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USEE S(o PERMIT
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CONSTRUCTION PERMIT APPLICATION
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IDDR' REMARKS
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ENGINEERING REVIEWED By
DATE
ADDRESS
FIRE REVIEWED BY DATE
CITY ZIP TELEPHONE
STATE LICEN EXPIRAR N DAT VARIANCE SHORELINE OR ADB# INWP I
SE NUMBER
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PRCIPERTY TA
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SIGN AREA
AILIOWED PROPOSED
HEIGHT
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"Ear. ENTIAL
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LUMBIN.)MECH
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REQUIRED SETBACKS (Fr.)
FRONT SIDE REAR
FR POSED SETBACKS (FT.)
FR UR SIDE REAR
5�A..ITION
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1:1 CHANGE OF USE
0 REMODEL
0 MULTIFAMILY
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PARKING
REOR) I PROVIDED
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AREA
PLANNIN REVIEWED BY DATE
0 REPAIR rl GRADING CYDS
0 FENCE
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REMARKS
DEMOLISH [3 TANK
n OTHER
ciGARAGE rl RETAININGWALL
CARPORT
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DESCRIBE WORK TO BE DONE
UBC
$
Description
FEE Description FEE
Plan Check
State Surcharge
HEA1 SOURCE GLAZING Is
LOT SLOPE %
V.
Building Permit
City Surcharge
PLAN CHECK NO: STED DATE
Plumbing
THIS PERMIT AUTHORIZES ONLY THE ORK NOTED. THIS PERMIT COVERS WORK TO
Mechanical
Ch.
I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUSUC
Grading
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS MARQUEES. ETC.) WILL REDUIRE
2
SEPARATE PF"M;SSION.
Engr. Review
PE MITAPPLICATION: TOODAYS
A. PERMIT LIMIT, I YEAR-PROVID WORK IS STARTED WITHIN ISODAYS
Engr. Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICA . ON BEHALF OF HIS ON HER SPOUSE. HEIM, ASSIGNS AND SUCCESORS
Fire Review
Plan Chk. Deposit
IN INTEREST. AGREES TO INDEMNIFX DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMILOYEEI, AND AGENTS FROM ANY AND
Fire Inspection
Receipt #
ALL CLAIMS FO DAMAGES OF WHATEVER NATURE, AIRGING DIRECTLY OR INDIRECTLY
FR M THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT UE
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9 DEEMED TO MODIFY. WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANC
Landscapeinsp.
Total Amt. Due
NOR LIMIT IN ANY WAY THE CITYe ABILITY TO ENFORCE ANY ORDINANCE PROVISION.-
I
Recording Fee
Receipt #
I HERE Y ACKNOWLEDGE THAT I HAVE READ RIBS APPLICATION; THAT THE INFORMATION
GIVE IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
APPLICATION APPROVAL
I E OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
This ppilrainn 1. net . psnaft rdii signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
INOVICLAT N LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
BTJnB Oflid.1 .1 hil/b., O.P.ty: and Foes are paid. and
easipt I, ackno-ag,al 1, sp ... pra,id,d.
N RATION INSURANCE AND now .27.
W R E;
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SIGN=R..'�GE
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771 -0220
DAIS
A17ENTION
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IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
OR GINAL - FILE - YELLOW - INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
PINK - OWNER - GOLD -ASSESSOR
04/02 PRESS HARD -YOU ARE
MAKING 5 COPIES GREEN . ACCOUNTING
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NOTICE: 10 THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
LOT oo\/ERA(5r= rAL(:-,. kl,4- --I-
6,5b5 S.F.
LOT AREA:
2�555 S.i=.
r-O\1'V AREA: 00
-��O �PAREA �/LOT�AREA: 35.4% L
ROOKERY 77
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5'-C" CONO-
HCU5E/&Af;-A(5E: 1,-Irol S.F.
q,l NALK 61 RE51PENO &ARAGE
VRIVENAY/FORCH: '774 S.F. N
M25qIo2RS-O LO SLAB: 24cl.53'
TAL: 2,555 S.F. ml MAIN: 250.61' Hl SLAB: 25OJb!
L55AL DESCRIPTION UFFER: :260.ell'
TO. RIDOE: 215.-13'
LOT 2 >1 C41
SNOHOMISH COUNTY, NA. CD
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6RANOER CON5T. 1 20'6. B.L.
250
IVEY4AY
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HOL15E ELEVATIONS
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loll,-75'/ 4 > 252AB-15- AV6. BLD'(5 GRADE co
+25.00' HT. LIMIT D x-
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277.414'- MAX HT. ALLOIAIEP >
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DDE1,09,MEN'T -ERVICES CTS. T
CITY CF
AWROVED BLYIrIININI
//�IN/
CITY COPY
OWNER
CP Granger Construction
PO Box 27145
Seattle, INA 98125
CONTACT
Julie LeDoux I Melissa Voter
PO Box 795
Snohomish, INA 98291
LOT COVERAGE CALC
Lot Area, 6585
CovId Area: 2535
Cov'd Area[Lot Area: 38.4%
PROPOSED
fiousefGarage. 1761
Drive/Porch: 774
Total: 2535
LEGAL DESCRIPTION:
Lot 2
Snohomish, County, WA
HOUSE ELEVATIONS
A* 251.25
B: 251.75
C: 255
D: 253.75
OR
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2T7.94 - Max ht. Allowed
277.93 < 277.94
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FEB 2 3 2001
PLAwNG DWEPT.
DEAN HOUGH & ASSOCIATES
8918 1 Ith St NE RECEIVED
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Everett WA 98205-1407
Phone & Fax: 425-33"262 FEB, Z 6 2001
ENGINEERING DIVISIO
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............... . ......... ........... ................................................ .................
TECHNICAL INFORMATION REPORT
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for City of Edmonds Short Plat
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at 911 Maple St
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....................... ........................ ....................... .............
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For Mr Donald Flene
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Assistant City Engineer
City Engineering Division
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City of Edmo nds, WA
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Omer: C P Granger Construction, Inc.
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Prepared by
Dean M Hough, PE
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Consulting Engineer
February 23, 2001
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This T. 1. R. is submitted along with the three construction plans for the City of
Edmonds 2 lot short plat# S-2000-96 addressed as 911 Maple St for C P
Granger Construction, Inc. and is to comply with City of Edmonds Engineering
Division requirements found in the City's Planning Planning Division Findings,
Conclusions and Decision dated January 9, 2001. The submittal is also to
comply with the Edmonds Community Development Code(ECDC) and the
D.O.E. Surface Water Design Manual requirements.
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Part I The Project Proposal
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This short plat will clear all impervious surface - the two eAsting house S,
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a garage and concrete slabs to provide two homes and now sidewalk along"the
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Maple St frontage. Also the alley access at 9th Av S will be widened from I V
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to about 14! to provide better access. A portion of an eAsting retaining wall on
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the north side of the entrance at 9th Av is slightly into the 1 V wide right -&-way.
which reduces the entrance somewhat.
New water and sewer services will be installed to replace the old
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services and the old sewer service line capped. The e)dsting fire hydrant on
the southeast comer of Maple and 9th is at a ma)dmum distance of 25U to the
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front of the farthest house and is adequate in distance. A large detention pipe
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will be installed on the south side of the site along Maple St to pickup all
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o -site roofs and pavement to prevent concentrated flows from leaving the site
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and damaging adjacent properties. These storm flows will be dammed up in
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the detention pipe and released at the release rate that occurred before
development. See Part III on the detention system safety factors.
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Part 11 Offaits Drainage Analysis
A general offsite analysis was done in the field on February 21, 2001 to
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determine the direction of flow from the site and the distance from site to
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stream - if it joins a stream.
Each manhole cover was popped from the crossing of 9th Av S at Shell
Creek going south to the site on the basis that flow comes to the creek and
looking for any diversion from this trajectory. Accoroing to the USGS Quad an
approximate cover over the creek is 651 to 79 and Sth Av going south rises to
Main St, dips about 4' going south to Dayton and rises another 39 to the site.
At a CB manhole on the southeast corner of Bell St a number of green
painted arrows on the pavement have been set by others to indicate the
direction of storm flow. The removed manhole cover at the southeast comer of
9th and Edmonds shows flow turning to go northwest. Because of this it is
believed that the 1 IT CP storm trunk goes northwest and then north through a
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backyard to Shell creek. T he trunkline is believed to go south from the creek
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up to Edmonds, then through this backyard on the west side of 9th into Bell
Street on the east side of 9th Av. From the Bell St right-of-way it turns
southeast to the east side of 9th Av and then due south along the east side of
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9th Av to the site and on south.
At Maple St. a dead end CB(typel) picks up all the drainage coming a
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block and a half wast to this CB and into an 8!'CP which joins directly into the
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subject storm trunk without a manhole to maintain the junction. There was no
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indication of a manhole cover in the pavement at this location. There has bee n
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S me rain over the last week, about 0.25" and the drain was filled to about 10%
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sions were found and so to conclud I
of capacity. All along the trunk no diver a,
all drainage from about the 220th St Snohomish County grid north to the site
and east from 9th Av for about 2 blocks drains into this system, an area of
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about 50 acres. Because a number of intersecting eastAivest streets intercept
flows like Maple St, the site is protected from large sheet flows. Approximately
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a half acre sheet flows onto the site from the southeast to the northwest comer
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at the alley(Maple Way) . No streams or swales are found on site and the site
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slopes from southeast comer to the northwest comer at about a 6% slope.
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This proposal will provide a storm drain/detention syste m for the two
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now houses and pick up 800A of the sites area and drain into the proposed
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detention system before it is released at the existing or less release rate at I he
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southwest comer of the site at a type I CB which goes due West to the above
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noted storm trunk and then north to Shell Creek in more than 1200'or a qua er
mile. The maximum onsite concentrated flow of 0. 1 7cfs will be released at the
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existing rate of 0.10 cis over a longer period of time. See AppendixA, page 1.
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Part III Short plat Detention design Calculations
Impervious Area Calculations:
A calculation of the actual impervious surfaces for both existing and
developed conditions to determine the 2, 10 and 100 year -24 hr storm
2
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hydrographs is shown in the Hydrograph Input Table in the Appendix B, pagel
Exisdna conditions:
Page 2 of Appendix B shows the City ordinance requirement for the
existing conditions curve number, that is to make all impervious surface for
redevelopment - in this case all impervious surface is to be removed - as
Meadows or Second growth forest. Here the pervious area is really more like
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meadows; therefore, the Cn is 85 as used. A lot of the impervious areas of the
houses and driveways were determined by Autocad. Also on this table the
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slope and data for time of flow is shown for existing conditions and calculated
by Lotus 1-2-3 spreadsheet. The curve number of Cn of 98 and 85
respectively are for impervious and meadows. After development the Cn rises
to 90 for 50 to 75% grass on this type C soil.
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The Appendix B, page I table shown that the difference between the old
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impervious surface and the new is only 603 sf. Whereas in the existing
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c nditions the impervious surface ran off into the existing grass and was most
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likely infiltrated; the new requirements requires this detention system to C01W
the concentrated water and detain it and release at a lower rate to the storm
drain system; namely at the existing release rate if the sight was totally
meadows. This creates a safety factor of almost 3 since even a 100 year storm
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year storm on the additional impervious surface amounts to 603 SF at V' of
rain in 24 hours requiring a volume of 150 cu ft. The implied condition of going
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meadows to 4946 sf of impervious surface requires a detention volume of 396
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cu ft - see page 6 of Appendix A
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For the existing condition of meadows the longest route that water
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travels on site and the longest tim a water travels is from the southeast comer L-,-'
of site to the middle of the west property line which fronts on 9th Av; going as
sheet flow for 142.8 feet at 5.32% slope. The actual flow time as shown on
page 1 of Appendix A is 28 minutes which is reasonable for 143 feet of sheet
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flow to cross the site. The WatenNorks software determines the various peak
storms on site by creating six hydrographs - See page I of Appendix A. The
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Waterworks calculations shows that the maximum peak increase from this site
i storm flow to be about 0.07 cis for the 100 year-24 hour between Basin
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81 00dev and B100ex which is not much flow increase.
Developed Conditions:
The minimum standard time of 10 minutes time was used for
concentration of flow from the developed site since the project site will have a
more impervious area and developed flows will be concentrating much faster
than in the.existing conditions. With the minimum time the hydrograph for the
developed conditions is maximum and will provide the greatest possible L---
Merence and amount of storm flow to be detained. This will protect the
existing downstream structures and steam to a much greater degree.
For the calculation of detention DHA used 30" diameter pipe, therefore,
the 107' of 30" diameter pipe provides 490 cu. ft. This length is sufficlent to
provide the396ft required to storethe2, 10and 100 year storms and is shown
on page 6 of Appendix A
The detention pipe was reduced in length since the manholes create
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detention volume which is not calculated in the Waterworks software. The
upstream manhole alone creates 1.64' of vertical storage in the 48" diameter
manholes used. This is approximately 3' of depth wh an both manholes are
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used. As a result Tof 4&'pipe(menhole) is equal to V and more of 3U'pipe;
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so, 9' was taken off 116 lineal feet of pipe shown on page 4 of Appendix A to
make the 107' of pipe shown on the construction plan.
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Waterworks Printouts:
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A. Detention Design Calculations
page 1 -6
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B. Hydrograph Input Tables
page 1, 2
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2/20/01 2: 2: 0 pm Dean Hough & Associates page I
CITY OF EDMONDS S/P#2000-62:C P GRANGER
ADDRESS: 911 MAPLE ST
APPENDIX A:DETENTION CALCULATIONS:2-100Y 1)
BASIN SUMMARY
BASIN ID: BlOODEW NAME: BASIN B 100 YR-24HR DEV C)OND
SCS METHODOLOGY
TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 3.00 inches AREA..: 0.32 Ac 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 92.87 0.00
TC .... 10.00 min 0.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.17 cfs VOL: 0.06 Ac-ft TIME: 500 min
BASIN ID: B100EX NAME: BASIN B 100 YR-24HR EX. COND.
SCS METHODOLOGY
TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs
PERV IMP
RAINFALL TYPE .... TYPEIA
PRECIPITATION .... 3.00 inches AREA..: 0.32 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN.... 85.00 0-00
TC.... 28.20 min 0.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 142.80 ns:0.4000 p2yr: 1.50 s:0.0532
PEAK RATE: 0.10 cfs VOL: 0.04 Ac-ft TIME: 510 min
B10DO NAME: BASIN B 10 YR-24HR 13EV COND
BASIN ID:
SCS METHODOLOGY
TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs
N RAINFALL TYPE .... TYPElA
PERV IMP
PRECIPITATION .... 2.00 inches AREA..: 0.32 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 92.87 0.00
TC .... 10.00 min 0.00 min
ABSTRACTION COEFF: 0.20 TIME: 500 min
PEAK RATE: 0.10 cfs VOL: 0.03 AC-ft
BASIN ID: B10EX NAME: BASIN B 10 YR-24HR EX. COND.
SCS METHODOLOGY
TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IkP
PRECIPITATION .... 2.00 inches AREA..: 0.32 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00 0.00
TC .... 28.20 min 0.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 142.80 ns:0.4000 p2yr: 1.50 s:0.0532
PEAK RATE: 0
-:-04 cfs VOL: 0.02 Ac-ft TIME: 510 min
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2/20/oi 2:2:0 pm DeanHough Associates
page 2
CITY OF EDMONDS S/P#2000-62:C P GRANGER
ADDRESS: 911 MAPLE ST
APPENDIX A:DETENTION CALCULATIONS:2-100Y
BASIN SUMMARY
BASIN ID: B2DEV NAME: BASIN B 2 YR-24HR DEV COND
SCS METHODOLOGY
TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPEIA PERV
IMP
PRECIPITATION .... 1.50 inches AREA—: 0.32 Acres
0.00 Acres
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TIME INTERVAL .... 10.00 min CN .... 92.87
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TC .... 10.00 min
0.00 min
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ABSTRACTION COEFF: 0.20
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PEAK RATE: 0.06 cfs VOL: 0.02 Ac-ft TIME: 560 min
BASIN ID: B2EX NAME: BASIN B 2 YR -24HR EX. COND.
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SCS METHODOLOGY.
TOTAL AREA 0.32 Acres BASEFLOWS: 0.00 cfs
.......
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RAINFALL TYPE .... TYPEIA PERV
IMP
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PRECIPITATION .... 1.50 inches AREA..: 0.32 Acres
0.00 Acres
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TIME INTERVAL .... 10.00 min CN .... 85.00
0.00
TC .... 28.20 min
COEFF: 0.20
0.00 min
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ABSTRACTION
TcReach - Sheet, L: 142.80 ns:0.4000 p2yr: 1.50 s:0.0532
PEAK RATE: 0.02 cfs VOL: 0.01 Ac-ft TIME: 520 min
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2/20/01
2:2:0 Pm Dean Hough & Associates page 3
CITY OF EDMONDS S/P#2000-62:C P GRANGER
,Ml
ADDRESS:
911 MAPLE ST
APPENDIX A:DETENTION CALCULATIONS:2-100Y
HYDROGRAPH SUMMARY
15,
PEAK TIME VOLUME
Hyl)
RUNOFF OF OF Contrib
NUM
RATE PEAK HYDRO Area
cfs ./min. cf\AcFt Acres
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420
1
2
0.019 950 cf 0.32
0.041 �/60 1447 cf 0.32
3
0.097 530 2490 cf 0.32
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2/20/01 2: 2: 0 Pm Dean H ugh & Associates page 4
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CITY OF ErmofiDs S�/P#2000-62:C P GRANGER
ADDRESS: 911 MAPLE ST
APPENDIX A:DETENTION CALCULATIONS:2-100Y
STORAGE STRUCTURE LIST
UNDERGROUND PIPE ID No. S1
Description: STORAGE UNIT, Sl
N Diameter: 2.50 ft. Length: 116.00 ft.
q,
Slope... 0.0000 ft/ft upstr: dnstr:
2/20/01 2:2:1 pm peanBough & Associates
page 5
k",
CITY OF EDMONDS S/P#2000-62:C P GRANGER
ADDRESS: 911 MAPLE ST
,N�
APPENDIX A:DETENTION CALCULATIONS:2-100Y
--------------
DISCHARGE STRUCTURE LIST
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MULTIPLE ORIFICE ID No. 01
Description: ORIFICE STRUCTURE, 01
247.00
Outlet Elev:
Elev: 245.00 ft Orifice Diameter: 0.8643 in.
Elev: 247.90 ft Orifice 2 Diameter: 1.1627 in.
Elev: 248.20 ft Orifice 3 Diameter: 1.3770 in.
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2./20/01 2:2.3 pTn Dean Hough Associates page 6
CITY OF EDMONDS S/P#2000-62:C P GRANGER
ADDRESS: 911 MAPLE ST
APPENDIX A:DETENTION CALCULATIONS:2-100Y
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE
.'d -id- <-STAGR> id (efs) VOL (cf)
< -------- DESCRIPTION --------- > (cf8l (do) 14.
-- ------- ---------
HE STORK DESIGN ............. 0.02 0.06 Sl 01 247.83 1 0.02 165.27 cf,
10
IOYR STORM DESIGN ............ 0.04 0. 01 248.11 2 0.04 244.02 Cf
IOOYR STORK DESIGN ...... .... 0.10 0.17 _�Sl 01 248.64 3 0.10 396.00 ef
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CONC BOX OR RISER
TO 1% SLOPE > Z
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UPPER CATCH BASIN ORIFICE rn M
CONTROL CATCH BASIN
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CITY COPY s`T-Em c-Ross sEcT'ON
A jj�
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2'XZ'X6' DEEP, 4-6' SPALLS OR EDUAL
FN f
FROM CONTROL CD VX R'X 3- DCEP,' 3/4' CRUSHED ROCK CiTy F
4��ING CRADE z
FROM CQMTROL
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WASHEDIV'AIN ROCK
atPRAP ounEr
RUNOFF SPREADER -TRENCH
FOOTING DRAINS SHALL NOT BE CONNECTED 70 DETENTION SYSTEM
NOTES:
1. Call Engineering Division (771-0220) for a fightline and detention system inspection
before backfilling and for final inspections. AP
2, Responsibility for operation and maintenance of drainage systems on private Property is the * /�17
responsibility of the property owner. Material accumulated in the storage pipe must be flushed
out and re basins to allow proper operation. ne outlet control orifice DATE
most be k 0 M.1
I
FINAL PROJECT APPROVAL FORM
TO:
DATE:
MEMO TO: PERMIT COORDINATOR, BUILDING DIVISION
FROM: DEPARTWENT DATE —
IL ENGINEERING DIVISION DATE
P DIVISIONDATE—
PROJECT���.
SITE ADDRESS L
PERmrr# ---ADB#---------PATF, INSPECTED-1
DESCRIPTION OF WORK TO BE INSPECTED—!���—
A field inspection was conducted to determine final compliance with approved plans. Final approval
denotes that there are no objections from the above signed Department to the release of
PERFRRMANCE BONDS and the granting of:
-X-GRkNT FINAL PROJECT APPROVAL
GRANT PROJECT APPROVAL WITH CONDITIONS NOTED
a Copy of CONDITIONS given to owner/contractor by inspector
FAILED FINAL INSPECTION - OUTSTANDING ISSUES
a Copy of CORRECTION NOTICE given to owner/contractor by inspector
2.
3.
RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL
Date_ sign—
ocaprv1.doc.1:tmM:b1dg:fw=10/01
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RECORD OF INSPECTIONS
INSPECTOR
DATE APPROVED
SETBACKS .....................
FOUNDATION:
Footing ......................
Wall .......................
Pier/Porch .................
Retaining Wall ...........
RR
Slab Insulation ..........
PLUMBING:
ound .............
MUndergr
C
M
0
Rough -in ...........
0
Commercial Final
Rill
M z
HEATING:
10
C>
Gas Test ...........
Z
Gas Piping .............
Equipment .................
0
Commercial Final
M RrI
a u;, :
EXTERIOR SHEATHING
L
0
0
NAILING ..........................
C
FRAMING ........................
Q 0
FIRST FLOOR FRAMING
74
INSULATION
Floor Insulation
ti
z
Wall Insulation ...........
CA
Ceiling Insulation
z
0
SHEETROCK NAILING
—1
SPECIAL INSPECTION
?5
ITI
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
. ... . .......
612 e9fee Xw/