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BUILDING DIVISION
a -— 33530 First Way South
EDEIZF R- Federal Way,WA 98003
VV AY rv'e® (253)661-4000
�^{eti Fax(253)661-4129
��c0 ,:k pgt310 �i999
��a
G1;YDFFEr:Dr. LI ATI N FOR BUILDINGPERMIT
�1ILDINa 0 r Q r ^�
PLEASE PRINT APPLICATION # 51- l — O 51 D,
` ` `t'•:"` ••::'':? : .; s;�s; Site address 7411 1' CG 1 I ✓I Y i C J VV
Tenant name Lot -- ( ,L^1 Asselslsuc s ax j
I t Zt t Z. �)ects4A n jt( f l-1 r a x—h3
Building Owner's Name Address I �.�O 21��
Mow.•rcL C Ns4oM eS J-k c-' 310o1)_39f'f4de S•I^J'
City Fe)era) t)culs I State 4J 4 Zip 6462-3 I Phone 952'Y2 I
Description of Workgek) ,yf- Yip S
> al:{.1:f:`::ti:u,.:2'''n*v3::Sf:io-`'.,./`l.:i::�:�J:�:`•';.•frh`r:.'•;i `'{'.v.'`
lf.Y'Gir{xlf�yr;`Ft .::..:•• .cf:::.:.n6:'Lx
................
Name(F,M,L)
.Say.,e
Address
City State Zip
Contact Person I Day Phone I5 z. A� ' Other Phone Fax
0.w -( (�
a i1' 'iiiill»::::{:»:«K ::<:< Federal Way Business License #
Company Name
Address
City State Zip
Contact Person Phone Fax
Contractor's #(card must be presented) Expiration Date Verified 0 Yes 0 No
AROHITEMMEMMENEMENM
Name
Niks l)t I;,A,-t- -GQ
Address l q ( 3 , g I st v� s A' K.+e F
City Keiti State WA , zip 9 632
Contact Person r/ Phone Fax
LEGAL DESCRIPTION_,__
rtct 1 4 2, Q IectsCAN+ / ; I I
Please Complete Reverse Side
• •
>r >««r�� %rk%� �%':;� .;;;;:;,,•:..:::::.::::. Existing Use Proposed Use _51F A es
Permit includes: Al,Building Sif Plumbing Mechanical 0 Other _
Type of Work: 0 Residential 12f New 0 Remodel 0 #of bedrooms 1 0 Deck
0 Commercial 0 Addition 0 Repair Q Garage 0 Shed
Enter 1st Floor 282.2sq ft 2nd Floor 2_O 6sq ft 3rd Floor _ sq ft Existing Floor Area sq ft
Area Basement sq ft Decks 7 or) sq ft Garage lAtkB sq ft Proposed Total Area sq ft
Water Availability E}' Sewer Availability Br- On-Site Septic System Availability 0 Project Valuation 8
Zoning '. 4 . Co Lot Size 2.7/ 952, r 4 Existing Bldg Valuation 8
,;,•, ,6 t"`i:g <�s'i•':'f'JS:'%S.f.`'i.:I`:'f'•»' f4:�`%ni,:1<2':`»:
,; Y >:```..•�sfE$.. ,r bl �:'�"•>"`•��4� -•g Far new residential only- Proposed selling cost: $ 2S0/ �D
•f' ::if iYrfi$inv$i::ii}.�`�$$�G.:$$Yf�i'i'i`a`!v$$$$$i�f�$:+i$'i'i
r{7me / e Address
City ('(,(r State I Zip
kaH':r xwf.aM.::••r,.$•:,l}.Ff%:r"''x'.;•.;::'�::',%S':`;`£:'x:%•;1181
Contractor Name Address
M6o-a rtAt C0-4(F,,, 1+o...e4 ► nn a --3 'IA lc S-W-
City I cIL IP TA l W 0.4 State W A . Zip C(g b Z3
Contact 2 k Phong9 -2_.� J��( Fax
License # M n/u A r r. 4 O if 4-ik R Expiration Date ) 1 f17 Verified 0 Yes 0 No
y;,y d':•.•::•t?::>':, :::::;:f x:ii*,,S,,,,?:iii,:im:::fir:::::$:.•$: £::•`.6:;i i i?:s:
Contractor Name Address
City State Zip
Contact Phone Fax
License # Expiration Date Verified 0 Yes 0 No
•y Fi. 1 ip{.,ly:;:•f:i$U:} :Y::$X:il
Water Closets .3 Sinks 2- Urinals Lawn Sprinklers
Bathtubs .Z. Dish Washers I Drinking Fountains Other
Showers 1 Electric Water Heaters Sumps
du` `
Lavatories Lf-- Washing Machine 1 Drains 'fd f9.�.....tsil�Xttt ►"L..;>:>:'»: :>:::>:'::
""{N M MECHANICAL EVALUATION ONLY $
Fuel Type(gas/electric/other) v Gas Dryer N n Air Handling < = 10,000 CFM 15-30 Tons
/
Length of Gas Piping •(j f) Range CT OD•- ( Air Handling > = 10,000 CFM 30-50 Tons
Furn <100K BTUs 1 Gas Log ciiiitt_47t. Unit Heater 50+ Tons
Furn >100 BTUs Fans Miscellaneous Fuel Tanks
Gas Hwt 2- Hood 'l - Boilers Above Ground
Cony Burner Duct Work " 0-3 Tons Underground
• BBQ's Wood Stoves 3-15 Tons Tatalliiliti.Cc!
DISCLAIMER:I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge,and further,that I am authorized by the owner of
the above premises to perform the work for which permit application is made.I further agree to save harmless the City of Federal Way as to any claim(including costs,expenses,and
attorneys'fees incurred in investigation and defense of such claim),which may be made by any person,including the undersigned,and filed against the City of Federal Way,but only
where such claim arises out of the relian -`f the city,including its officers and employees,upon the accuracy of the information supplied to the city as a part of this application.
Owner/Agent: Po,�,Q "t-- 6�—` icy• Date: t 1 ¶cr
ll
&nLDNq.APP
Revseo 5/18/99
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i 71
CITY OF G
•- ED
(253)661-4000
F11.533530 1ST WAY SOUTH FEDERAL WAY,WA 98003-6210
June 6, 2000
Mr. Paul Snypp
Monarch Custom Homes, Inc.
31000 39th Ave Sw
Federal Way, WA 98023
Re: Permit#99-103082-000-00-SF- MONARCH CUSTOM
29411 Sixth AVE SW; FINAL APPROVAL OF PROPOSED STORM SYSTEM
Dear Mr. Snypp:
The plans for the proposed detention tank and control structure at the above address have been
approved, and a copy is attached. The City's Public Works Inspector must inspect the system before it is
buried. Please call the inspection phone number at 253-661-4131 to set up an onsite preconstruction
meeting. Before final occupancy is granted, the system must be inspected and approved and all fees for
review and inspection must be paid.
Please review the enclosed maintenance schedule with the homeowners to ensure that they understand
the location, function, and maintenance requirements of the system components. If you have any
questions you may contact me at 253-661-4125.
Sincerely,
42•Lyt...
Ann Dower
Engineering Plans Reviewer
AD:kc
enclosures
cc: Trent Ward,Development Services Manager w/enc.
Michael Lee,Building Inspector w/enc.
Bruce Jepson,Public Works Inspector w/enc.
Cindy Vu,homeowner,11705 S.781°Street,Seattle,WA 98178 w/enc.
LPi6ject File
Day File
I:\csdc\flocs\save\50782347.doc
f
•
CITY OF G
(253)6614000
\S--N) FM' 33530 1ST WAY SOUTH FEDERAL WAY,WA 98003-6210
May 1,2000
Paul Snypp
Monarch Custom Homes,Inc.
31000 39th Ave. SW
98023
Federal Way,
t Hills, Tracts 1 &2 (NSF)99-103082(old#BLD99-0512)
Re:Pleasant
29411 6t Ave SW
Dear Mr. Snypp
t
ob
the
ab
On Marc
h 7th of this year a correction was left at i he of a sitedir ofct vent ovplace
e
referenced address. The correction addressed the con again on March 29'"and yet
h2
installedgain onadjacent a bathtub.d a the required informathis issue was ion has not been provided.due to the
again he plc To this dat , to present a hazar
The placement of the unit has been determinedrents the potential for burn or
proximity of glazing to the bathtub enclosure. This P Code r
which requires safety glazing per the Uniformed BuildingSection 2406.4addressedin
impact, lace arrangement has not been specifically
Item#5, 1997 Edition. This fireplace been tested for water splash and human impact
the installation instructions as having from the
loads resulting from its location. Documentation must be provided Cityhas done
manufacturer that specifically allows this installation.
life safety issues. Any proposed
This situation has been addressed several times in written form. The
for review and approval. Drywall
its best o shall
facilitate a solution that satisfiesty i wit 8 r previous discussions.
will.
resolution v be the b tov the City r you fori your
not be approved until the above conditions at�253�661�068 Thank
If you have any questions I can be sea
cooperation in this matter.
Sincerely,
Michael Lee
Building Inspector
r ,..... "I is. 0}.
•
• �'iAY'—el 0A MON 09 :3S r qM ^AC I l=I C OVERHEgTr DOOR •
MoM11 May01,i— 8:17 AM To:JIM V HN ^ 5 826 0862 ,
From:Oa+.1d Owes. P. 0;
fP09f 943.18at ', PQfla:1 of 1
ilit
•
iPER 190I
W.9FAND,�4Ji7rai f AVE
TOLC
VOrCt:909-6$7-73I 1
TEmcon
PLACE PRE e�•733-3626
� F.��C:909-65T5921
��- l ly?• Xfiv'� 1 i f WE5 PACs wuw
•
.��'GiSr���p,,,y�� `if ' 'v�_ ��r.r($�' r�G�� / f,.��.yt�r' ,�t —..tire."
ff/faCls'�CJtll
.++...•. f� � 7y %Y �1•✓ r•YJ a �'' .1}:C{yf s+,.. a ;o-'!. •✓v s .... .
S (� 1 yd¢d6b y' !. lr.�C'r< `SN t `ry7,rJ.;aJ ti'. .•�f •• .�: 4. JY � J.
To: JIIvi VAUJGHN
From: DAVID OWENS ""'__'_---•--------- .,-
- .._— Date;
�_—Monday,May 01,2000
Re: -- �_—
------� Pages: 1
CC;
0
Urgent X For Review 0 Please Comment Q Please Reply 0 Please Recycle
•'4 4. Iyh` ,. •. • • •
x;: `6:. '4%,::i::::: At::::::::c .'Notes:
•'`:" '•j•....W WE DO NOT KNOW OF ANY CODE OR REGULATION THAT ADDRESSES TILE
SUBJECT OF IOW CLOSE A DECORATIVE OAS APPLIANCE CAN BE TO A BATH TUB
PLEASE BE SURE TO COMPLY WITH ANSI Z223.1 (national fuel gas code)SECTION 5.3
THAT REQUIRES THE APPLIANCE TO HAVE a0 CUBIC FEET FOR EVERY 1.000 BTU'S
TO SUPPLY ADEQUATE AIR FOR COMBUSTION ND VENTILAIION.
ATr Al ; My- . tit t,( t_._ e. 4 __,
_ 1 r Park S-
Q 41
Pt(NOwcL Cccs c* i'1 t cwke6 -�^k
- c.
.. •
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05/01/00 MON 09:07 (TX/RI NO 94301
•
November 16, 1999 To: City
To: City of Federal Way
RE: Water Surface Runoff
at 293rd and 6th Avenue
Attention: Jeff Pratt
The water coming down the hill at the corner of 6 th and 293 rd Street has
almost plugged the pipe going under the driveway of the house on that corner.
Because of this silt and small rocks have been moved into the main large pipe
under the street.
This has now filled the main pipe under the street 6 to 8 inches with rock
and silt mud. This occured with the rains the past week. We now have the
protential of a major back up of water coming over the road.
This pipe was cleaned 3 to 4 weeks ago by the city and it is now even fuller
than it was before.
I also feel that the building above us on the hill are adding to this problem.
Also new development in Pleasant Hill are compounding the problems on the
pipe under the street at 6 th and 293rd and 294th. Due to excess water runoff
going into ditches filled with loose gravel, that plug pipes and move loose
gravel down to finally settle in the pipe under the road at 293rd st. Which is
now between 6 & 8 inches of rock fill and silt,which deletes the water flow
under the roadway.
The drain crossing the street at 294th where it crosses the street also needs
to be cleaned again. As silt and rock from the development of Pleasant Hill
has settled to the bottom of the drain spill tank,which is to slow down the
water surges.
With rain coming again this week, I feel that I am in danger of having a
major water problem. The pipe under the street at 293rd and the corner
pipe at 293rd need immediate attention.
Ken & Sue Wilson
608 S.W.293rd St
Federal Way,Wa.
253-941-1138
CITY OF G
(253)661-4000
33530 1ST WAY SOUTH FEDERAL WAY,WA 98003-6210
May 18, 2000
Paul Snypp
Monarch Custom Homes, INC.
31000 39th Ave SW
Federal Way, WA 98023
Re: Permit#99-103082-000-00-SF- MONARCH CUSTOM
29411 Sixth Avenue SW; Storm Drainage
Dear Mr. Snypp:
As we discussed, surface water runoff from the roof, driveway, sidewalks, and patios at 29411 Sixth Ave
SW must be detained onsite. The existing detention tank for the plat is located at the highest point on
the lot; therefore, a pump system may be used as necessary to pump water to the tank. Drainage by
gravity is by far the preferred method, and must be used for any portion of the lot where feasible. A
separate gravity detention system for the entire site may also be proposed. You will need to resubmit
plans for the drainage system and include the following information:
1. Rim and invert elevations for the control structure manhole if that is where you propose to tie
into the existing system. If you propose to tie into the system at a different location, you will
need to provide elevations for that structure as well as existing and proposed capacity
calculations.
2. Scaled plan view of the house, proposed driveway, and any other proposed impervious surfaces
along with proposed elevations and drain lines.
3. Plans and specifications for the pump or gravity drain system. Both systems will need to meet
the requirements of the 1998 King County Surface Water Design Manual. A qualified engineer
who is licensed in the State of Washington must stamp the plans.
4. If using a pump station, you must provide an agreement prepared by yourself and/or the
property owners which states that the pump system will be maintained in proper working order
at all times by the property owner, the pump system will not be connected directly to the ditch,
and that the City is not responsible for any downstream flooding which may occur as a result of
improper use or maintenance of the pump. This document will be recorded, and any applicable
recording fees will be the responsibility of the property owner.
5. If a gravity detention system is proposed, a maintenance plan must be included in the design and
provided to the homeowners.
Please contact me at 253-661-4125 if you have any questions.
Sincerely,
i v
y
Ann Dower \`:
Engineering Plans Reviewer
AD:kc
cc: Trent Ward,Development Services Manager
Mary Kate Gaviglio,Building Official
Khanh Nguyen and Cindy Vu,11705 S 78th Street,Seattle,WA 98178
Project File/AD
Day File
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4 1
TERRA ASSOCIATES, Inc.
Consultants in Geotechnical Engineering, Geology
and
Environmental Earth Sciences
RECEIVED July 2, 1999
AUG 1 i Project No.T-2199-3
19.99
itillikALWAY PUBLIC WORKS
Ms. Cindy Vu INISTRr41"IION DIVISION
1704 SW 323rd Street
Federal Way,Washington 98023
Subject: Geotechnical Engineering Evaluation/Plan Review
Tracts 1 and 2, Pleasant Hill
SW 294th Street and 6th Avenue SW
Federal Way,Washington
Reference: Geotechnical Evaluation,Pleasant Hill Plat,Lots 1,2,and 3,prepared by Terra Associates, Inc.,
Project No.T-2199,dated April 23, 1993
Dear Ms. Vu:
As requested, we have reviewed the proposed construction of a single-family residence at the subject site. The
purpose of our review was to verify that the geotechnical engineering recommendations outlined in the referenced
report would still be applicable, and to supplement these recommendations if necessary.
PROJECT DESCRIPTION
The drawings we reviewed included a topographic site plan showing the building location on the property and
access, and architectural drawings showing the building floor plans and elevations. These drawings were
prepared by Designs Unlimited.
The structure will be centrally located on the tracts with a main floor elevation of 120. The building will be two
stories in height and will have its main floor level framed over a crawl space area. Exterior post-supported decks
are planned off the north end of the east one-half portion of the structure. Driveway access will be off the south
portion of Tract 2,off 6th Avenue SW. We expect that the garage slab will be constructed at grade.
Final site grades at the perimeter of the structure are not shown on the aforementioned drawings. However,
following discussions with you and with the planned main floor elevation, we expect site grading will be
relatively limited. In the southern portion of the residence,excavations of approximately two to three feet may be
required to achieve the design crawl space and foundation elevations.
12525 Willows Road, Suite 101, Kirkland, Washington 98034
Phone (425) 821-7777 • Fax (425) 821-4334 • terra@terra-associates.com
Ms. Cindy Vu
July 2, 1999
SITE AND SOIL CONDITIONS
Based on review of previous information, current grades at the site are known to have been established by
previous grading activity. Current grades are relatively flat on the southern two-thirds portion of the property
with fill slopes then descending north to a drainage ditch located north of the north property line. A drainage
ditch/swale is also present along the west edge of Tract 1.
Previous test pit explorations excavated at this site in 1992 by Terra Associates, Inc. and others, and again in 1998
by Terra Associates, Inc., found fill material ranging in depth from 6 to 8 feet in the southern portion of the
property to greater than 15 feet in the northern portion of the property. The fill is composed predominantly of
silty sand with gravel and contains organic debris including logs. Visual examination noted that the fill is in a
loose and noncompact condition. Test pits excavated in the southern portion of the site extending through the fill
material indicate the native soil consists of a medium dense to dense sandy silt.
Groundwater was generally observed within the fill material in the northern portion of the site at depths of 8 to 13
feet below existing surface grades. In the northern portion of Tract 2, the groundwater seepage into the test pits
was heavy and appeared to be occurring from quarry rock fill at a depth of about eight feet. Groundwater was not
observed in the test pits excavated in the southern portion of the property.
The preceding discussion is intended as a general review of the soil conditions encountered. For a more complete
description, please refer to the attached Test Pit Logs. Approximate test pit locations are shown on the attached
Exploration Location Plan.
SEISMIC
As defined by the 1997 uniform building code (UBC), the Puget Sound area falls within Seismic Zone 3. Based
on soil conditions observed at the site and the local geology, a soil profile type Sc, as defined in Table 16-J of the
UBC, should be used in structural design. It is our opinion that there is minimal risk for soil liquefaction to occur
at the site as a result of earthquake induced ground vibration.
DISCUSSION AND RECOMMENDATIONS
As discussed in the referenced report, existing fill materials on the site will not be suitable for support of standard
spread footing foundation construction. In order to gain suitable support, it will be necessary to transfer building
loads to the underlying competent native soil by using pile foundations.
Recommendations for augercast pile foundations are summarized in the referenced report. In review, augercast
piles should extend through the fill material and gain bearing a minimum depth of five feet into the underlying
competent native soil. Based on test pit information obtained, pile tip elevations extending to depths of 15 feet
below existing grade should be expected in the southern portion of the site and potentially to depths of 25 to 30
feet in the northern portion of the site. Twelve- and 16-inch diameter augercast piles obtaining bearing in this
manner can be designed for allowable axial loads of 10 and 15 tons,respectively.
Project No.T-2199-3
Page No. 2
Ms. Cindy Vu
July 2, 1999
The allowable lateral capacity of the piles will be governed by the condition of the upper fill material. For design,
we recommend using an allowable lateral loading of one ton and 1.5 tons for the 12- and 16-inch diameter piles,
respectively.
As an alternative to augercast piles, small-diameter pipe piles can also be used. For this application, we
recommend using four-inch diameter pipe piles driven to refusal into competent native soil underlying the upper
existing fill. The piles should be driven to refusal using a 650- to 850-pound hydraulic hammer. Refusal criteria
would be considered as less than one inch of penetration following 30 seconds of driving with the 650-pound
hammer,and 15 seconds of driving using the 850-pound hammer.
Four-inch diameter pipe piles driven to this refusal criteria can be designed for an allowable axial load of ten tons.
Because of their small diameter and the poor condition of the upper fill material, the pipe piles will provide
limited resistance to lateral loading. For design, we recommend using an allowable lateral pile capacity of 500
pounds. Where additional lateral capacity is required,the piles should be driven at a batter.
Because of their smaller diameter and the driving force applied,pipe piles will likely extend to greater depths into
the native soils before achieving refusal. Pipe pile lengths or depths below existing grade ranging from 20 feet
south to 30 feet north should be planned for.
To verify pile lengths required to achieve the recommended refusal criteria, we recommend driving at least four
test piles at the site prior to ordering and installation of production piles. The test piles should be driven with the
same equipment that will be used during production pile installation. Pile driving operations should be monitored
by a qualified soils engineer to verify pile depths and refusal criteria.
Construction Considerations
Debris within the existing fill material, such as logs and quarry rock, may impede both augercast and pipe pile
installation. The contractor should be prepared to excavate and remove obstructions within the fill when and
where encountered to facilitate penetration to the bearing stratum at the design location.
LIMITATIONS
We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is
the property of Terra Associates, Inc. and is intended for specific application to the residence constructed on
Tracts 1 and 2 of the Pleasant Hill development in Federal Way, Washington. This report is for the exclusive use
of Ms. Cindy Vu and her authorized representatives. No other warranty,expressed or implied, is made.
The analysis and recommendations presented in this report are based upon data obtained from the test pits
excavated on-site. Variations in soil conditions can occur, the nature and extent of which may not become
evident until construction. If variations appear evident,Terra Associates, Inc. should be requested to reevaluate
the recommendations of this report prior to proceeding with construction.
Project No.T-2199-3
Page No. 3
Ms. Cindy Vu
July 2, 1999
We trust the information presented is sufficient for your current needs. If you have any questions or require
additional information,please c
Jr-
Sincerely yours, N, .d�
TERRA ASSOCIATES:` '- . �4
^-�..d M6
/ F /99
Theodore J. Schepper, P. 26742,-
Principal Engineer
TJS:dvp I CS 6JI8I01 I
Encl: Figure 1 —Exploration Location Plan
Figures 2 and 3—Test Pit Logs
Geotech Test Pit Logs(3)
Project No.T-2199-3
Page No.4
1 11 ---- - IE.105.83(E) _S 89
S.W. 294th ST. \,,0 . . 0 C
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,/ E� 19 TP-1 ' Q `' -,20 II8 I^ APPROXIMATE SCALE
i I° 5 N'� d- 300 30 60 feet
.�All s • 1 .f' TRA\ } T;;b\ 'IV:.
/ 4 GCTP- 'n LEGEND:
j I •:1 -SGCTP-8%O -- I 6 I p APPROXIMATE LOCATION OF TEST PIT BY TERRA ASSOCIATES, 1992
- �( j ) GATE-- . a ZIN
O ; •• '.ems' in - Ti.� I z ,�--i ' ;
\ ® APPROXIMATE LOCATION OF TEST PIT BY TERRA ASSOCIATES, 1992
IE.115.08 :; 2.. °' - TP-102
4. ;n co / � j } APPROXIMATE LOCATION OF TEST PIT BY GEOTECH CONSULTANTS, 1992
0 i, ,, 8., Ira_ V \ i 1 '
0 •! ,6\) Q,I ' CONTROL M1=. s, ,
+,�� �i ,.7s• — i t vt-P- .F, Ef2 = Q REFERENCE:
IE.120.42 % G ; `� I��_— I CB #4 SITE PLAN PREPARED BY CONCEPT ENGINEERING, DATED 6/19/92.
''-- .7 .1'601:. 7 0 1 _.6'VVI-err--- — -----." -- --=-- -'- ' 8-9-.014'2--611W \7:C --S, E r
-14
t‘7tie / ',(,\ . - L = 26.02 . , , �\-- 'Z6 SD�MH.#1/ , lf7 _
___,,if ii.
, ,
„ .
EXPLORATION LOCATION PLAN
. ''' TERRA PLEASANT HILLS
.'' TS 1 AND 2
��` ' ASSOCIATES
kapaigFEDERAL WAY, WASHINGTON
Geotechnical Consultants iProj.No. 2199-3 I Date JUNE 1999 Fgure 1 1
Test Pit No. TP-1
Logged by: PKB Approximate Elev. 119
Date: 10/21/92
Depth Moisture
(ft.) Soil Description C(�o)nt
0
_ FILL: Brown silty sand with gravel,medium dense to loose,few cobbles
5— and wood debris,small diameter log,cobble content increases at 10 feet,
miscellaneous debris throughout.
10—
FILL: Same as above mixed with topsoil.
15—
Test pit terminated at 15 feet.
Light to moderate groundwater seepage at 10 to 13 feet.
20
Test Pit No. TP-2
Logged by: PKB Approximate Elev. 119
Date: 10/21/92
Depth Moisture
(ft.) Soil Description C� o)ent
0
- FILL: Brown silty sand with gravel,loose,few cobbles and wood debris.
5-
10— FILL: Quarry spalls mixed with silty sand(waterbearing).
- Silty gravelly SAND,loose to medium dense.
15-
- Test pit terminated at 14 feet.
- Heavy groundwater seepage at 8 feet.
20
TEST PIT LOGS
��`` � TERRA PLEASANT HILL, TRACTS 1 AND 2
l �� ASSOCIATES FEDERAL WAY, WASHINGTON
Geotechnlcal Consultants Proj. No. T-2199-3 Date JULY 1999 Figure 2
Test Pit No. TP-101
Logged by: DPL
Approximate Elev. 120
Date: 3/30/98
Depth Moisture
(ft.) Soil Description Content
0
_ FILL: Brown to dark brown silty SAND with gravel to sandy silt,wet,
loose,organics,topsoil,sticks.
5-
10
Test pit terminated at 10 feet.
- Heavy groundwater seepage at 9.5 feet.
Test pit easily caved.
15
Test Pit No. TP-102
Logged by: DPL
Approximate Elev. 122
Date: 3/30/98
Depth Moisture
(ft) Soil Description Content
0 /o)
- FILL: Brown silty SAND with some gravel,wet,loose,plastic,organics,
_ old Topsoil. -
5 Possible old Topsoil at 6 feet.
- Red-brown to brown silty SAND,moist, medium dense,fine-grained.
10— Test pit terminated at 8 feet.
15
TEST PIT LOGS
�`� �� TERRA PLEASANT HILL, TRACTS 1 AND 2
64 ASSOCIATES KING COUNTY, WASHINGTON
Geotechnlcal Consultants Proj. No. T-2199-2 I Date APR 1998 Figure 3
I .
TEST PIT 5
°may~�`C`
G°c USCS Description Elevation -141'
0 Brown, silty SAND with gravel and organics, wet, loose (fill).
— (CC Tan, sandy SILT, non to low plasticity, very moist, medium-dense.
— IM- Blue,sandy SILT, low plasticity, very moist, medium-dense.
Test pit terminated at 3' below existing grade on 4-13-92.
5 — No groundwater seepage encountered during excavation.
— No caving.
•
10
15
TEST PIT 6
Cr o�'�.�c`
4`G°c USCS Description Elevation-123'
0
— Brown, silty SAND with gravel,asphalt, and brick, fine grained,
— moist, loose(fill).
fill
5 —
— Tan,sandy SILT, non to low plasticity,very moist, loose.
28.2
10 _ IML)
becomes medium-dense to dense.
Test pit terminated at 11' below existing grade on 4-13-92.
No groundwater seepage encountered during excavation.
No caving.
15_
TEST PIT LOGS
GEOTECH PLEASANT HILL -TRACTS 1 - 4
CONSULTANTS, INC.
FEDERAL WAY, WASHINGTON
- - Job No: Date: Logged by: Plate:
92170 APRIL 1992 LJR 6
a --�
TEST PIT 7
4 G°c USCS Description Elevation-115'
• 0
Brown SAND and SILT with organics and debris, very moist, loose(fill).
fill
5 —
I fill Concrete debris and quarry spalls.
10 — log encountered
fill Gray, silty SAND with gravel and organics, fine grained, very moist,
loose(fill). •
15_ Test pit terminated at 13' below existing grade on 4-13-92.
Groundwater seepage encountered at 9' during excavation.
Caving 7-11'.
TEST PIT 8
�Qr •4' cam
Q 0 USCS Description Elevation -120'
0 Dark brown, silty SAND with organics, fine grained, moist, loose
fill (fill).
Tan, sandy SILT, non to low plasticity, very moist, medium-dense.
5 _ frii7
becomes dense
10 _ Test pit terminated at 8' below existing grade on 4-13-92.
No groundwater seepage encountered during excavation.
No caving:
15_
TEST PIT LOGS
GEOTECH PLEASANT HILL -TRACTS 1 - 4
CONSULTANTS, INC.
FEDERAL WAY, WASHINGTON
4.",ts.� ..,..._,,,�,. Job No: Date: Logged by: P/ate:
92170 APRIL 1992 LJR 7
TEST PIT 9
o • Elevation-113'
0
0 uscs Description
Brown to gray SAND and SILT with gravel,organics, debris,
moist, loose.
log encountered
5 — concrete
i fill becomes very gravelly with cobbles
10 — log encountered
15 _
• Test pit terminated at 15.5' below existing grade on 4-13-92.
Groundwater seepage encountered at 8' during excavation.
Caving 5-10'.
TEST PIT LOGS
GEOTECH PLEASANT HILL -TRACTS 1 - 4
CONSULTANTS, INC.
FEDERAL WAY, WASHINGTON
•
Job No: Date: Logged by: Plate:
92170 APRIL 1992 LJR 8
C.E.S. NW Inc. RECEIVED 6010 East god,St. Suite
Fife,WA 98424
Phone: (253)922-1532
Civil Engineering Services AUG 1 7 M000 Fax (253)922-1954
FEDERAL WAY PUBLIC WORKS
Date August 16,2000 ADMINISTRATION DIVISION
Number of pages including cover sheet /+l
To: Ann Dower From: Seabrook M. Schilt
City of Federal Way Project: Monarch Homes 294th
Our Project#: 00111
Phone (253) 661-4125 Phone 253-922-1532
Fax Phone (253-661-4129 Fax Phone 253-922-1954
CC:
Ann,
Attached is the stamped version of pump calculations for the 294th house as discussed. I found a
couple of typos I fixed as well.
Thanks.
Seabrook M. Schilt,PE
ABREVIATED STORM REPORT
FOR
MONARCH HOMES
Federal Way, Washington
August 2000
Prepared By: opoK c
Seabrook M. Schilt, P.E., %` ' � .
CES NW Inc. <If ` t ya
t
10/27/00
TABLE OF CONTENTS
PAGE
GENERAL DISCUSSION..N......N...w....N..»»..».........N....Nw»»..N..N....N..N...N... w.....N..N..»....N....1
EXISTING CONDITIONS---..... N..Nw.w.N..w»wNw..N....NNN..N..w.N....NNNNNN 1
POST DEVELOPED CONDTfIONS NN...N.wN.»..N.NNNN.NN»N..N.N.NN..NN.NN....N N........ N»».NN......N..1
Appendix A Vicinity Map
Proposed Site Exhibit
Appendix B Storm Analysis Calculations
Appendix C Proposed Pump
This analysis is based on data and records either supplied to,or obtained by CES NW Inc. The
analysis has been prepared utilizing procedures and practices within the standard accepted
practices of the industry.
P:1001111pumpbasin.REP.doc
GENERAL DISCUSSION
The subject lot is part of a plat constructed many years ago. A detention system was constructed
to mitigate runoff from the developed plat. However,due to the grades and home location on the
subject lot it is not possible to gravity drain to the existing plat detention system.
A potential downstream drainage problem area has been identified and as result mitigation of
storm water impacts from the proposed new home are needed per the city of Federal Way. It is
worth noting however that a small stream from a much larger drainage basin is flowing to the
downstream drainage course. The runoff from the subject project site is a very small percentage
of the contributing runoff
EXISTING CONDITIONS
The new home is currently partially complete. The site drains to the north and into existing ditch
along SW 294th Street. Most of the area above the site appears to be conveyed to the existing
plat detention system.
POST DEVELOPED CONDITIONS
This report and analysis proposes a pump system to convey the new impervious areas up to the
existing detention system. A small duplex pump system is proposed as required by KCSWDM.
Each pump will convey the at least the 10 year peak flow and with the attenuation in the pump
chamber will have capacity for more than this. A 25 year 24 hour storm has been routed through
the pump system without hitting the alarm level.
The pump system shall be as specified in Appendix C and per site plan in Appendix A.
P:\0011 I\pumpbasin.REP.doc 1
APPENDIX A ,
Vicinity Map
Proposed Site Exhibit
EXHIBIT
ES
�� , MONARCH HOMES (2 Y TH SITE)
Ar
CAS ENIMMNSWA9 SAVPICES VICINI TY MAP
I BOW East 20th St, suits a as: (s 1) *21-1Ns _
} 9ttr,WA R6'24 Paz: (3 3) 922-1004
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APPENDIX B
Storm Analysis Calculations
Pumping Conditions 1'^ - e,t s e
Pumping head elevation 110 to 120 so 10'of heacj+7' plus minus for an average total of
17 feet of head
Pump curve shows about 40 gpm at 17' of head which = 09 cfs
Below is the basin and routing analysis for a 25 year storm event using the stormshed
computer program.
pump Event Summary:
BasiniD Peak Q Peak T Peak Vol Area Method Raintype Event
(cfs) (hrs) (ac-ft) ac /Loss
pimp 0.10 7.83 0.0323 0.14 SBUWISCS TYPE1A 10 yr
pump 0.12 7.83 0.0381 0.14 SBUH/SCS TYPE1A 25 yr
Drainage Area: pump
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor 484.00 SCS Abs: 0.20
Storm Dur 24.00 hrs
Area CN TC
Pervious 0.0000 ac 78.00 0.00 hrs
Impervious 0.1400 ac 98.00 0.01 hrs
Total 0.1400 ac
Supporting Data:
Impervious CN Data:
None Entered 98.00 0.1400 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet None Entered 30.00 ft 15.00% 0.0100 0.24 min
Channel None Entered 100.00 ft 0.50% 42.0000 0.56 min
=a. a=====____
Control Structure ID: PUMP-Pump rating curve
Descrip: Single Pump
Start El Max El Increment
109.5000 ft 114.5000 ft 0.10
Low Depth: 0.00 ft Low Rate: 0.09 cfs
Mid Depth: 2.00 ft Mid Rate: 0.09 cfs
High Depth: 5.00 ft High Rate: 0.09 cfs
Node ID: TANKS
Desc: Manhole structure
Start El: 109.5000 ft Max El: 120.0000 ft
Contrib Basin: Contrib Hyd: 1i(f y Am s t h
Struct Type: Dummy Classification Catch Basin n 'c
Ke Descrip: CMP: Headwall or Headwall&Wingwall sq edge;.ke=0.5
Catch Depth: 0.0000 ft Bot Area: 14.1400 sf
Condition: No particular shape. Status: Proposed Structure
Approach Credit: 0.0000 ft
21=1111111311111=9311121211121111======1113112112=====
RLPCOMPUTE[Level Pool]SUMMARY
25 yr MatchQ=PeakQ=0.1182 cfs Peak Out Q: 0.0866 cfs-Peak Stg: 114.71 ft-Active Vol: 73.68 cf
APPENDIX C
Proposed Pump
Hydromatic - Model OSP33 Page 1 of 2
HYDROMATIC Model OSP33 C AY•i•ia4c '`"" S''�'""�°" fti`e4�
38S-- s877 grsso. v.,;tot.Bross
41
t 3.
r
ram. 0 11 s 71 ' x
l a A
cip.uws a.� t t I 1
WAIN'$ 1 2 l 4
Performance Curve
•iced •lication flluent and Deviated • • •
- •acities to 0 GPM 3.71/s
eads to ►5 ft 7.6 m
lectrical 115V, 10, 8.5FLA, 60Hz
30V, 10 3.6FLA 60Hz
or /3 HP split phase w/themial overload
•rotection 1750 RPM
inimum Recommended -implex= 18" (457mm)
u • Diameter • •lex= 30" 762mm
•utomatic Operation •iaphragm pressure switch (manual
vailable
_ _ _ .�, . lass 30 cast iron
• 231111111111111111111111
• • ,n vane Naval Bronze
•ischar•e Size : -
• ids handli • y 8" 15.9 mm
•over cord , ►1
ona
Home I Address I Phone Directory I Search I Write Us
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Please send feedback to Webmaster
Last Updated: September 04, 1997
http://www.pentairpump.com/osp33.htm 07/18/2000
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