51 cfs VOL: 0.32 Ac-ft TIME: 490 min
BASIN ID: D0010 NAME: DEV COND. 10 YR EVENT
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 .70 Acres BASEFLOWS : 0.00 cfs
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 2 .90 inches AREA. . : 2 .65 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 .00
TIME OF CONC. . . . . : 48 .02 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 1 .05 Acres
CN. . . . . 98 .00
TcReach - Sheet L: 300 . 00 ns:0.4000 p2yr: 2. 00 s:0.0700
TcReach - Shallow L: 150 .00 ks :3 .00 s:0 .0700
TcReach - Shallow L: 170 .00 ks:3.00 s : 0 . 3200
TcReach - Channel L: 450 .00 kc:21 .00 s:0.0100
PEAK RATE: 0.93 cfs VOL: 0.55 Ac-ft TIME: 490 min
BASIN ID: D0100 NAME: DEV. COND. 100 YR EVENT
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3.70 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 2.65 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 84.00
TIME OF CONC. . . . . : 48 .02 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 1 .05 Acres
_. CN. . 98 .00
TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s :0 .0700
TcReach - Shallow L: 150 .00 ks: 3.00 s:0.0700
TcReach - Shallow L: 170.00 ks:3.00 s:0. 3200
TcReach - Channel `L:•-450 . 00 kc:21 .00 s:0.0100
�DO YID PEAK RATE:( 1 .45 cfs OL: 0. 82 Ac-ft TIME: 490 min
C T�L�I , ISO �('�, l ( Ex�s�In1C-a (oo Yt2 �JEA1T > '• uo
R`!�A
12/ 4/92 Dodds Engineers , Incorporated page 3
SHULMAN-WADDELL III
RENTON APARTMENTS
NOV. 30, 1992
------------------------------------------------------
BASIN SUMMARY
BASIN ID: OFSIT NAME: OFFSITE AREA TRIB, 100 YR EVNT
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 .00 Acres BaSEFLOWS: 0 .00 cfs
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1. 00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 81 . 00
TIME OF CONC. . . . . : 42 .78 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0 . 20 AREA. . : 0.00 Acres
CN. . . . . 98 .00
TcReach - Sheet L: 300.00 ns : 0 .4000 p2yr: 2.00 s:0.0700
TcReach - Shallow L: 150.00 ks: 3 .00 s:0.0700
PEAK RATE: 0. 29 cfs VOL: 0.17 Ac-ft TIME: 490 min
019 cfs < 1. +5 Cfs fe,,(
'fl'�L r rf o�ZC N� -�Y1'A5s 5�(ST�ti-t 15 12EOu ��t7.
12/ 4/92 Dodds Engineers , Incorporated page 4
SHULMAN-WADDELL III
RENTON APARTMENTS
NOV. 30 , 1992
---------------------------------------------------------------------
---------------------------------------------------------------------
HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
Num RATE PEAK HYDRO Area
cfs min. cf-AcFt Acres
---------------------------------------------
---------------------------------------------
1 0 .264 490 9336 cf 3 .70
2 0 . 643 490 18353 cf 3 . 70
3 1 . 132 490 29543 cf 3 .70
4 0 . 506 490 13919 cf 3 .70
5 0. 933 490 23970 cf 3 . 70
6 1 .450 490 35934 cf 3 .70
10 0. 264 650 13917 cf 3 .70
11 0 .643 560 23969 cf 3 .70
12 1 .385 510 35933 cf 3 .70
DODDS ENGINEERS, INC. JOB NO. 91
CIVIL ENGINEERING SURVEYING P L A N N I N G D A T E
4205 16BTH AVE. N.E., SUITE 200 - BELLE VUE, WA 98007
R 454-3743
��IoQNI 'DC-TErJT11
OtJ-7B77 Ot�ALY515 : BY
laiULt.1 TIC Q�.EVIDVS �-l`fbte.OGRAt't�S �(L Tl-t� LXtSTIw�G
I CAI ►JPG G� Ct�LLUL-A-T �N Z�, wee-E 6EN3EtIATEp .
8 s11.1 7A H`i D�LCYjII'APlA STID4W EV&)T
E oeo Z I t::X z v . Z 4 ti iL
not c� 2 LX to Y� Z4 N rZ
c)o o2, 4
r� oo to S vEv. IoYlp
l7 0 ► oca Pw Ico-n2
�Fst i -
-ri-+>r ��c �+Ln�a-��►°Hs ( �-�) w�rl.c l�o.n-tp �-eo
TrI>✓ 17ETC NTto SYS�H U sI►3 6, -TM (_. Q EL POOL,
12ov,IQC, f�o 'L1'1o�1 OF WA'T-ALWOIZV_S" ?F0C.Rj\H
/\FTe%L 5C-VE(2-AL tr,-vLATIONS -ro wEt-'C-
---------------------------------------------------
STORAGE STRUCTURE LIST
UNDERGROUND PIPE ID No 50 lE = lSZ. So
Description: UNDERGROUND PI
Diameter: 6 . 00 ft . Length: 94 . 00 ft . MAX w.S EI.&J 15g,S
Slope . . . : 0 . 0000 ft/ft
�C-Sr�1 GTU2 GPI WC) . I (vuw
MULTIPLE ORIFICE ID Nod/ 51 1
Description: RESTRICTOR FO} EITION SITE
Outlet Elev: 152. 40
Elev: 150 . 40 ft Orifice Diameter : 2 . 2646 in.
Elev: 156 . 10 ft Orifice 2 Diameter: 2.7188 in.
6NEfi 14G S;014A6 5-MoMe - (5D) 7_qS1e_t67o4 s-t CE (jj)
.A1.rp
-----------------------------------------------
LEVEL POOL TABLE SUMMARY
NATCN INFLOW -STD- -DIS- (-PEAK-) STORAGE
(--------DESCRIPTION---------) (c.:) ids) --id- --id- (-STAGE) A VOL W)
EX 2 YR/DEV 2 YR ............. 0.26 0.51 50 51 156.00 10 1610.11 SHEET -OF-
1 ;! A av 5A 51 t59.ifl 11 2nd5.21
Q O O D O S ENGINEERS, INC. J O B N O. 9114k>
CIVIL ENGINEERING SURVEYING RLANNING
4205 149TH AVE. N.E.. SUITE 200 - BELLEVUE. WA 98007 DATE
(2061 965-7677 OR 454-3743 BY
7NC f�ETE�1T1 p tJ SY S�r--1 GAUGV LAT IC N S 5k4-0(.j
PAP& T::)rA.F 94' u�:t nrl i
l'�RL DETEI.ITION SYSTE " lei 13p'/ . OF 1-ft
THGvzC--fo2E 130,/. OF
(�4)�28.2� � _ �2�5`j .o � ►,3) � 3q55. 1 �U . Fr �'�.
Gu. Fr
fT
0 10 MEET '34-% MPil
ToTlt_ Vol✓ c6s - Z - 54-2' c B 's IS,9 to .Fr
ifT Dr. -m
�onhtEcti�ac, PIPE } -� G C4r � 7.07)
y. f'f,
_ Zgy
32Z3:3cU_ ir-T, G' 'PIA . fif'E ,
of '
-- � 'Dl A 12Cc.)ly TO
28.2� PGEf RColp VOL- .
h7 1 -2� Vim. e�jffj�� =� 11 (o`F(ol�VrA. PIVC
'f I-lC-1ZC�oiL� Rt�s�l.Tlt.lG oi2lFlc.� �'f'�c {r.. C�t.►Si Kt7��5
t 21 O� IfICLS 15' 2��cF ItJ Ca FL-= 150.4.E
MAX. 7-0 PAss VC-Q EVENT NEIL ►Z "
olr-- t2isc%6 15 'D TC+(LMIN�1� 0+��° � fpLtOwIA1Cj Iasi= .
SHEET _OF
' �tlYN�tQ11�YYtrt1_■■■N■P��B�OYA
pppp�y ptHPN
•.� tttttt��N�ttltlNptt/ltA�tN■■N
Riser Inflowt�'ilpi�o=iirame�un
�NN�I�tAStIN�pNnq
Legend
��i N91YBNn
v�I� fl•Wd®flfl
�I♦/ ��®HiI>i
�—/ ���■Olin
muumuu
1i
p IF 10
•• I��OMB■ititl.�//���I��NIo�H_�tlHBYBtl
�0p N tQ• ■' YIl��9�NpPNHtl�tltlPN
� ��Np�N�tt•�P,��////Nd■tNt���tNYNYtttt
" �� tfN I�p�II q / HtPt1�tNPttN�O�■�■tt
�UN�—�iUq Kpp/ RI/I �tNN�t�t�ApUNtt
e��fl•v ■te� MIMnMuunnmN
a�®■®nnN��■■ i r�rli��®��■■■■ggflll
FAMOMIN Ron
®®®vn■E����//./tR6�1®®��■■nii�W II
. �■un�■ i����i���®�n■■ullnnll
MINUH11131HR
imalimiummilill
Y/ .�tMAhH��tiH��PtlNNORgt■
w�n■�st�saaaouuvu
�./ ttlRJle -tH��Nwpt�tlHNN■■■t
/I�� ��lC7U •B®®tN�tUN��UI••/�N
HIM
N/�N®�NNI®tUY�1HUNN
� s �nanes�nm■t®o�■�a��Nn
riY�`��Piy■aus�n■®®�®�■■■�imnn
�����r Lr n�p�flfl11®�■w®���■n®nnu
./j�l�liii1u11®��i0n■■niii111u
■®� ���nnnll�®®n■n■■■■unlul
�1�,�//�►/��11QI��iO®®®®��■11111111111
a r
TECHNICAL INFORMATION REPORT
Oro
1 is
:=`o I 9i j <Mr trWrcaE, _ 7
li ICONC. =wl N ' � STERErN
I ~ C e 3 �R �Y .YW ��._:P` � •- t - O Cy1 S
II ff.rmrm' rn
l;
al 2oxc E CO hi AyY
i. IVC wl ( /•�" ! '$
°'"Ekpp
P R!M ,
EE lsB SN 1C
-sf
I
CB 3
1a n / l l 3• j � i N.M/61IB rr I N M.M l)/..
Ire
' 4P 1 s d •F� rG ps�� na rf.lno �� ^ t P if lBs.
f i ' �' � d9 ,' 3 - � E.�s fr e. Y• PP a rr.lrco � `Ih N ci i
a
/ s _
� rr•mw f � �ti.., s��oe�rm //r 4 3 rto
92.13
;ee .'Q�BE 4 o .
F<r KYO I Y1 q '�' '' —1 • -=LSETB<�LxK� EPiS�Cx
1� Y` ed t1 rto N „
IOi L 11 i e• J1Lr R y!�,��.._ L/NLTRehOY S=N.E - I-)
• 99• � � I- ML • .W r
T
_ CB
2
G�
r W'_ Ofl. e• /L �M 1 R.i00001 - y H Je' /V Icy
uP- 1,,v. n•s� sro1�-f3 —e__- -ueCo.
4vIE Vfei RRe Ma Ir
3 , P!?[R `.� �'' of ei'•_.-i' _ �.•r"_.� `nw%5M: -srw.0.3., vn.,
y !'-VEf� s 1 ✓ sra Sa 316. a?kE tE lg�
g]•9:PVC L
C ,IC,%Li-BLS �jry� •w - ie t; • :'.E iusKy COY E9 : ,r O C Y�C{-inE•
t 456.
• q'rt 9621 Q-LF lit?a 1IR
+ I
TzICG . MAF � �j ' 50�
� - DODOS ENGINEERS, INC. JOB NO. `46
CIVIL ENGINEERING SURVEYING PLANNING DATE
p�
4205 14BTH AVE. N.E.. SUITE 200 - BELLEVUE. WA 98007 OA )AO
4 - 97
(2061 66S-7677 OR 454-3743
SIZE__ f�loF1�-�-�Tf� Sty.�At.�S
-
��AKiF (fFS
A► r, = 0.35 2'/. SLxc S��00 DoC-
C�SSuµ� S
EDO V , Su'OFACE + ,"A _ 100
�b
(�° �� 'KEPT►-f =� 3� Pc�� Faf�. S��r SwP�. SVK-�
,s 6,15- 3 = 515 F�o-(TbM W IOTV+ .
SI c 1 rC S w A-LE
15o�F— A�1kLA12)uE = Zo ((? l1C98>) t(O.z5)(so = LS9
0.35
+ 0,33fk6, . A59RP,T GN 98
@ (2:4' -Dc- lY 4 suss ec5m" w l gTti is fi o.s' wive If
@ 2O0' Lc-Q6kl'r ,' sa�FAOO-E Af-OA is "-Ioo sQ R.
PK%)ko LPKf2,E7 = 4-.yl' 5AK-r s 'o- — 3 o ' fbe ->flc -5t-Cec
YIELDS 2,0' eoTpM L.51 PTrt,
SHEET _OF
BASIN SUMMARY
BASI\ ID: WQSWL NAME: TRIB AREA SWALE FROM CB 8
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0. 50 Acres BASEFLOWS: 0 . 00 cfs
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 20 acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 92.00
TIME OF CONC. . . . . : 6 . 00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 0 .30 Acres
CN. . . . r 98 . 00
PEAK RATE: 0 . 21 cfs VOL: 0.06 Ac-ft TIME: 470 min
C�� -" 12/ 8/92 Dodds Engineers, Incorporated 9 page
10- ��&LF-=
i S160 r
BASIN ID: WQSWL NAME: TRIB AREA TO SWALE ALONG 98TH
�L 51G1� �1( S SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0.68 Acres BASEFLOWS: 0 .00 cfs
ipe �1.�liVl LC'NCi RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
CPE�S PRECIPITATION. . . . : 2.00 inches AREA. . : 0 . 35 Acres
TIME INTERVAL. . . . : 10. 00 min CN. . . . : 89 .00
TIME OF CONC. . . . . : 6 .00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 0 . 33 Acres
CN. . . . . 98 . 00
PEAK RATE: 0. 25 cfs VOL: 0.08 Ac-ft TIME: 470 min
DITCH FLOW ANALYSIS
BIOPILTRATION CALCULATION
DITCH DATA:
BOTTOM WIDTH(FT) 0.50 JOB NAME: k-5AV0ELL 4 1 L -
LEFT SIDE SLOPE(L:1)- 3.00 JOB A '�)114-(p
RIGHT SIDE SLOPE(R:1)- 3.00 OPERATOR: ). pLSe-j_)
BOTTOM SLOPE(FUFI)- 0.0200 DATE: WJi 1992-
,
MANNING'S n 0.350
FLOW FLOW WETTED HYDRAULIC DITCH FLOW
DEPTH AREA PERIMETER RADIUS CAPACITY VELOCITY
(FEET) (SQ FT) (FEET) (FEET) (CFS) (PPS)
f
0.00 0.0000 0.0000 0.0000 0.000 0.000 i
0.05 0.0325 0.8162 0.0398 0.002 0.070
0.10 0.0900 1.1325 0.0706 0.009 0.103
0.15 0.1425 1 1.4487 0.0994 0.018 0.128
0.20 0.2200 1.7649 0.1247 0.033 1 0.150
0.25 0.3125 2.0911 0.1502 0.053 1 0.170
0.30 0.4200 2.3974 0.1752 0.079 0.190
0.35 0.5425 2.71361 0.1999 0.111 0.205
r 11 0.40 0.6900 3.0299 0.2244 O.I51 0.222
0.239
=04-CFTI 0.50 1.00000 3.66231 0.2731 0.2531 0.253
� - DODDS ENGINEERS, INC. JOB Nk)Dv-?'
CIVIL ENGINEERING SURVEYING PLANNING DATE 420514BTH AVE. N.E.. SUITE 200 - BELLEVUE. WA HBOO7 120G] BG5-7B77 OR 454-3743 BY --
!fir t�k c^vA GI rr-r Fcc. I CO `C SlDQ/ q
I_VE�T •.
Q,�= 1 ,45afs
V1= D�12 ('BP-usJ-1 , WeTUSW0 PLA,, r -M fi.oL.)
Sov,ZGE ctvro %r - oPra CEtnNNEI_
A TUAL- FLD yr 71?A e> 1-0 54G4-V s uJ kt-G 1Z}LL 61-
Usss Terp%Q 1.4-5 6Fs . Itie 4.45 eFs . fiGUe-6
?-p,p4c,6oNrs Tre 3T7
ft Z- TItC-
@ �= '( 14'r�� • M� . ��+ = 3 -4`'� VcLoGiT`r 1S
SHEET OF
�� n,. m nnnnr n�rr,y��tii�`i.�.`.• Tv„ , .,• , .
IY�LR�>L uvuvo ui�o � a, itil,. AAilfi 1
DITCH FL(1� ANALY�I ::: `
DITCH DATA:
BOTTOM WIDTH (FT) = 6.00 JOB NAME: 41 UNIT APTS
LEFT SIDE SLOPE (L:1) = 3.00 JOB #: 91146.00
RIGHT SIDE SLOPE (R:1) = 3.00 OPERATOR: J.OLSEN
BOTTOM SLOPE (FTIPT) = 0.0310 DATE: DEC 5, 1992
MANNING'S n = 0.120
FLOW FLOW WBTTED HYDRAULIC DITCH FLOW
DEPTH AREA PERIMETER RADIUS CAPACITY VELOCITY
FEET SQFT FEET FEET CAS FPS
0.00 0.0000 0.0000 0.0000 0.000 0.000
0.05 0.3075 6.3162 0.0487 0.089 0.291
0.10 0.6300 6.6325 0,0950 0.286 0.454
0.15 0.9675 6.9487 0.1392 0.567 0.586
0.20 1.3200 7.2649 0.1817 0.923 0.699
0.25 1.6875 7.5811 0.2226 1.351 0.801
0.30 _ 2.07001 7.8974 0.2621 1.8481 0.893 Q-�•SLf 51��,7i�{
- - - �rl.r� • b9 F�Ps .
......................................................................................................................................
.. ..: . .. .:.
...........................................................................................................
DITCH DATA:
BOTTOM WIDTH (FT) = 3.00 JOB NAME. 41 UNIT APTS
LEFT SIDE SLOPE (L:1) = 3.00 JOB *: 91146.00
RIGHT SIDE SLOPE (RA) = 3.00 OPERATOR: J.OLSEN
BOTTOM SLOPE (FTIFT) = 0.0460 DATE: DEC 5, 1992
MANNING'S n = 0.120
FLOW FLOW WETTED HYDRAULIC DITCH FLOW
DEPTH AREA PERIMETER RADIUS CAPACITY VELOCITY
FEET SQFT FEBT FEET) (CFq) (FPS
0.00 0.0000 0.0000 0.0000 0.000 0.000
0.05 0.1575 3.3162 0.0475 0.055 0.348
0.10 0,3300 3.6325 0.0908 0.177 0.537
0.15 0.5175 3.9487 0.1311 0.355 0.685
0.20 0.7200 4.2649 0.1688 0.584 0.811
0.25 0.9375 4.5811 0.2046 0.865 0.922
0.30 1.17001 4.89741 0.2389 1.196 1.023
0,35 1.41751 5.21361 0.27191 1.580 1.115 _._�
V. Conveyance Systems Analysis and Design
111!7-gl► OOOOS ENGINEERS, INC. JOB NO. hol-k6
CIVIL ENGINEERING SURVEYING PLANNING OAT E
4205 14BTH AVE. N.E., SUITE 200 - BELLEVUE, WA BBOO7
12061 BSS-7877 OR 454-3743 B Y
r_IJW0FF CDEFFICt.&wTS USO-7D Iti T G CoNQE'fAINGE,
Cl\LCu L, A-n om s ARE AS
0- = 0 .9 Asf KAL i >~Tc- ,
C'r- o,'t5 LgwNs
C = 0115 Ld4NT Foe sr,
-711?1& S I Ap
b•2
�L .
o;v
owsk Tr-- Ac atfsae
{ . 11
CFS 4 0JZA&, @ C =
P�
b.3
CP, Z 0,5q C= D,9 CN LC-�T Lh+aN
coowT As o,9
1�•11,C'� g G_ �D.3 ��o�9} •�- �0,3 �o,i5) � 0,53
yy n o� 6p {�
ItiTA-1� 2 1(�, L� x� �� 41D, kII 0,zc? O SHEET OF
i
:;1 1� - �" .�Y i. EM � .� :eT LOGTION: KING CO[Ml'Y 24-FBt RAINFALL: 3.4 INCHES
JOB NAME WADDELL 41 UNIT JOB NUMBER 91146 PREPARED BY: J.OLSEN DESIGN STORM: 25 YEAR
IKCR86fElIl' AORIOFP YI `.^�i:': 91601OP :;MINFNL S$101fi� �IPB PIPH tIPO ii :i14CE11AL s 11tAH&. PIPCiCi%PhCI'tY�E1MMAYti':::
• .. . .. � :r:: is ;[..::.>...::::•:::::::
` kIPB48C1481'>•C^:i;iSi+1RW`S.. COEEPIC01Nt: NSBti i R41M OM., .GONG _iN1$N917'Y. ?PEQpr 7K4NryiNp'4 AwU4Q78R S49PII j:i .Ellitlk7# 3!0Gx3CPR .......
CB 7 CB 6 0200 0.34 a068 0.068 10.00 2.02 a138 0.012 12 1.000 79 2.11 0.62 3.860 4.91 16%
CB 6 CBS 0.200 0.3410.3181
0.136 _ 1 u.62 1.95 O7b5 0.012 12 2.080 59 3.37 0.29 5.567 7.09 4.8%
CBS CB 4 1.100 om 0318 10.92 1.91 0.723 0.012 12 1.970 105F4-059 0.39 5.417 6.90 13.3%
CB4 0UT4 Q320 0.90 0.486 1130 1.87 0.909 0.012 12 OS00 20 all 2.729 3.47 33.3%
CB3 CB2 03W 0.40 0.120 IOAD 2.02 0243 0.012 12 0.000 116 0.00 0.000 0.00 0.0%
CB2 CBI o-W 0.90 0.606 10.00 2.02 1227 0.012 12 0.560 18 0.09 2" 3.66 42.5%
CB 1 EX CB 0.000 0.90 0.606 10.09 2.01 1220 0.012 12 3.430 96 6.60 025 7.148 9.10 17.1%
IN2 CB2 0.550 036 03% 11.41 1.86 0.572 0.012 12 18.920 37 9.19 Q07 16.789 21.38 3.4%
mET OUTS 0.600 0330.318 10.OD 2.02 0.644 0.012 12 0.500 45 238 027 2.729 3.-7 23.6%
V1. Special Reports and Studies
® - DODOS ENGINEERS, INC.
CIVIL ENGINEERING S U R V E Y I N G P L A N N I N G
PRELIMINARY STORM DRAINAGE
CALCULATIONS
FOR
41 UNIT APARTMENT COMPLEX
RENTON WASHINGTON
Prepared By: James A. Olsen, P.E.
Prepared For: Shulman & Waddell ,4'
DEI Project No. 91146
September 18, 1992
4205 146TH AVE. N.E., SUITE 200-6ELLEVUE. WA 96007 (2061 665-7677 OR 454-3743
FAX:[206]665-7963
� - DODDS ENGINEERS, INC.
CIVIL ENGINEERING S U R V E Y I N G P L A N N I N G
September 18, 1992
DEI Project No. 91146
Mr. Paul Forsander
City of Renton
Planning Department
200 Mill Avenue South
Renton WA 98055
Subject: 41 Unit Apartments - Shulman Waddell
Dear Paul:
I have enclosed information regarding the storm drainage plan for the above
referenced project. I understand this information is required prior to site plan
approval. The report is tailored to the drainage list you supplied. If you have
questions please call.
Sincerely yours,
DODDS ENGINEE INC.
es Olsen,P.E.
:sab
cc: Doug Waddell
1750 - 112th Avenue NE
Suite B-220
Bellevue WA 98004
4205 146TH AVE. N.E., SUITE 200-SELLEVUE. WA SB007 [2061 B65-7B77 OR 454-3743
FAX:(206)665-7963
�tJTi�Lo�c�'lo �J :
j Con ITT-OLT
JQI, S Al �ilt� 5,� , CO&C- , C(: CAdC12 (Rom
TNS SC E Is AeMycj O A.Vz tY 2 ,9 AC, iu SIDE, 71-�e
Paopo sED �oJEce-i WL L - UM U:Z:e OtJ L--(
THE PaDJC-CT U& U coNs,�2vc�j ¢ �uIw� NC,S ,
ASSoG 0 ?hV( -kQGI 4J D PaMDE FN)►.Y�NmCE 1201�n
IM P4W GWlEtaTS, A S-ro"N iF=rL SYSllc-M W 1IAt.
5E INCL-uDeL) Wt-�,C,4 toNSlw of RNo vNoc�6,d��►�r,
6 -1 1*]iAMEIPz4 , AtJo AP9"tom ,4ATC- C-(' 100' kQ (-F► ,q
'T�iE CXI�-nNc� py?p�Itli E flow S Fr SF. TO
'1 N -Lly. MeU L LA W Q . A M 4,N1 M AIDE eH.At + eLj D I TLI�
CAvL�I�S ST04" Wpr�Q ; -PIS UAC16 1po , 1 To b+. � �lS11Nt�
co)lw c SF ,NF 1 �-T►oN ,
TNT CXi`s`I�4 ��C-tr `A�1��1 CON�aS I S QF bgJS H I C�YL. s AQD
?,C(O(ZC- __SPEC ►�L, �t:C�UItC�.srS:
AT N 4 U"L, LDC#nat� : 'TrtLs S DN MWA-,TC4 Lulu,
SE 'p� AGED eTD 'MC c6 M;OVo-,
2, q�sl'TE ANfn.'�sls : � tJPSTVzF.�M -1�1Pxr�� r��n io
THE FeLzECT IS frP��OXin.l A1(El,`( l , O ACC o "TI�tS
l}JIL,I, Pic CPOKSsc.l? IIJ iYtE C.owvC`{Av x CAL4uIATIO►J(
A'T TRS rf (m C aF b.Av o, G 'j)Eahl 1TT� S t3 bA ill✓.
3. 'PEA-1-- p O►.1oFF COI-R' L — pW-S lle D E'St N-jloN t )lu, 6S
PV-D,ID69 Fb(C 940-JeLT rto Ltq iT � eCU RATES
f 64 `MC 2 � )1* Nt2 .M(IM EV EMITS iU 'Mic
'�.�- DF�Et,o�M�^NT ¢�'Es , t!sCE rt��tbs�=J s►�Fo )
�}; CON�GYr4tJC� CA1.C.Ul.A-TtOttS ' Cv►�1Vr'fAN(.E C'AI,C.U(A-i7'0►�S
12;G 1 f u.0 o c-o c N iYrss fi N A t. eqDW c�LW LA j, cq
pp.�PA,z.�n fOrZ 1 I1 DItJ� P��t t rr sot3o�1 L.,
5� E, G. � SEv� M C►yTA-no+J Pr>u���n �S ; � 'D�=-s�G� a
� Ji�rJ � SL-��71t�t�rJ�`1Ot�1 CD�1Lc�� �ACIL►'�tt`S t,J,1�t.(�
cmNfoQ�^-t �O Itfc �eo,�o�Er� Srn� r>�4�J ArJO {-���w
Tt�t MtT\-bDoL-oG`t 6nWDLEU►sEs of `QiE K.C , S ,D ,
" A-N U AL,
SPECIAL. TLEQVI MENTg:
l o C9411CAU '7Q,Ai r l MAC-- A GA : 11 A: ,
2- Cb"(2t,1 rN A MASH FvZ gi.AlNA(,E
S. 2cUU I S A M ASTE12 VtAI W AGE QLks)-
`I= -moon PT00 CO AU N 1TY Off. bt65( N PLiW -- ►J (A
5, SPEGII LA V\,) MC�L CALMEATY � -ke(7L, " 1j(YT CCCAlV,1(1
MOZE 11.1At4 L Aq2►; OF TM1°Lr-VVjOUS SU\CFACE USED
!E:>`( VSrtC -OS ?HSeM4C-- A W(2T(b► ) D l5 l�07
ePeuu►lz- of 7rt c-- JECT.
�o. GOA LE Sit NCB
a G►,vs 'f�E�I� SrO►J 1 I �S �JCC1 �aL� NV)
GOts'-h,ti1 Off' D15cl+AfLGE 10 �N OPEN t7�P�s5►�
8 , LSL of- UA,V-FS '2 WWAMS I Wr\LANOS �oiL 1?(EA1'� QA7L� COtZ�jL-
- N/A 5eC-L ON&E I.
�. 'DGUQr4--�1o>J of A Ioo %f+- FLOG? PLAID P1IA .
NC2 Gl C-C 'VOaS l)pT A(�xYS' A ' ST� EA�M I (N>rrlC�NO C-ZG.
ribCs No; CDN'TAs1� 02 A�.jl'S 7�(�PI✓ l 02 Z S'11�AM
' I�LS�S ��11- k1J•i � S W�crDd, J�1�'T�o� �
he ICQQ-} oN of-mom 09 -� Wal�J-5 30c) f
roSgo�i
' �N►N�� Q1Z����
S(Arrclf� �Q �cr��3��5 ' ca,n���s svNt Not�'r7aoiZ�3�Q
o N 39 CL)
3N1-
CIL '!S3 1cq ' sSo-� M -01 � 3�vcv�C S3ni►�a�
r=l1i O- NL. ��� �d1.1 'wV 3� -
�3LN9) --O 3kU., O-L 1. �fiU-�ot� st`�o'►�
QNV ScNPRL c "ZJ �►�7 nW)(:IaW 311E JO I-Uf Wa"L
d».da t a�A wo7o :�AjoNozl
5 Hl ' n a72�dc) —AVO,�,V d a!A L 3Q a 5?Q D >.-r7► S�+Y1 ►
J_1,MN %r)o)3 NG)i-u. ►-, LS).s +)-L. ' oasoS�cia
('Q, JH! -��UM avo-n-L)ws d NI S�►'i �ru�nztl-S slW-
srno� aN �,�U��-u► s�`� r�v�7 �+ 51s �NI`1-H9l1-
odor r 3�vr+ ' a s� 92
?r►'► -SkL ' add z\749 :�o 3a�s
KOQS ALL 11NQ'W J� 3bS0M ]�Jd N �Vt a � V--nNV-Z
S l qL ' ddo� 32, VD N w SJ.S 3N I'1 1-H \) lL v
S�3Lty� (' ao7 'M,N� 31)1 C� 7e►b m H?QilfS
3�a c9 IN 3 N y I c�\�i xa
d'ti;:.{ ` LL
o ►
W03
t . w
o O In -__ W - - - OaJ`•• r. . t� to
ZIS
t
a
Z z
[j: nw a
m =T
N
LLI
r .•
Ir
i.
Zuw cu
' y.. ., 1... .� 'ITV:�•h�i
' :... .. ,. �� ,.it ,7... ••f,,;�y ,f .ri
GEOTECH v
CONSULTANTS
13256 N.E.20th St.(Northup Way),Suite 16
Bellevue,WA 98005
(206)747-5618
f206)343-7959
June 17 , 1991
JN 91172
Shulman Realty, Inc.
1750 - 112th Avenue Northeast
Bellevue , Washington 98004
Attention : Doug Waddell
Subject : Geotechnical Engineering Study
Proposed Carr Road Development
9747 Southeast Carr Road
Renton , Washington
Gentlemen :
we are pleased to present this geotechnical engineering report
for the proposed Carr Road Development to be constructed on
the property at 9747 Southeast Carr Road in Renton ,
Washington . The purpose of our work was to explore site
conditions and provide earthwork and foundation design
criteria . The work was authorized by your acceptance of our
proposal dated May 28 , 1991 .
We explored the subsurface conditions of the proposed building
site with nine test pits . We found the flat, cleared portion
of the property which is adjacent to 98th Avenue South to be
overlain with approximately four feet of loose to medium-dense
gravelly silty sand. Under the fill , competent sandy soils
were encountered . Bearing soils are typically within three
feet of the ground surface on the portions of the site which
have not been recently graded . Structures can utilize
conventional continuous and spread footings bearing on the
competent, native , sandy soils .
The attached. report contains the results of our study and
recommendations . If there are any questions , or if we can be
of further service , please contact us .
Respectfully submitted ,
GEOTECH CONSULTANTS , INC.
Mark K. Dodd, P . E .
Senior Engineer
i
GEOTECHNICAL ENGINEERING STUDY
PROPOSED CARR ROAD DEVELOPMENT
9747 SOUTHEAST CARR ROAD
RENTON , WASHINGTON
This report represents the results of our geotechnical
engineering study for the site of the proposed development in
Renton , Washington . The site is located southeast of the
intersection of Southeast Carr Road and 98th Avenue South .
The general location of the site is illustrated on the
Vicinity Map, Plate 1 . Based on preliminary information
furnished to us , we anticipate that the development will
consist of numerous lightly-loaded multiple story structures
with associated parking . We expect finish grades to be near
existing grades .
Development of the property is in the planning stage , there-
fore only conceptual plans were available to us . A site plan
sketch given to us included the possible footprints of the
proposed structures , and provided some topographic
information .
SITE CONDITIONS
,SURFACE
The property is located on a west-facing slope looking across
the Kent Valley. Roughly rectangular, the site encompasses
more than three acres . The property used to be a gravel pit ,
but gravel mining operations ceased some time ago , and fill
was placed to flatten much of the site. The fill placement
dammed up the natural seepage out of the eastern slope , and
has resulted in a relatively small , poorly drained localized
depression . Other than the fill placement , the site remains
undeveloped . Land use in the immediate .vicinity includes
residential housing, and a medical center .
SUBSURFACE
We explored the subsurface conditions with nine test pits at
the approximate locations shown on the Soils Exploration Plan ,
Plate 2 . We determined the field exploration program based
upon the proposed construction , site topography, subsurface
conditions revealed during excavation, and time and budget
constraints .
Shulman Realty, Inc . JN 91172
June 17, 1991 Page 2
The test pits were excavated on May 22 , 1991 with a rubber-
tired backhoe owned and operated by Evans Brothers Excavating .
A geotechnical engineer from our staff observed the excavation
process , logged the test pits , and obtained representative
samples of the soils encountered. "Grab" samples of selected
subsurface soils were collected from the backhoe bucket . The
Test Pit Logs are attached to this report as Plates 2 through
6 .
Six test pits were excavated in the flat area where fill was
previously placed . The test pits encountered one ( 1 ) to four
and one-half (4 . 5) feet of fill below surficial grades . Below
the fill , the subsurface consisted of medium-dense to dense
granular soils such as sand and gravelly silty sand .
Two test pits were excavated in the low-lying depressed area .
At these locations the subsurface consisted of a surficial
layer one-half (0 . 5) foot to one and one-half ( 1 . 5) feet thick
of gray-brown silt . Below the silt, both test pits
encountered a dense to very dense gravelly sand with variable
amounts of silt. The lower layer had some cobbles and
boulders in it, and was difficult to dig .
One test pit was excavated on a north-facing slope, somewhat
near Southeast Carr Road . The top one and one-half feet
consisted of topsoil and duff . This was underlain , to a depth
of six feet , by a medium-dense, silty sand with gravel ,
cobbles , and boulders . From six to eight feet below existing
grades , a glacially-overridden dense sand to silty sand with
some gravel , cobbles , and boulders was encountered .
The final logs represent our interpretations of the field logs
and laboratory tests . The stratification lines on the logs
represent the approximate boundary between soil types at the
exploration locations . In actuality, the transition may be
gradual . The relative densities and moisture descriptions
indicated on the test pit logs are interpretive descriptions
based on the conditions observed during the excavation . The
logs should be reviewed for specific subsurface information at
the locations tested .
GROUNDWATER
Groundwater seepage was observed in some of the test pits at
about three feet below existing grades . The test pits were
left open only for a short time period , therefore the seepage
levels on the logs represent the location of transient water
seepage and may not be the location of the static groundwater
Shulman Realty, Inc. JN 91172
June 17 , 1991 Page 3
level . It should be noted that groundwater levels vary
seasonally with rainfall and other factors . We anticipate
that groundwater could be found between the near surface fill
soils and the underlying denser soils or glacial till , and in
more permeable soil layers or pockets within the till soils .
CONCLUSIONS AND RECOMMENDATIONS
GENERAI
The project appears feasible from a geotechnical engineering
standpoint . Structures can utilize conventional continuous
and spread footings bearing on the medium-dense to very dense
native granular soil , or on structural fill built up from
competent native soils . Often gravel pits are used as
disposal areas for organic or otherwise unsuitable soils from
construction sites . We found no evidence that this has
occurred on the site . The building excavations and utility
trench areas should be observed to verify that no unsuitable
soil has been placed .
Some of the soils available on site could be used as
structural fill . Quality control and density testing will be
necessary during fill placement to verify specified compaction
percentages are met.
Geotech Consultants , Inc . should be given the opportunity to
review the final plans and specifications to verify site
specific subsurface requirements are met .
FOUNDATIONS
Structures' may be supported on conventional continuous and
spread footings bearing on the medium-dense to very dense,
granular soils underlying the existing fills , or on structural
fill placed above competent native soils . Overexcavation of
soil below the footings may be required depending on final
site grades . Fill placed under footings should extend outward
from the edge of the footings at least a distance equal to the
depth of fill underneath the footings . Exterior footings
should be bottomed at a minimum depth of twelve ( 12) inches
below the lowest adjacent outside finish grade . Footings
founded on competent, granular native soils at least one foot
below the finish ground surface may be designed for an
Shulman Realty, Inc. JN 91172
June 17, 1991 Page 4
allowable soil bearing capacity of three thousand (3000 )
pounds per square foot (psf ) . Footings bearing on structural
fill may also be designed for a bearing pressure of two
thousand (2000 ) psf . Continuous and individual spread
footings should have minimum widths of sixteen ( 16) and
twenty-four (24 ) inches , respectively. A one-third increase
in the above bearing pressures may be used when considering
short term wind or seismic loads . For the above design
criteria , it is anticipated that total settlement of footings
founded on medium-dense to very dense granular soils and on
fills less than five (5 ) feet thick will be about three-
quarters of an inch , with differential settlements of one-half
inch between building corners . Much of the settlement due to
dead loads from the building structure should occur during
construction .
Lateral loads due to wind or seismic forces may be resisted by
friction between the foundations and the bearing soils (or
compacted fill subgrade) or by passive earth pressure on the
foundations . For the latter, the foundations must either be
poured "neat" against the existing soil or the wall backfill
must be compacted structural fill . A coefficient of friction
of 0 . 45 may be used between the structural foundation concrete
and the supporting subgrade. The passive resistance of
undisturbed native soils and well compacted fill may be taken
as equal to the pressure of a fluid having a density of three
hundred fifty (350) pounds per cubic foot (pef ) .
SLAB-ON-GRADE FLOORS
We recommend that concrete slabs be placed over at least one
foot of structural fill . Isolation joints should be provided
where the slabs intersect columns and walls . Control and
expansion joints should also be used to control cracking from
expansion and contraction . Saw cuts or preformed strip
joints , used to control shrinkage cracking , should extend
through the upper one-fourth of the slab. The spacing of
control or expansion joints is a function of the amount of
steel placed in the slab. Reducing the water/cement ratio of
the concrete and curing the concrete by preventing evaporation
of free water until cement hydration occurs will also reduce
shrinkage cracking .
A 6-mil polyethylene plastic vapor barrier should be used
under floors likely to receive an impermeable floor finish or
where passage of water vapor through the floor is undesirable .
Based on American Concrete Institute recommendations , we
Shulman Realty, Inc. JN 91172
June 17, 1991 Page 5
suggest placing a two to three-inch layer of sand over the
vapor barrier to protect the vapor barrier and to allow some
moisture loss through the bottom of the slab, reducing warping
in the curing process . Sand should be used to aid in the fine
grading process of the subgrade to provide uniform support
under the slab.
PERMANENT RETAINING AND FOUNDATION WALLS
Retaining and foundation walls should be designed to resist
the lateral earth pressures imposed by the retained soils .
The following recommendations are for walls less than twelve
( 12) feet high which restrain level backfill :
Design
Parameter Value
Active Earth Pressure* 30 pcf
Passive Earth Pressure 350 pcf
coefficient of Friction 0 . 45
Soil Unit Weight 125 pcf
Where:
1 ) Pcf is pounds per cubic foot .
2) Active and passive earth pressures
are computed using equivalent fluid
densities .
* For restrained walls which cannot deflect at
least 0 .002 times the wall height , a uniform
lateral pressure of one hundred ( 100) psf
should be added to the active equivalent
fluid pressure .
The values given above are ultimate 'values . An appropriate
safety factor should be applied when designing the walls . We
recommend using a minimum factor of safety of 1 .5 for
overturning and sliding . The resultant force, which can be
determined by taking moments about the toe of the wall while
neglecting the passive pressure force, should pass through the
middle third of the footing .
The above design values also do not include the effects of any
hydrostatic pressures behind the walls and assume that _ no
surcharge slopes or loads will be placed above the walls . In
addition , construction equipment should not operate within a
Shulman Realty, Inc . JN 91172
June 17, 1991 Page 6
prism defined by a 1 : 1 (Horizontal :Vertical ) line extending
from the back end of the footing to the retained soil behind
the structure. If these conditions exist, then those
pressures should be added to the above lateral pressures .
Also , if sloping backfill is desired behind the walls , then we
will need to be given the wall dimensions and slope of the
backfill in order to provide the appropriate design earth
pressures .
Retaining and foundation walls should be backfilled with
compacted, free-draining , granular soils containing no
organics . The wall backfill should contain no more than five
percent silt or clay and no particles greater than four inches
in diameter . The percentage of particles passing the No . 4
sieve should be between 25 and 70 percent . Alternatively , a
geotextile drainage product such as Miradrain or Enkadrain may
be used . When compacting backfill behind the retaining wall ,
methods should be used which will not damage the wall . The
purpose of the backfill requirements is to assure that the
design criteria for the retaining wall is not exceeded because
of a build-up of hydrostatic pressure behind the wall . Where
the backfill is to support walks or other slabs , we recommend
that the backfill consist of clean sand and gravel as this
soil would be easier to compact in the excavation prism than
siltier soils . Also , these soils will provide drainage behind
the wall . The top foot to eighteen inches of the backfill
should consist of a relatively impermeable soil or topsoil , or
the surface should be paved .
SITE DRAINAGE
We recommend the use of footing drains at the base of all
footings and earth retaining walls . Roof and surface water
drains must be kept separate from the foundation drain system.
The footing drains should be surrounded by at least six inches
of one-inch-minus washed rock . The rock should be wrapped
with non-woven geotextile filter fabric (Mirafi 140N , Supac
4NP; or similar material ) . At the highest point, the perfor-
ated pipe invert should be at least as low as the bottom of
the footing and/or crawl space and it should be sloped for
drainage. A typical footing drain detail is attached to this
report as Plate 8 .
The excavation and site should be graded so that surface water
is directed off the site and away from the tops of slopes .
Water should not be allowed to stand in any area where
buildings , slabs , or pavements are to be constructed . During
construction, loose surfaces should be sealed at night by
compacting the surface soils to reduce the infiltration of
Shulman Realty, Inc . JN 91172
June 17, 1991 Page 7
rain into the soils . The slopes should be covered with
plastic . Final site grading in areas adjacent to a building
should be sloped at least two percent away from the building
for a distance of ten feet , except where the area adjacent to
the building is paved.
Groundwater was observed during our field work at depths as
shallow as 2 .5 feet below existing grades . Seepage into even
minor excavations is possible, and if encountered , the water
should be drained away from the site by use of drainage
ditches , perforated pipe, French drains , or by pumping from
sumps interconnected by shallow connector trenches at the
bottom of the excavation .
EXCAVATIONS AND SLOP S
In no case should excavation slopes be steeper or greater than
the limits specified in local , state, and national government
safety regulations . Temporary cuts to a depth of four feet in
unsaturated soils may be attempted vertically. For slopes
having a height greater than four (4 ) feet, the cut should
have an inclination no steeper than 1 : 1 (Horizontal :Vertical )
from the top of the slope to the bottom of the excavation . It
should be noted that sands do cave suddenly and without
warning . Utility contractors should be made especially aware
of this potential danger .
All permanent cut slopes into native, dense soils should be
inclined no steeper than 2 : 1 (H :V) . Fill slopes should not
exceed 2 . 5 : 1 (H :V) . Water should not be allowed to flow
uncontrolled over the top of any slope . Also , all permanently
exposed slopes should be seeded with an appropriate species of
vegetation to reduce erosion and improve stability of the
surficial layer of soil .
ROCKERIES
We anticipate that rockeries may be used in the site develop-
ment . A rockery is not intended to function as an engineered
structure to resist lateral earth pressures , as a retaining
wall would do. The primary function of a rockery is to cover
the exposed excavated surface and thereby retard the erosion
process . We recommend that rockeries be limited to a height
of eight feet and that they be placed only against dense
competent native soils . The construction of rockeries is to a
large extent an art not entirely controllable by engineering
methods and standards . It is imperative that rockeries , if
Shulman Realty, Inc. JN 91172
June 17, 1991 Page 8
used , be constructed with care and in a proper manner by an
experienced contractor with proven ability in rockery
construction . The rockeries should be constructed with hard ,
sound, and durable rock in accordance with accepted local
practice. Provisions for maintenance, such as access to the
rockery , should be considered in the design .
Keystone block walls may be used as retaining walls . The
backfill behind the block walls should be compacted to
structrual fill requirements , and it should be reinforced with
geogrids . The amount of reinforcement will depend on the
height . Generally the reinforcement should extend back from
the block an amount equal to the height of the wall .
PAVEMENT AREAS
All pavement sections should be supported on a minimum of one
foot of structural fill , provided the underlying soils are
stable at the time of construction . Additional structural
fill may be needed to stabilize soft, wet or unstable areas .
structural fill under the roadway and parking area may need to
be underlain with a stabilization fabric . we recommend using
Supac 5NP, manufactured by Phillips Petroleum Company, or a
non-woven fabric with equivalent strength and permeability
characteristics . In most instances , twelve ( 12 ) inches of
granular structural fill will stabilize the subgrade except
for very soft areas where additional fill could be required .
The subgrade should be evaluated by Geotech Consultants , Inc.
after the site is stripped and cut to grade . structural fill
under the roadway sections should be compacted to at least 95
percent of the ASTM D-1557-78 maximum density. All subgrade
areas must also be in a stable, non-yielding condition prior
to paving .
The pavement section for lightly loaded traffic and parking
areas should consist of two (2) inches of asphalt concrete
(AC) over four (4 ) inches of crushed rock base (CRB) or three
(3) inches of asphalt treated base (ATB) . We recommend that
heavily loaded areas be provided with three (3) inches of AC
over six (6) inches of CRB or four (4 ) inches of ATB. The
heavily loaded areas are typically main driveways , dumpster
areas , or areas of truck traffic, especially where trucks
often turn . Where the subbase is composed of silty, water-
sensitive soils , and there is irrigated landscaping adjacent
to and at an elevation higher than the pavement, we suggest
that perimeter drains be installed to intercept the water that
would otherwise saturate the pavement subbase. The pavement
i
Shulman Realty, Inc . JN 91172
June 17, 1991 Page 9
section recommendations and guidelines are based on our
experience in the area and on what has been successful in
similar situations . We can provide recommendations based on
expected traffic loads and R value tests , if requested . Some
maintenance and repair of limited areas can be expected . To
provide for a design without the need for any repair would be
uneconomical . we stress again, however , that the performance
of site pavements is related to the strength and stability of
the underlying subgrade.
SITE PREPARATION AND GENERAL EARTHWORK
We recommend that the building and pavement areas be stripped
and cleared of all surface vegetation , all organic matter and
any other deleterious material . Stripped materials should be
removed from the site or, if desired , stockpiled for later use
in landscaping . The stripped materials should not be mixed
with any materials to be used as structural fill . Structural
fill is defined as any fill placed under buildings , pavements ,
walkways , or other areas where the underlying soils need to
support loads . Geotech Consultants, Inc . should observe site
conditions prior to fill placement. The surficial site soils
are somewhat moisture-sensitive and can become soft when wet
and disturbed . The more granular soils are less moisture
sensitive.
Structural fill under floor slabs and foundations should be
placed in horizontal lifts and compacted to a density equal to
or greater than 95 percent of the maximum dry density in
accordance with ASTM Test Designation D-1557-78 (Modified
Proctor) . The fill materials should be placed at or near the
optimum moisture content. Fill under pavements and walks and
behind retaining walls should also be placed in horizontal
lifts and compacted to 90 percent of the maximum density
except for the top twelve ( 12) inches which should be
compacted to 95 percent of maximum density. The allowable
thickness of the fill lift will depend on the material type,
compaction equipment and the number of passes made to compact
the lift. In no case should the lifts exceed twelve (12 )
inches in loose thickness .
The moisture content of the on-site soils at the time of our
exploration was near/or above the estimated optimum moisture
content . The on-site soils could be used as structural fill
provided the grading operations are conducted during dry
weather , when drying of the soils by aeration is possible .
The moisture content of fill soils must be at or near the
GEOTECH CONSULTANTS , INC .
Shulman Realty, Inc. JN 91172
June 17, 1991 Page 10
optimum moisture content during compaction as soils cannot be
consistently compacted to the required density when the
moisture content is greater (or significantly less) than
optimum. If grading activities take place during wet weather ,
or when the soils are wet, site preparation costs may be
higher because of delays due to rains and the potential need
to import granular fill . Moisture sensitive soils will be
susceptible to excessive softening and "pumping" from
construction equipment traffic when the moisture content is
greater than the optimum moisture content . During excessively
dry weather such as may occur during the summer or early fall
months , it may be necessary to add water to achieve optimum
moisture content .
Ideally, structural fill which is to be placed in wet weather
should consist of a granular soil having no more than five
percent material passing the No . 200 sieve . The percentage of
particles passing the No . 200 sieve should be measured on that
portion of the soil passing the three-quarter-inch sieve.
LIMITATIONS
The analyses , conclusions and recommendations contained in
this report are based on site conditions as they existed at
the time of our exploration and assume that the soils
encountered in the test pits are representative of the
subsurface conditions of the site. If , during construction ,
subsurface conditions are found which are significantly
different from those observed in the test pits , or assumed to
exist in the excavations , we should be advised at once so that
we can review these conditions and reconsider our recommenda-
tions where necessary. unanticipated soil conditions are
commonly encountered on construction sites and cannot be fully
anticipated by merely taking soil samples in test pits , as
subsurface conditions can vary between test locations . Such
unexpected conditions frequently require that additional
expenditures be made to attain a properly constructed project .
It is recommended that the owner consider providing a
contingency fund to accommodate such potential extra costs and
risks .
This report has been prepared for specific application to
this project and for the exclusive use of Shulman Realty and
their representatives . Our recommendations and conclusions
are based on the site materials observed , selective laboratory
testing , and engineering analyses . The conclusions and
rrn-r^t rn �u T,n�r i r
Shulman Realty, Inc. JN 91172
June 17 , 1991 Page 11
recommendations are professional opinions derived in
accordance with current standards of practice within the scope
of our services and within budget and time constraints . No
warranty is expressed or implied . The scope of our services
does not include services related to construction safety
precautions and our recommendations are not intended to direct
the contractor' s methods , techniques , sequences or procedures ,
except as specifically described to our report for considera-
tion in design . The scope of our work did not include a
hazardous materials assessment, however we can provide this
service if requested . We recommend that this report , in its
entirety, be included in the project contract documents for
the information of the contractor .
ADDITIONAL SERVICES
It is recommended that Geotech Consultants , Inc . provide a
general review of the geotechnical aspects of the final
design and specifications to verify that the earthwork and
foundation recommendations have been properly interpreted and
implemented in the design and project specifications .
It is also recommended that Geotech Consultants , Inc. be
retained to provide geotechnical consultation , testing , and
observation services during construction . This is to confirm
that subsurface conditions are consistent with those indicated
by our exploration , to evaluate whether earthwork and
foundation construction activities comply with the intent of
contract plans and specifications , and to provide
recommendations for design changes in the event subsurface
conditions differ from those anticipated prior to the start of
construction . However , our work will not include supervision
or direction of the actual work of the contractor , his
employees or agents . Also , job and site safety, and
dimensional measurements , will be the responsibility of the
contractor . We recommend. that a representative of our firm
be present during placement of structural fill to observe the
process and to conduct density tests in the fill .
Shulman Realty, Inc . JN 91172
June 17, 1991 Page 12
The following plates are attached and complete this report:
Plate 1 Vicinity Map
Plates 2 - 6 Test Pit Logs
Plate 7 Grain size Analysis
Plate 8 Footing Drain Detail
Respectfully submitted,
GEOTECH CONSULTANTS , INC .
f��$ R�flyl��y
OF yi Mark K. Dodds , P.E .
Senior Engineer
• f
ames R . Finley, Jr . P.E.
Principal
IT
1 ..In I I 1`.. rNh. fl✓
,l1Mt,: I �\1"M \ I •.pll°I YRIb[R r," � � I ��.
!: '. • i
20 c
Race
.� '�♦ 1. '44♦
-. i [ �rX C ;"err '� t I: = F • r
AN
r FF 1 I tlrt!O
"ry I W 1 ' arX , ff • ar,n N iT { C a urn r
in .t 1411. IT _
1
I I I I 1 I 4 � I �4 ' •'fit ' •. ,•. • 1
SIIIN-if i Mrw t• F. . Y 1
bi A6 r. {i
d+J •• I - t
IN 11,
e I01 IAWIN3 I i I X I3,NIT ° NrS
I 1
F �• J I p .T 1 Y rn u
b I � Yrr nr €r
• , f1 I I Y , r � ! '
I
1p 1 ,6 I S I 31 32 r ■ T
IY.I(rr.
-b x 3rr i N
°I - I I 1 4v I 1 P f Y WII/`
• 1
I 1 F
immml—
_rr'�y•7' � .`j ati_ J va;: I wrrl • ' py INr R E
all
IS j
KE
"• ` I •_iftAFaVJL
Y1•
It T
I
VICINITY MAP
GEOTECH CARR ROAD DEVELOPMENT
CONSULTANTS, LNC. RENTON, WASHINGTON
Job No. Date: Plate:
91172 ✓UNE 1991 1
TEST PIT 1
FJovauon4'above
USCS Descri tlon pavedroad
Brown, silty SAND, moist, medium dense (fill).
Fill Dark brown, silty SAND with gravel and cobbles, wood,
cement,moist, loose to medium dense (fill).
5 SP Brown gravelly, medium to coarse SAND with some
OP cobbles to sandy gravel with some cobbles, moist
dense
Test pit terminated at 7 feet below existing grade on 5/22191.
No groundwater seepage encountered during excavation.
10 Location of test pit : 150 feet south of central telephone pole.
15
TEST PIT 2
.`5Ott
USCS Description road
Elevation 4'above
0
Fill Brown silty SAND moist loose with roots (fill).
Brown gravelly medium SAND to gravelly sand with
occasional cobbles, wet medium-dense.
SP
5 = SAND becomes coarse below S feet.
i
Test pit terminated at 8 feet below existing grade on 5122/91.
to -Moderate groundwater seepage encountered below S feet during excavation.
Location of test pit : 110 feet south and 110 feet east of central
telephone pole.
15
TEST PIT LOGS
GEOTECH 9747 SOUTHEAST CARR ROAD
CONSULTANTS, INC.
RENTON WASHINGTON
Job No: Dale: Loppedby: Plate:
91172 JUNE 1991 AIKD 2
u
TEST PIT 3
eQ o�5 c`o
G° h Non E/avitlon 2'above
USCS Desc
0 0
ML Brown to gray, sandy SILT, very wet, firm LL-28.2 PI-5.0
Brown, gravelly, silty SAND with some cobbles and
occasional boulders, very moist, very dense
5 Test pit terminated at 4 feet below existing grade on 5122/91.
Moderate groundwater seepage encountered at 3.5 feet during excavation
Location of test pit : 175 feet east of central telephone pole.
10
15
TEST PIT 4
USCS Descri lion Elevatlm 2'above
0rpad
LU:14Gray to brown SLLT, wet, soft LL-30.2 PI-5.2
_ sPq Brown to gray, gravelly,medium to coarse SAND, wet, dense to
very dense
5
Test pit terminated at 6 feet below existing grade on 5122/91.
Moderate to heavy groundwater seepage encountered below 3 feet
during excavation.
10 Location of test pit : 150 feet east and 30 feet north of central
telephone pole
15
TEST PIT LOGS
GEOTECH 9747 SOUTHEAST CARR ROAD
CONSULTANTS, INC. RENTON, WASHINGTON
_�� _ Job o 172 DaJ: 1991 Loy Eby: Plate:9
TEST PIT 5
lee a� cxe
0
Go USCS Descrl tlon E/evatlon road s
Fill Brown, silty SAND with roots and charcoal, moist, loose (fill).
sM :: Brown, silty, gravelly SAND with cobbles, moist, very dense (till).
5
Test pit terminated at 5.5 feet below existing grade on 5/22/91.
Minor groundwater seepage encountered at 2.5 feet during excavation.
10 Location of test pit: 120 feet east and 25 feet south of central
telephone pole.
15
TEST PIT 6
b 0
0
Gb USCS Descri lion E/evatlon 6'above
- road
Brown, gravelly, silty SAND with pockets of SILT, very moist,
Fill loose to medium-dense (fill).
5 sM Red brown, gravelly, silty SAND,moist, very dense
Test pit terminated at 5 feet below existing grade at 5122/91.
No groundwater seepage encountered during excavation.
Location of test pit : 80 feet east and 70 feet north of central
10 telephone pole.
15
TEST PIT LOGS
GEOTECH 9747 SOUTHEAST CARR ROAD
CONSULTANTS, INC. RENTON, WASHINGTON
_ Job No: Date: Logged by: I Plate:
'_� 91172 JUNE 1991 MKD 4
TEST PIT 7
USCS Description
Eievatlon 6'above
0
Brown, gravelly, silt)' SAND, moist, medium-dense (fill) road
Fill
Red-brown,gravelly, silty SAND, moist, very dense
5
Test pit terminated at 5.5 feet below existing grade on 5/22191.
No groundwater seepage encountered during excavation.
10 Location of test pit: 50 feet north and 25 feet east of telephone pole.
15
TEST PIT 8
X" l
'0 G°C USCS Desai lion Elavatlm 4'above
0 Brown, gravelly, silty SAND with some cobbles,moist.
Fill medium dense (fill).
Silty D with o s and bricks (fill).
5
Sp Brown,medium SAND, moist, medium -dense
boulders below R feet
10
Test pit terminated at 9 feet below existing grade due to boulders .
No groundwater seepage encountered during excavation.
Location of test pit : 50 feet east and 50 feet south of central telephone pole.
15
TEST PIT LOGS
GEOTECH 9747 SOUTHEAST CARR ROAD
tilt CONSULTANTS, INC. RENTON, WASHINGTON
_ Job No: Dale: JL09j7edby: Plate:
81000 JUNE 199/ MKD 5
TEST PIT 9
e e
Oe �e Ge( USCS Descrl llon Elevallon 8'above
0 11 area
Topsoil and duff.
8M Brown,silty, medium SAND with some gravel and cobbles and
5 occasional boulders, very moist, medium dense.
sP Brown SAND to silt}, SAND with some gravel, cobbles, and
srn boulders, moist, dense. (glacially overridden).
10 Test pit terminated at R feet below existing grade on 5122191.
No groundwater seepage encountered during excavation.
Approximate location of test pit : 125 feet north and 100 feet
east of central telephone pole.
15
TEST PIT LOGS
�._ GEOTECH 9747 SOUTHEAST CARR ROAD
CONSULTANTS, INC. RENTON, WASHINGTON
Job No: Date: Lopped by: Plate:
91000 JUNE 1991 MKO 6
air-a.uA�.--M.ar.aaara��f♦`a.a.a s.r—r�.—..—r—
�rMan; \--..—ra.aara.r-r—twl.a.r-.r-rr-.-a.-raa-.
..-�.■�■�.�--.-.--aa�/---a--■..-a aa�/a-t-t�a�a.-..-a■-aa-
a.-ra.as.a/-.-a�a-aaa-a..raa--ra..�.-.a
aaar-ra.f- ■.mrmum� -.all
-raaa
.�-•-- .��.�-�..c..�.r-rat.-m am
..-ram/
a .r■r-r.-...-...��ta.�-f�- -ta.r.�..rt...�.--.-r-r
a--gain m t�'wa��raa.raa�-�-�am aaaaar-raaaa.-a.-raaa.
•fir-r-.-►t•f.► �aa�■ate-r-aaaa.iar—rr—.-..-r.aa.
• .a.- - -..���.meets►��-• all - -�-�---•-�-�
a-- .--qwa�\r��. -�•aura�Ell Ell .�-tt-aaa�-..-mom
..ter-r-.--.----.ft/►�.■r-ra■t-■t-a a�
ME
.aa.r—ra..--.l.l—r _�.�- — ■I.a.aa�ar—raa�.
—.—t-.--a--a■�t—�ta���..a—■.�--■��a..■—..--.--�------•�
---apt-ra...an�ft�-r—.u!a.r�aan rya.--.—��
.aa.r-r�.t/-.tlwl�f•�� -r—M.r.�/r—��.--.—ram
.aa-rEll man-a-as--..\�raaa�it��-�-� aaa .--�aaaa
�■-■- -.---- �.�-��..-/.-ram.
aa-..- -.--.. -. .�����--././�..�-ra--.-..-■--■-
aa-.--r-a--a.atti-ar-.aa.�.r.ia.t./�ar-r�-.-a.-raa-
r—r-r—a--a.�a►\aaa�a�l\\�—.a/Maaaa.ar—ram.-..—r
all ..- ral
.\\--.....a..l.r-tom�.� -.r•
WERE allin= in a�aaar-\�►�aaal-a aar/r-raa�..�.. NEW
air-raa.--..�r��..�-�\ I��aaa.ar- .-r-,.f
_-----------at��a.---tai►�n-...-.---- -----WE
• ------------------- ----t-----------in
■----■---------■---�•�..t-...-.------■-----
.aa.r-r-aa•-a.-r-aa.�a.r-a-afl�a■.aaa�ar-ra�.-...�r.r-
aaaar-� ..-ra.a■�-aaraar-..a��.a aa.aaa.-raaa..-■.-raaa.
. -.-ate
• .a....l-.al...--a.-a-.aa. •I► -.--.\\./..aaa-..al-a.a.a.al-..-.-.�
.aa...1-.-aa.a■-a..-a...aa�\.r�-a---.-tl.
- aaaa.a.-raa./.
��r-a.-a-ta a..araa aa�ar, ---m►nata r-a-a-..-..-.�aaat.
.��aaarar-raaaa.-a.f/raa-
-_aa�._��_��..��.�.r_�.r_ _..-r_.�
aaa-r-a-aataata.aa-aaaa-aaa--a--aaatt: a a.
�, a--a--a---
• all am
.3r-.a1
S/ope bock/ill oroy /ram
/ourdotion.
TlGHTL/N£ ROOF DRAIN
Do not connect to looting droin.
BACKFIL L
See text for VAPOR BARRIER
rewiremen/s. SLAB
WASHED ROCK •••.'.'::•.
'' •.��. 4 min.
6 min.
FREE-DRAINING
NONY�VEN 6EOTEXTlL£ SANG/GRAVEL
FILTER FABRIC
t'PERFORATED HARD PVc PIPE
/fiver/ of Bost os /or os /oo/iny and/or
crow/ Noce. S/ope to drain. P/oce
rsepboler downward.
FOOTING DRAIN DETAIL
�..�, GEOTECH CARR ROAD DEVELOPMENT
CONSULTANTS RENTON, WASHINGTON
91172 JUNE 1091 N.T.t. ♦!
V11. Basin and Community Planning Areas
Vill. Other Permits
'r
IX. Eroslon/Sedimentation Control Design
INC. JOB NO.DODDS ENGINEERS, �
CIVIL ENGINEERING 5 U R V E Y I N G PLANNING DATE - I -
4205 145TH AVE. N.E.. SUITE 200 - BELLEVUE, WA 92007
1206) 365-7677 OR 454-3743 BY
C-R(°SIC�4 Cer TP-OL GALCutATloN s
ITC 15 2.C) Ault 5 I N S12C ' I .`} AceC�E' D tSTUt?UED .
Z11L -rYPE IS AL C-12_b,�D G�UEI_LL-( L ^"
AV E 2/Y, C SLoPG AC20S 5 O t STu4)c o P0y—Inc) -1
Is 1451 0
I-)SC UI`1\JGeS�NL fit_ LOSS E1VL)1smc0tQ pz- Z.0
ASS = 12 K L5 * Gv Fr_ �= Z .Z2 (Qz)&-L 10.2
GV = I. CD
AsED
K = TA�uL,n,� VAWE- O•IS
-�seo 9. 9 ToNS L.S = 5.v (ix�g. UA1,ut)
ACZE
ao
3 /AC2E
1, 9KeES ots�u�t3ED y-> 3�� FT3 5C-.DItitc-NT ✓
t�5� 3- ) WNDs — 2 Sio�21�GC A'6oJc- SEDImEt QT
�TDaAG, _
� �>�'� sCt'7tML-►J1 S�D�6E
O, RB N D e>nPDH
Z
A3 2t x
o
Z
�253 'L�. Ffi'
�0 2rG� D ✓
SHEET OF
X. Bond Quantities Worksheet, Retention/Detentlon
Facility Summary Sheet and Sketch, and Declaration of
Covenant
BOND QUANTITIES PRICE SCHEDULE
King County Building and Lord Development Divfsf on
SIIDIVISION PRODUCTS SECTION
The unit prices shown on this schedule are recommended minimum prices consultants shall follow when comptev
ing the BOND QUANTITIES WORKSNEET for engineering plan submittals. Unit prices shown reflect auterial and
instalati on costs averaged from bid quantities compiled by the Department of Public Works. Unit prices my
not deviate from this schedule unless prior approval is obtained from the Subdivision Products Section.
Unit Price Units
Unit MISC.:
ROAD CONSTRUCTION: Price Units Rip Rap Outfall Protection. 17.00 CY
Clearing L Grubbing LS Access Road/Bollards. . . . 500.00 LS
Excavation i Embankment s5.00 CY Fencing (around pond) . . . 9.00 LF
A.C. Pavement L Rock Base 10.DO SY Inflltretion Trench . . . . 15.00 LF
Cement Caoc. Curb S Gutter. 6.00 LF flow Spreader . . . . . . . 15.00 LF
Extruded Asphalt Curb . . . 4.00 LF Trash Rocks . . . . . . . . 2DO.00 LF
Concrete Sidewalk . . . . . 9.00 LF
DRAINAGE PIPE: RETAINING WALLS i STRUCTURES:
12" Culvert . . . . . . . . 15.00 LF Retaining Walls . . . . . . LS
18" Culvert . . . . . . . . 20.00 LF Bridges . . . . . . . . . . LS
24" Culvert . . . . . . . . 26.00 LF Rockery Feels Walls . . . . 5.00 SF
36" Culvert . . . . . . . . 40.00 LF
48^ Culvert . . . . . . . . 50.00 LF TRAFFIC CNANNELIZATION: -
54" Culvert . . . . . . . . 60.00 LF Signalisatlon . . . . . . . LS
60^ Culvert . . . . . . . . 65.00 LF Channel isation. . . . . . . LS
1 72" Culvert . . . . . . . . 60.00 LF
SITE STABLIZATION/EROSION CONTROL:
CATCH BASINS: Rock Construction Entrance. 300.00 ea.
INLET 4 Grate . . . . . . . 500.00 ea. Seeding/Mulch . . . . . . . 3000.00 ACRE
CS TYPE I L Grate . . . . . 750.00 ea. Silt Fence. . . . . . . . . 4.00 LF
CB TYPE 11 48" i Grate. . . 1400.OD ea. Netting/Jute Mesh . . . . . 5.00 SY
CO TYPE II 54^ Sr Grate. . . 1600.00 ea. Sediment Pond Standpipe 200.00 ea.
CB TYPE II 72" L Grate. . . 340D.00 to.
CB TYPE II 96" i Grate. . . 4000.00 ea.
Riprep (quarry spoils). . . 17.00 Cy
RETENTION/DETENTION CONTROL:
Pond Excavation i Spillway. 5.00 CY
Restrictor/Separator 12". . 450.00 ea.
Restrictor/Separstor W. . 600.00 on.
Restrictor/Separator 24w. . 750.00 to.
King Canty
Building and Land Development Division BOND QUANTITIES WORKSHEET
SUBDIVISION PRODUCTS SECTION 10010111
Page 1 of 2
Date: BALD File No.
Project:
Site Address:
INSTRUCTIONS TO DESIGN ENGINEER: Using this form and the unit prices provided, fill in those items which
pertain to road, drainage and erosion control for the above project. You moat submit this form with the
plan submittal for approval. Compute the subtotals and complete the signature block.
••• EXISTING RIGHT-OF-WAY ••• ••• FUTURE RIGHT-OF-WAY •••
IMPROVEMENTS/SITE STABILIZATION AND ON-SITE IMPROVEMENTS
Unit ............................... ...........................
ROAD A ROAD DRAINAGE: Price Units Quantity Price Quantity Price
Clearing S Grubbing LS S S
Excavation S Embankment SS.DD CY S
A.C. Pavement L Rock Base 10.OD SY
Cement Conc. Curb i Gutter. 6.00 LF
Extruded Asphalt Curb . . . 4.00 LF
Concrete Sidewalk . . . . . 9.00 LF
12" Culvert . . . . . . . . 15.00 LF
18• Culvert . . . . . . . . 20.00 LF
24m Culvert . . . . . . . . 26.00 LF
36" Culvert . . . . . . . . 40.00 LF
INLET It Grate . . . . . . . 500.00 ea.
CB TYPE I i Grate . . . . . 750.00 ea.
CB TYPE 11 48" L Grate. . . 1400.00 ea.
CB TYPE II 54- i Grate. . . 1600.00 ea.
Riprap (quarry spatts). . . 17.00 CY
RETAINING WALLS i STRUCTURES: LS
Rockery Facia Watts . . . . 5.00 SF
TRAFFIC CHANNELIZATION:
Signalization . . . . . . . LS
Channelization. . . . . . . LS
SITE STABLIZATION/EROSION CONTROL:
Rock Construction Entrance. 300.00 on.
Seeding/Mulch . . . . . . . 3000.00 ACRE
Silt Fence. . . . . . . . . 4.00 LF
Netting/Jute Mesh . . . . . 5.00 SY
Sediment Pad Stsndpipe . . 200.00 ea.
Temporary Pipe (_a dim)
SUBTOTAL THIS PAGE SUBTOTAL: S SUBTOTAL f
BOND QUANTITIES NORRBHEET
King county Building and Lard Dewlopm nt Division Pape 2 of 2
SUDIVISION PRODUCTS SECTION
RETENTIONIDETENTION FACILITIES
AND CONVEYANCE SYSTEMS
...........................
Unit Price units ouentIty Price
RETENTION/DETENTION S CONVEYANCEt
Pond Excavation & Spillway. 5.00 Cy
Tark - 48• Culvert. . . . . 50.00 LF
Tank - 60• Culvert. . . . . 65.00 LF
Cs TYPE 1 i Lid . . . . . . 750.00 on.
CS TYPE It 48w S Lid. . . . 1400.00 as.
C8 TYPE It 54w i lid. . . . 1600.D0 ea.
Restrictor/Seperstor 12w. A50.00 ea.
12• Culvert(Outfalt A Convey) 15.00 LF
18" Culvert . . . . . . . . 20.00 LF
Rip Rap Outfall Protection. 17.00 CY
Access Road/Bollards. . . . 500.00 LS
Fencing (around pord) . . . 9.00 LF
Infiltration Trench . . . . 15.00 LF
Flow Spreader . . . . . . . 15.00 LF
Trash Rack& . . . . . . . . 200.00 LF
SUBTOTAL S
Signature. Registration Nurber:
Fires Name: Telephone Nurber:
The following information will be coapleted by the Engineering Review Unit.
EXISTING ROADWAY IMPROVEMENTS: S
S SITE RESTORATION
FUTURE OW-SITE IMPROVEMENTS: S
RETENTION/DETENTION A CONVEYANCE S
SUBTOTAL: S
20 % CONTINGENCY: S
TOTAL BOND AMOUNT: S
BONDOUAN.W52:880127
1/90
Short Plat (SHPL 9 )
REQUEST FOR PROJECT N Prelim. Plat (PP# )
CAG4
To: Technical Services Date Z % WO# B-N a7 GrccnN S9 a,
From: Plan Review/Project Manager K. K ITTRAC y_
Project Name CA1212 RQ- WAp�ELL APA2TNE7 �1
(70 characters Max)
(to,' S lt`J6 OlJUI
Description of Project: WA'fEe SAPI'f &r k/ SELt.It t4 3TpK.}.l bP_41k)%C, ftA,4 A&r0
ST2EER7f4I4I- IMLZKoVwPAG'mr%
r
Circle Size of Waterline: 10" l2" Circle One: � or xtension
Circle Size of Sewerline: 10" 12" Circle One: New or Extension
Circle Size of Stormline: l2" 151, 18" 24" Circle One: New or Extension
Address or Street Names) CAV-9- RoAia A4J0 9 b4% A-U'E S.C
Dvlpr/Contractor/Owner/Cnslt: 5114uLMAU - WAfnt t . I I I LTA.
(70 ehane,ers max)
Check each discipline involved in Project Ltr Drwg # of sheets per discipline
J ✓ q
CY Trans-Storm -RAWIACZ C,2.EUti _
(Roadway/Drainage) (Off site improv=m uXinclude basin name) (include TESC sheets)
Sy Transportation (Signah=io_Channcl'vation,Lighting) 3
lK Wastewater
�/ )(include basin name)
1� Water (Mains, Valves, Hydrants) sS
(Include composite&Horizonul C1rl Sheets)
TS Use Only /Id -oLJ15 a 95
7- Pe) ql 9-05
v�
a „ s
Approved by TSM Date.
forrnstmisr/92-090.DOC/CD.'bh