20040848.pdfDATE RECEIVED
C1W OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
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PROPERTY TAX ACCOUNT PARCEL NO.
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FENCE
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DEMOLISH El TANK
OTHER
GARAGE RETAINING WALL
CARPORT ROCKERY
FIRE SPRINKLER
FIRE ALARM
[TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN:
NUMBER NUMBER OF CRITICAL �1
OF DWELLING AREAS
UNITS NUMBER
STORIES 0 1 1 1
DESCRIBE WORK TO BE DONE
RCE
PLAtlYHECKNO: I VESTED DATE
THIS PERL41T AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVLRS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
2 DOMAIN (CURBS, SIDEWALKS. DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
3
SEPARATE PERMISSION.
Lu PERMIT APPLICATION: ISO DAYS
It. PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
U) 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPiOYEES. AND AGENTS FROM ANY AND
ALI- CLAIMS FOR DAMAGES OFWHATEVER NATURE, ARISING DIRECTLYOR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF 1141S PERMIT SHALL NOT BE
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
0 1 0
NOR LIMIT IN ANY WAY 1 HE C"S ABILITY 10 ENFORCE ANY 0 RDINANCE PROV Sl N.-
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE Ll�=-ISQDE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSAIkINSLVANCE AND RCW 111,27.
�LGNAT E (OWNER OtN'T) DATE rNED
�A
PLAT NAMEISUBDIVISION NO. LOT NO. LID NO
LID FEE S
TESCP App(ovod
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
RW Polmit Required
Street Use Pornnit Roct'd
EXISTING PROPOSED
inspection Required
Strinwalk Rettimed
REQUIRED DEDICATION FT
Uncleigtowd
Witing focitated
MEJER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
YESb( NO 11
REMARKS
OWNER/CONIRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE
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Description FEE
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City Surcharge
Base Fee
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Plan Chk. Deposit fl) 2 -7
Receiptiq N
Total Amt. Due
Receipt 0
APPLICATION APPROVAL
This application is not a permit until signed by the
Building Official or his/tier Deputy: and Fees are paid, and
receipt is acknowledged in space provided.
FFICL&L.&,SIGNA)'URE DAT E
RFLEASEP BY
ATTENTION E)ff 1333 / / ' /
ITIS UNLAWFULTO USE OR OCCUPYABUILDING OR STRUCTURE UNTILAFINAL LL( t i(,-, i � �
INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCU- ORIGINALF
PANCY HAS BEEN GRANTED. UBC109/IBC110/IRC110. PINK - OW
09/03 PRESS HARD -YOU ARE MAKING 4 COPIES
VALUATION
$ !4
DescriDtion FEE
Plan Check
Building Permit
Plumbing
Mechanical
Grading
Engr. Review
Engr. Inspection
Fire Review
Fire Inspection
Landscapeinsp.
Recording Fee
CALL
FOR INSPECTION
(425)
771-0220
YELLOW INSPLOR
GOLD -ASSESSOR
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HEIGHT CALCULATIONS:
MANHOLE COVER = 100.00'
A = 95.2'
B = 99.8'
C = 97.9'
D = 91.6' 94
TOTAL = 384.5 /4 = AVERAGE
AVERAGE/BASE ELEVATION 96.12:
+ HEIGHT ALLOWED (259 121.12
ACTUAL BUILDING HEIGHT 1121. 00'
FINISH FLOOR HGT 97.18'
MAX GRADE @ BLDG 95.67'
LOT COVERAGE:
lto46 SQ FT a,� %
LOT AREA: 92
7711 SQ FT
LOT SLOPE:d30% 90
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SCALE: 1 "=20'
-
SHELL
CREE'K
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,[P'LOT
9114
EDMONDS STREET
EDMONDS, WA. 98020
FOR LQH INC - 425-742-2742
LOT TAX ID # 00-4342-066-004-00
S-16-73
(A.F Aq� . EEtg IN.HTLINE
666
SDR 35
;(NOT OPEN)
I
CITY OF EDMONDS
BLOCK 66
(VOL. 2. PG. 38-39)
2/2
DATU� PT.
EX. SSMH
TOP 100.00
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SILT FENCE TO FOLLOW DISTURBED AREA (DOWNHILL SIDE
OF DISTURBANCE) AND BETWEEN DIST AND ANY WATER
EROSION/SOIL CONTROL MEASURES TO BE FUNCTIONAL
AND MAINTAINED THROUGHOUT CONST AS REQUIRED. E(S).
MAINTAIN POSITIVE DRAINAGE AWAY FROM STRUCTUR
(MAY NOT BE SHOWN ON FLAT LOTS)
EX. 4" WATERMAIN
(APPROX. LOCATION)
EDMONDS Si�E
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STUB -OUTS EX* EDGE *RR 35
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10 Hmcoa
54'35" W 1305.10'
N 89 661.337'
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DATUM P
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SOIL SALVAGE 1 O'xl 6 CF
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N 89*54'37" W
SCALE: 1"=20-0 SHELL CREEK
(5' APPROX. WIDTH)
PLOT PLAN FOR
914 EDMONDS STREET
EDMONDS, WA. 98020
FOR LQH INC - 425-742-2742
i nT TA\/ in .4 00-4.34?-066-004-00
70.07'
m
ALLEY (NOT OPEN) :0
IMPERVIOUS SURFACE CALCULATIONS
PROPOSED
BUILDING PAD:
1646
SQ
FT
21.3%
PROPOSED
PATIO/WALKWAYS:
240
SQ
FT
2.6%
PROPOSED
DRIVEWAY:
460
SQ
FT
5.9%
TOTAL IMPERVIOUS AREA:
2346
SQ
FT
30.4%
TOTAL LOT
SQ FOOTAGE:
7711
SQ
FT
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Height Calculation Worksheet
Address:
Date: 5- - F-4 -
Inspector(s):
1. Datum Point:
2. Datum Point Elevation:
3. Average Grade:
4. Maximum Elevation Allowed: C) (-0, 1 (iver,�gi�., gi-ade)::� 25
5. Reference Point Elevation Shot to House:
(datum elevation) 46 (grade to transit level line'shot to house) `�-F S
6. Measurements from line shot onto house to roof ridge:
Total LO U
7. Actual Elevation: I O�; , 4S (reference point elevation) + (measurements
from #6)
Conclusion:
1�1- 1( (actual) is greate"rle S thaw (allowed); therefore the house is/
is not over the height requiremenUpWr ECDC 16.20.30 requirements
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DETENTION SYSTEM SIZING COMPUTATION
For
LANDSVERK QUALITY HOMES, IN
At
914 EDMONDS STREET
In
THE CITY -OF EDMONDS
August, 2004
B
a
G. R. (BOB) P
P.O. BOX 2715 WOODINVILLE, WA 98072
Ph. 425-481-3027 Fax 425-481-3027
I �7R79
� 4-/
RECEIVED
SEP 2 2 2004
PERMIT COUNTER
Cl,ry C:40py
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Sli-T FENCE TO FOLLOW DISTURBED AREA (DOWNHILL SIDE
OF DISTURBANCE) AND BETWEEN DIST ANO ANY WATER
EROSION/SOIL CONTROL MEASURES TO BE FUNCTIONAL
AND MAINTAINED THROUGHOUT CONST AS REQUIRED.
MAINTAIN POSITIVE DRAINAGE AWAY FROM STRUCTURE(S). EX. EDGE OF
(MAY NOT BE SHOWN ON FLAT LOTS) ASPHALT
EX. 4" WATERMAIN
(APPROX. LOCATION)
EDMONDS S EET Ir N 89'54'35" - W
70,13'
EX. TOP
OF DITCH
50 4,;:.- lz,�5,0
EX. SIGN
"STREET ENW
— ---- ----------
------------ __4f
Rr TIES
-- — ----
X. 12' CPEP
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LOT CORNERS
SILT FENCING
GRAVEL ENTRANCE
/EXIT PAD
PERMANENT SEEDING
(ALL DISTURBED AREAS)
SOIL SALVAGE
AND UTILIZATION
(COVER W/IN 24 HRS)
SCALE: 1"-20'-0"
PROPOSED (A
EX TOP
BUILDING t`�
OF BANK
,5111_ FOOTPRINT 6 0
1/4
1305.10,
�DATIUM F
ssmi
TOP 100
R I v r-
SEP 2 2 2004
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WETLAND
FLAG (TYP.
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KTLAND (TYP
BOUNDARY (A.F. NO. 8904040279)
-------------------------
----------------
N 89*54'37" W 70.07'
SHELL CREEK LLEY (NOT OPEN)
(5' APPROX, WDTH) A
LOT PLAN FOR
16 EDMONDS
STREET
IMPERVIQUS
SURFACE CALCWL6TION-S
DMONDS, WA.
98020
PROPOSED
PROPOSED
BUILDING PAD:
PATIO/WALKWAYS:
11�00
200
SO
SO
FT 20.7%
FT 2.6%
OR LOH INC
— 425-742-2742
PROPOSED
DRIVEWAY,
500
SO
FT 7.8%
-51.1%
TOTAL IMPERVIOUS AREA-
2400
SO
FT
DT TAX ID #
00-4342-066-004-00
TOTAL LOT
SO FOOTAGE:
7711
SO
FT
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STANDARD DRAINAGE DETENTION SYSTEM
WORKSHEET
Q9A417_'y 1-10M&S-5 I'V6 CALC BY: 'DA) 1C"qRR_0_ /0'e.
OWNEIR
ADDPMS E.S r PHONE: _425r4r_91_`__3o17 -01,-46-70117
DATE:
*****DESIGN DATA*****
IMPERVIOUS AREA PIPE DIA PIPE LG ORIFICE
2400 201
DCTENTION aE LMTH LOCKING LID
(TY ICAL)
FINIS� D MINIMUM
P
6' aEgofop
TIGHTL MEA& 13F
COW 9W OR RISER
.5Z TO IX SLOPE
0 OUTLET
emD � - "
L-F ___ OUTLET CONTROL
IMIN. PARRo
CY
UPPER CATCH BASIN .13RIFICE
CONTROL CATCH BASIN
:2 _X49 40
SYSTEM CROSS SECTION 11205
0
rONAL
2'X2*X6'.DEEP, 4-6' SPALLS OR CDUAL JrwV
FROM CONTROL CB ZX e'X 3' DCEP',� 3/4' CRUSHED RUCK 4��ISTING GRADE I!LXPIRES /0-0.3-0.j
FROM CONTROL O�LE�T
MIN IW LONG-
IpE TO 3 LEVEL
L i ERF PIPE W/ D CAPS
N<TP%rq*.LA&5Eh1w0F
1uplup OurZrr
RUNOFF SPREADER. TRENCH
FOOTING DPAINS SHALL NOT -BE CONNECTED 70 DETENTION SYSTEM
NOTES:
1. call F_ngineering Division (771-MO) for a tightline and detention system inspection
before backfilling and for final inspactions.
2. Responsibility for operation and maintenance of drainage systems on private property is the
reVon.ab,l,ty of the property owner. Material accumulated in the.storage pipe must be flushed
out and renjoved from the catch basins to allow proper Operation. The outleAcontrol orifice
MtL,qt he I-r-S-)t nrw." at all tinu--Q.
jqWrjA0Z14VXAW1wW.W.
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Impermeable
Required
Area Sq. Ft.
Vol Cu Ft
2000
5,7.6 ;q. 50
2500
62
3000
75
3500
87
4000
100
4500
112
5000
125
Note: Allowable Pipe Materials:
Impermeable
Area Sq. Ft.
2000.
2500
3000
3500
4000
4500
5000
ton Pipe Sizes
Pipe Diameter
151 18" 240 30"
40 28 16
10
50 35 —+(@�
13
60 42 24
15 Required pipe
70 -49 28
18 1ength in feet
80 56 32
21
90 63 36
23
100 70 40
25
Reinforced Concrete
Aluminized Steel
Aluminum
CMP Asphalt Coated
N — 12 ADS (Not permitted on roads)
T �Ie2 — Outlet Orifice Sizes
Outlet Orifice Diameter (Inches
8
5j
3/4
3/4
7/8
7/8
7/8
3 — Rectangular Catch Basin Requirements
Detention
Max. size
Catch Basin
pipe diameter
knockout
Type
< 18,
200
Type 1, CB, 15
18' to 24'
26N
Type It, C13 16
24" to 360
365
Type 11, CB 19 19 (48' Basin)
36' to 42'
42'
Type 11, CB 19 19 (54- Basin)
*Source: Assoc.
Sand & Gravel Co. Standards
Revised 3/16/95
6-q
- '74-,
VXPIRES
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Consulting
Engineer
Robert M. Pride, Inc.
June2q,2004
Mr. Duane Landsverk
LQH, Inc.
1951194 th Place West
Edmonds, WA 98o2-o
Re: Report on Geotechnical Investigation
Proposed Residential Project
914 Edmonds Street
Edmonds, Washington A'V 'kr
RMP Project No. 04-232-01 (COP.V
Dear Mr. Landsverk,
Pz
This report presents the results of our geotechnical investigation and engineering
evaluation of your property located at 914 Edmonds Street in Edmonds. It is
understood that you are planning to build a single family residence on an undeveloped
parcel that is situated between two existing residence.
The purpose of our investigation was to confirm the feasibility of constructing the
proposed residence, and to establish geotechnical recommendations for the design of
foundations on this parcel. A Plot Plan and available geologic mapping for this area of
Edmonds was reviewed in connection with our subsurface exploration on tl-jis site.
Site Conditions
originally the property had a gentle slope toward the greenbelt area immediately south
of the site. Over time there has been imported fill dumped on the property to create a
flat building pad and a steeper slope along the southerly edge of the pad area. A heavy
growth of berry vines covers the fill area on the pad and slope. Trees and native ground
cover is growing on the native portions of the slope below the fill.
Subsurface conditions were explored by excavating two test pits to depths ranging from
6 to 8 feet to establish the extent of fill on this site, and to classify the underlying native
soils. Subsoils consisted of a thick deposit of loose to medium dense granular fill soils
that range from 6 to about 8 feet at the test pit locations. This fill contained branches
and miscellaneous debris, and was wet near the bottom of TP-2 at 7 feet.
Below the fill soils were weathered deposits of Advance Outwash (Qa) consisting of fine-
grained sands and silty sands with gravel and cobbles. The upper portion of the
outwash soils were medium dense, but they became more dense with depth.
13203 Holmes Point Drive NE Kirkland, WA 98034 Fax: 425-814-5672
Phone: 425-814-3970
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June29,2004
Mr. Duane Landsverk
Page 2
observations of the native slope that extends down to Shen Creek indicates that there
are no deep-seated landslide features or unusual erosion channels below this property.
Localized wet zones indicate the presence of seepage within the outwash deposits, but
they have not created any instabilities that would affect the proposed building pad area.
Conclusions and Reconmiendations
-General
Based on the results of our field exploration and geologic investigation, the existing fills
are not suitable for support of the proposed residential structure. A significant portion
of the underlying fill layers are compressible and have low shear strength, and would
result in excessive settlement under the proposed light structural loads. We recommend
the use of driven pipe piles for support of the residence because of the potential for large
differential settlements across the site.
Depths of the pipe piles will vary depending on their location on the site and the
thickness of the loose fill soils. A majority of these piles will extend 15 to 20 feet below
the existing pad surface and meet refusal in the dense outwash soils. All of the piles will
be connected with grade beams, with the pile spacing a function of the loading and the
diameter of the pile used. Some of the piles will extend onto the upper fill slope area.
The exposed south -facing fill slope that descends down to the flatter native slope should
be trimmed back to improve surficial stability. No other significant grading or fill
placement is planned on this site.
Foundation Recommendations
We recommend the use of three inch diameter Schedule 8o galvanized pipe piles for
foundation support. These piles should be driven to refusal with a 650# pneumatic
hammer, with refusal based on i inch of penetration per minute of driving. Settlement
of the driven piles will be less than one inch, and most of this settlement will occur
during construction of the residence. An allowable pile capacity of lo kips will be
available when the piles are properly installed. Field inspection is recommended to
confirm that the piles extend to adequate depths to reach their allowable capacity.
Due to the presence of shallow groundwater and loose granular soils below the graded
pad, some settlement can be anticipated during a moderate (M6.5) earthquake event. A
majority of the settlement will occur at the base of the uncompacted fill and within the
topsoil zone. Estimated settlement due to liquefaction and differential ground
movement could be in the range of i to 2 inches, but will not impact the pile supported
structure. It is recommended that all utility lines into the structures be made with
0 4
mes Poi Fax: 425-814-5672
Phone: 425-814-3970
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June29,2004
Mr. Duane Landsverk
Page 3
flexible connections to allow for differential movement within the fill soils. Exterior
slabs -on -grade should be designed to accommodate this potential for ground movement
due either to an earthquake or to the gradual ongoing settlement of the existing fill.
Site Drainage
Surface water runoff from the adjoining slope areas on the south side of the site should
be prevented from running over the top of the slope. It is suggested that sufficient area
drains be installed to collect this water on the side yard areas, and that roof water be
diverted to a tightline to the street. AR foundation drains should be separate from the
roof down drains.
Summa
We recommend that we be retained to review those portions of the plans and
specifications that pertain to foundations and earthwork to determine that they are
consistent with the recommendations of this report. Construction monitoring and
consultation services should also be provided to verify that subsurface conditions are
similar to those reported on the test pit logs. Should conditions be revealed during
construction that differ from the anticipated subsurface profile, we win evaluate those
conditions and provide alternative recommendations where appropriate.
Field construction services should be considered an extension of this initial geotechnical
investigation, and are essential to the determination of compliance with the project
drawings and specifications. Such activities would include site and slope excavations;
driven pile instaEations; and subdrain installations.
Our -findings and recommendations of Us report were prepared in accordance with
generally accepted principles of geotechnical engineering as practiced in the Puget
Sound area at the time this report was submitted. We make no warranty, either express
or implied.
Please caE me if there are any questions concerning this geotechnical report for this
DroDosed residential site development
spectfully,
obert M. Pride, P. E.
Principal Geotechnical Ei
diSt: (2) addressee
rmp: Landsverl(Residi
13203 HoTm--e�
Phone: 425-814-3970
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Fax: 425-814-5672
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Ref: plot plan for a proposed residence
SITE PLAN
roposed Residence
93.6 Edmonds Street
P L- dmon�ds;, washington
Robe�ftM-;pr�i�dc, Inc.
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.� 14 ""'
project No. 04-232-01
Drawing No. I
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SUMMARY LOGS OF TEST PITS
Test Pit No. i — S/side of pad area @ top of slope
0.0 - 5.0 ft Fill: Silty sand; loose, moist, gray brown; debris and roots;
5.0 — 6.5 ft Topsoil: Sandy silt; loose, moist to very moist, brown;
6.5 — 7.5 ft Outwash: sand and silty sand; fine to medium, medium dense, very
moist, gray; no groundwater seepage.
Test Pit No. 2 — N/side of pad area near property line
0.0 — 7.5 ft Fill: Silty sand and sand; loose, very moist, gray brown; debris and
branches with concrete;
7.5 — 8.o ft Topsoil: Silty sand; loose to medium dense, very moist, gray brown;
groundwater seepage @ 8.o feet; caving between 5 and 7 feet;
8.0 — 9.o ft Outwash: Sand; medium dense to dense, very moist to wet, gray;
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MICROFILM Consulting
Robert M. Pride, Inc. Engineer.
September 13, 2004 el !, -� su f I
RECEMiD
Mr. Duane Landsverk SEP 17 2004
LQH, Inc.
1951194 th Place West PERMIT COUNTER
Edmonds, WA 98020
Re: Supplemental Geotechnical Recommendations
Proposed Residential Project
914 Edmonds Street
Edmonds, Washington
RMP Project No. 04-232-01
Dear Mr. Landsverk,
At the request of your structural engineer Ron Skinner I have reviewed the plans and
details for the proposed foundation system. These plans by Reed & Associates show
continuous footings that will be supported on driven pipe piles as indicated on Sheet 3
of 6. Recommendations for the pile capacities were provided in my report dated June
29,2004.
Lateral loading on the structure will be taken out in the continuous foundation walls
around the perimeter of the residence. it is my recommendation that a passive earth
pressure Of 200 pcf be used for resistance to temporary lateral forces as long as the soil
backfill against the exterior foundation walls is compacted. All other recommendations
of my June report are still applicable.
Please call me if there are any questions.
f�spectfully,
Lb"ertt M.JP\nrd\e),
Principal Geotechnical En
dist: (2) addressee
rmp: LandsverkResid2
Ap
13203 Holmes Point Drive NE Kirkland, WA 98034
C111 COVI
Phone: 425-814-3970 Fax: 425-8-14-5612
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Sheldon &
Associates, Inc.
5031 University Way NE #204 e Seattle, Washington 98105-4341
Ph 206-522-1214 e Fax 206-522-3507
MEMORANDUM
DATE: June 9, 2004
TO: Star Campbell - City of Edmonds Planning Division
Duane Landsverk - Landsverk Quality Homes, Inc.
FROM: Suzanne Bagshaw - Sheldon & Associates, Inc.
A Ut3
RE: Wetland and Stream Delineation at 914 Edmonds Street, Edmonds, WA,, C-R'�Iq
Variance Request for Tax Parcel #00434206600400
cl-
As requested by the City of Edmonds, I conducted wetland and stream delineations on the
property located at 914 Edmonds Street in Edmonds. I visited the site and flagged the wetland
and stream edges on June 2, 2004. As required by the City of Edmonds Community
Development Code [ECDC 20.15B. 130(B)], the wetland delineation followed the Routine
Methodology as described in the 1987 Corps of Engineer's Wetland Delineation Manual
(Environmental Laboratory 1987) and the Washington State Wetlands Identirldation and
Delineation Manual (Washington Department of Ecology 1997). The routine methodology
involves assessment of the vegetation, soils, and hydrology to determine wetland
characteristics. In addition, I flagged the north bank of the segment of Shell Creek that is located
onsite [ECDC 20.1513.020 (PP); 20.1513.060 (A) 4].
1 reviewed the Edmonds Community Development Code, Critical Areas Chapter 20.15B, to
determine the appropriate stream and wetland classifications and appropriate buffer widths. I
also reviewed information available on-line from the Washington State Department of Fish and
VVildlife including Salmonscape and StreamNet websites to determine potential salmonid
presence onsite.
I had previously delineated the wetland edge on this site in August 2003. Those results are
included in a letter to the former property owner, Fred Fredrickson, dated September 10, 2003,
from Suzanne Bagshaw of Sheldon & Associates, Inc. Please be advised that this
memorandum is not intended to be a complete critical areas study.
General Site Characteristics
According to the City of Edmonds plat map, the parcel at 914 Edmonds is comprised of lots 4
and 5 plus the west 10 feet of lot 6, block 66. The parcel is 70 feet wide (east -west) by 110 feet
deep (north -south), and there are no existing structures onsite. It is surrounded by single family
homes.
There is a relatively level area adjacent to Edmonds Street at the north end of the site - it is
likely that fill was added to this area many years ago. Neighbors have been using this area to
dump their yard waste. South of the flat area, the land slopes very steeply down to Shelf Creek
EdmondsILandsverk Wetland and Stream Delineation
Project #04-8 1 ATTACHMENT 5
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which flows from east to west across the south end of the parcel. There are also several large
piles of yardwaste along this slope.
Most of the level upland is covered by invasive plant species. Immediately south of Edmonds
Street, there is a wall of Himalayan blackberries (Rubus priocerus), and blackberries are found
throughout the site. Other dominant invasive species in the upland include bindweed
(Calystegia sepium) and giant horsetail (Equiseturn telmateia). The upland slopes down to the
creek, and the sides of the ravine are forested with scattered big -leaf maple (Acer
macrophyllum) and red alder trees (Alnus nibra). The understory is dominated by Himalayan
blackberries. Approximately halfway down the slope, the blackberries give way to
salmonberries (Rubus spectabilis) and sword fem (Polystichurn muniturn) as the dominant
species in the shrub and herbaceous layers.
Wetland Characteristics
Shell Creek flows from east to west across the south end of the parcel, and the wetlands
associated with it extend along both margins of the stream. As a result, the wetland continues
offsite to the south, east and west I marked the edge of the onsite section of the wetland with
seven black -and -pink striped flags (WL A-1 through WL A-7). A rough approximation of the
onsite area of the wetland is 2,000 square feet.
The wetland (including offsite portions) has three vegetative classes: palustrine broadleaf
forested, palustrine scrub -shrub, and palustrine emergent. The wetland forested community
onsite is dominated by red alder trees, and the scrub -shrub layer by salmonberry, Himalayan
blackberry, stink current (Ribes bracteosurn), and red elderberry (Sambucus racemosa). Lady
fem (Athyriurn rifix-fernina), skunk cabbage (Lysichiton americanurn), creeping buttercup.
Veronica
(Ranunculus repens), piggy -back plant (ToWea menziesfi), American brooklime
arnericana), water -parsley (Oenanthe sarrnentosa), stinging nettle (Urtica dioica), reed
canarygrass (Phalaris arundinacea) and other grasses are common in the emergent layer. The
vegetation in this area is dominated by wetland -associated (hydrophytic) plants.
Shell Creek is a perennial stream which provides water for the wetlands along its course.
Additional onsite sources of water include surface runoff, and the series of small hillside seeps
that are associated with a topographic break located slightly above the toe of the steep slope.
Both of the adjacent properties have drainage pipes which outlet into the wetland. The end of
the drainage pipe from the parcel to the east is located immediately offsite near wetland flag WL
A-1. During the site visit, I observed water flowing out of that pipe. The drainage pipe from the
property to the west appears to outlet onsite not far from wetland flag WIL A-6. The soil in the
wetland was either moist or saturated to the surface, and there was standing water within 6" of
the surface. The shallow depth of the water table indicates that the site meets the criterion for
wetland hydrology.
The soils in the vicinity are mapped in the Snohomish County Soil Survey as Alderwood-Everett
gravelly sandy loam and Alderwood-urban land complex. These are well drained soils that
formed in glacial fill and in glacial outwash. Permeability is moderate to very rapid, but the
Alderwood series is compacted and weakly cemented at a depth of 20-40 inches. A perched
water table can develop above this cemented layer during the rainy season. Where there is
sufficient slope, the perched water Gan flow laterally to hillside seeps like those onsite. The
wetland soil was black (Munsell Color 10YR 2/1) organic sandy loam. The low chroma (1) and
sulficlic odor are indicators of hydric soils.
This area meets the three criteria necessary for wetland determination: it has hydrophytic
vegetation, wetland hydrology and hydric soil.
EdmondslLandsverk Wetland and Stream Delineation Sheldon & Associates, Inc.
project #04-8 2 June 9, 2003
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Stream Characteristics
Shell Creek generally flows in a
northwesterly direction through Edmonds,
and it outlets to Puget Sound north of the
ferry terminal. A segment of Shell Creek
flows across the south end of the site.
Immediately downstream of the site
(approximately 100 feet), the stream flows
through a 48-inch diameter concrete culvert
under 91h Avenue N., which is
approximately 75-100 feet long. The
upstream end of the culvert (closest to the
site) is level with the streambed and is
protected by a large trash -rack, with large
bars approximately 4 inches apart (see
photo). The downstream end of the culvert
is open, and the water falls approximately 2
feet onto a pile of rip -rap below. The rip -rap
pile is an additional 2 feet above the
streambed without any plunge pool at the
base (see photo).
At the time of the site visit, the onsite
segment of the creek was approximately 4
feet wide, and the water was relatively
shallow, averaging 2-4 inches deep. The
strearnbed substrate is sand with gravel
and cobble deposits. There are several log
weirs across the creek onsite as a result of
treefall. There were a few, small back -
eddies where the water was approximately
12 inches deep, but most of the stream
onsite and in the immediate vicinity was
flowing in low gradient riffles and runs. I
marked the ordinary high water mark
(OHWM) of the onsite section of the stream
along the north bank from east to west with
eight black -and -pink striped flags (OHWM-1
through OHWM-8).
& ' � I
M Washington Department of Fish and
Wildlife (WDFW) reports (Salmonscape)
document Coho salmon presence in Shell
Outflow from downstream end of culvert under Creek as far upstream from Puget Sound
as the non -blocking structure under
9"' Ave. N Caspers Street, which is approximately Y2
mile downstream from the site. WDFW
also reports a partial blockage under Daley
Street, which is approximately 1/4mile downstream from the site. StreamNet reports potential
Coho salmon migration in Shell Creek as far upstream as 91h Avenue N., which is approximately
EdmondsILandsverk Wetland and Strearn Delineation Sheldon & Associates, Inc.
Project #04-8 3 June 9, 2003
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200'-300' downstream from the site. Given that the culvert outlet is perched approximately 4
feet above the streambed, and that there is a rip -rap pile instead of a plunge pool below the
outfall, the culvert under 91h Avenue N. is almost certainly a barrier to adult salmonid migration
further upstream. Based on these conditions, it is extremely unlikely that there is any salmonid
use of the onsite secfion of Shell Creek.
Wetland and Stream Classifications and Buffers
This wetland meets the City of Edmonds rating standards as a Category 2 Wetland [ECDC
20.15B.060 (A)(5)]. It.has three vegetative classes (palustdne forested, palustrine scrub -shrub
and palustrine emergent) and it is greater than 2,500 square feet in size (it extends offsite along
both sides of Shell Creek). Category 2 Wetlands are required to have a 50 foot buffer [ECDC
20.15B.130(C)].
Shell Creek meets the City of Edmonds rating standards as a Category 2 Stream [ECDC
20.15B.060 (A)(4)], since it has perennial flow of less than 20 cubic feet per second. Category 2
streams without salmonids require a 25 foot buffer [ECDC 20.1513.120 (A)]. In this case, the
stream buffer will be incorporated into the 50 foot wetland buffer.
Erosion Hazard Area
Because the soils mapped onsite are the Alderwood/Evereft series, if the slopes are 15% or
steeper, they may constitute an Erosion Hazard Area [ECDC, 20.15B.060(A)(3)(a)]. Erosion
Hazard Areas may require a 50 foot buffer [ECDC 20.15B. 11 O(A)] and activities in the area
must meet standards outlined in ECDC 20.15B.1 10(B).
Regulatory Issues
Edmonds Community Development Code requires a 50-foot buffer from the wetland edge for
Category 2 Wetlands [ECDC 20.15B. I 30(C)] and a 25 foot buffer for Category 2 streams
without salmonids [ECDC 20.15B.120 (A)]. There is an additional required building setback line
of 15 feet from all buffers [ECDC 20.15B.080(C)]. The applicant is requesting a variance for
buffer reduction. The variance application must meet cdteria outlined in ECDC
20.15B.170(A)(1&2). Buffer reduction will require mitigation [ECDC 20.15B.150(A)(5&6); ECDC
20.15B.150(B)(1&2)]. All proposed mitigation measures must meet the standards outlined in
ECDC 20.15B.150. It is recommended that mitigation measures include at a minimum:
retaining all existing trees; removing and controlling Himalayan blackberries and other invasive
species in the buffer, planting appropriate native trees and shrubs to enhance the buffer, and
maintaining and monitoring the plantings.
Please let me know if you have any questions about the information in this memo. You can
contact me buffer reduction will require mitigation [ECDC 20.15B.150(A)(5&6); ECDC
20.15B.150(B)(1&2)] at (206) 522-1214, extension 15, or at suzanne(a-),bogstomper,com.
Suzan Bagshaw Ph.D.
Wet and Biologist
EdmondslLandsverk Wetland and Stream Delineation Sheldon & Associates, Inc.
Project #04-8 4 June 9, 2003
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Oct 27 04 10:37a
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Oct 27 04 10:38a ROBERT M PRIDE INC 425 814 5672
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PIN (PIPE) PILF- FOUNDATIONS - RETAINING WALLS - WANTA RAY ANCHORS - C-LOC VINYL SHCETP11.1:
10905 84TH AVCnue S, * Kent, WA 98032 * (425) 251-8535 1 Fax (425) 251-5940
Web Y.-.Nw pilcking com * Email. mcdowell pi Iekinq@ yahoo com
0
MAYESTESTING ENGINEERS, INC.
MTE No.:
E4390
Project:
LANDSVERK QUALITY HOMES EDMONDS
Address:
914 Edmonds Street, Edmonds, WA
Permit No.:
2004-0848 (City of Edmonds)
Owner:
RecE�Jvj� 0
Architect:
Engineer:
Nov 15 2m
Contractor:
Page 1
PERMIT COUNTER
Everett Office
917-134th Street SW
Suite A-1
Everett, WA 98204
ph 425.742.9360
fax 425.745.1737
Tacoma Office
10029 S. Tacoma Way
Suite E-2
Tacoma, WA 98499
ph 253.584.3720
fax 253.584.3707
Portland Office
7911 NE 33rd Drive
Suite 190
Portland, OR 97211
ph 503.281.7515
fax 503.281.7579
Date: 10/27/04
Weather: Sunny,501F
Inspection: Rebar
Sample(s): N/A
Onsite to inspect rebar in the footings prior to concrete placement. Informed by the concrete
crew that the concrete placement scheduled for today has been cancelled.
INSPECTOR: Wally Wagner
Date: 10/28/04
Weather: Cloudy
Inspection: R/C
Sample(s): (4) 6xl 2"
Verified reinforcement per approved plans at exterior footings and interior grade beam.
Clearances were corrected. Note: contractor opted to place 2'-2" #4 vertical bars per 1 on 3b by
it wet -set" method. Contractor re -consolidated concrete at these bars. Monitored and sampled
9.5 cubic yards of Rinker mix #1334272 placed by line pump. Concrete was mechanically
consolidated. Cast one set of (4) 6xl 2" cylinders for strength testing. Note: concrete delivery
was late.
To the best of our knowledge, items inspected this date are in accordance with approved plans
and specifications. INSPECTOR: Cheri Willett
REVIEWED BY:
Timothy G. $�ckerle, P.E.
cc:Duane Land sverk-Landsve rk Quality Homes, Inc.
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MAYESTESTING ENGINEERS, INC.
MTE No.:
E4390
Pro . ject:
LANDSVERK QUALITY HOMES EDMONDS
Address:
914 Edmonds Street, Edmonds, WA
Permit No.:
2004-0848 (City of Edmonds)
Owner:
Architect:
Engineer:
Contractor:
Page 2
Everett Office
917-134th Street SW
Suite A-1
Everett, WA 98204
ph 425.742.9360
fax 425.745.1737
Tacoma Office
10029 S. Tacoma Way
Suite E-2
Tacoma, WA 98499
ph 253.584.3720
fax 253.584.3707
Portland Office
7911 NE 33rd Drive
Suite 190
Portland, OR 97211
ph 503.281.7515
fax 503.281.7579
Date: 11/2/04
Weather: Cloudy
Inspection: R/C
Sample(s): (4) 6xl 2"
Arrived onsite at 1:00 for re -steel inspection and concrete placement at 2:00. Notified by
contractor that concrete delayed until 4:00. Verified reinforcement at grade beams per details on
3B in approved plans. Noted that STHD14RJ straps were placed in 9 locations and 5/8x12"
anchor bolts placed where required. Contractor opted to place anchor bolts by "wet -set" method.
Requested that contractor ensure concrete consolidation around bolts and that required
embedment depth achieved. Also, placed one pile cap per 6 on 3B and 2 post piers for back
deck. Contractor has verbal approval from engineer to delete one post pier (3 total on plan).
Monitored and sampled 17 cubic yards of Rinker mix #1334270 placed by pump, and
mechanically consolidated. Cast one set of (4) 6x12" cylinders. Slump was 4-1/2 and air 5.1%.
To the best of our knowledge, items inspected this date are in accordance with approved plans
and specifications. INSPECTOR: Cheri Willett
REVIEWED BY:
Timothy r" 6eckerle, P.E.
T_�Ip
cc:Duane Landsverk-Landsverk Quality Homes, Inc.
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ENGINEERS, INC
2 d
CONCRETE LABORATORY TEST REPORT
Project Landsverk Quality Homes Edmonds Project NO:
Site Address: 914 Edmonds St Issued on:
Edmonds,WA
Permit # (s):
Client: Landsverk Quality Homes, Inc. Original: FV1
Engineer: Reed Revised:
Contractor: Landsverk Quality Homes, Inc.
Everett Office
917 - 1341h Street SW
Suite A-1
Everett, WA 98204
pli 425.742.9360
fax 425.745.1737
E4390
11-5-04
2004-0848
FIELD DATA
(ASTM C31 and C1 72)
Air Temperature: 54 OF Actual Mix Proportions:
Weather: Showers
Product: Concrete Ingredient
Weight (per cu.yd)
Coarse Aggregate 3/4" 1,651.0 lbs
Supplier: Rinker Coarse Aggregate 3/8" 194.0 lbs
Ticket Number: 21571304 Fine Aggregate
1,379.0 lbs
MixDesign ID 1334272 Water
287.0 lbs
F§a- _mple Temp—.1'--i—nifial Storage Entrained Air Cement --Type I &
11 517.0 lbs
(ASTIVI C1064) I Temp. (ASTM C31) (ASTIVIC231)
640F NR %
F1_'a,cr1_6_:men, _Ra,�j _mp (ASTIVI C143)j L-S—am
0.555 4-1/2" 10-29-04 !R-e-q-uired S' rength (f c):
3000 Psi@ 28 days
���ent Location and Notes I
Exterior footings and interior grade beam. 25 gallons water added on site.
COMPRESSION TEST RESULTS
(ASTM C39, C1231, and C617 when applicable)
Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area
Strength (psi) Failure Code
- �O
78168 -i--6-4 [3�2:�f
1_�_O/_28/2604 0002 1 1/4/26 DC �:��x 12JF OAQ
-2
_/2 1 6x 12
=162�6T/O04 000 i816 5F260 _�8:
=N
-i-- /256�4[:Z87
1 /28/206471
_T6__ _T0b2 -1 8170 E, =1
__i�/H&041 �CL__
2
E1CC1?18&0 _0002 6
Remark:
Inspector(s): Cheri Willett — 1-1 _,A?
Tested by: Scott J Johnson Reviewed by: /
P.E.
Timothy G. B
NOTES: Failure descriptions for samples tested with neoprene pads are not required per AS7M Std. Branch Manager
* NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded
information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc.
MTE Form# ISO, Rev 3. 7-0
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MAYESTESTING ENGINEERS, INC
CONCRETE LABORATORY TEST REPORT
Project Landsverk Quality Homes Edmonds Project No:
Site Address: 914 Edmonds St Issued on:
Edmonds,WA
Permit # (s):
Client: Landsverk Quality Homes, Inc. Original: rV_1
Engineer: Reed Revised: El
Contractor: Landsverk Quality Homes, Inc.
FIELD DATA
(ASTM C31 and C 172)
E4390
11-10-04
2004-0848
Everett Office
917 - 1341h Street SW
Suite A-1
Everett, WA 98204
pli 425.742.9360
fax 425.745.1737
Air Temperature: 50 OF Actual
Mix Proportions:
Weather: Cloudy
Product: Concrete
Ingredient
Weight (per cu.yd)
Supplier: Rinker
Coarse Aggregate 3/4" 1,603.0 lbs
Ticket Number: 21575310
Coarse Aggregate 3/8" 193.0 lbs
Fine Aggregate
1,396.0 * lbs
MixDesign ID 1334270
Water
233.0 lbs
F§_a�iple Temp.
I Initial Storage
Entrained Air
Fly Ash
69.0 lbs
(ASTM C 1064)
1 Temp. (ASTM C3 1)
1 (ASTIVI C231 )i
Cement --Type I & 11
406.0 lbs
62 0 F NR 51 %
WRA
16.0 0Z
Fater I -Cemen, Ratio: -'I �_Iump -(;ks-T—M t-1 [!�7am_ L2j A/E Admix
F 1
4.0 0Z
0.491 4-1/2" 11-3-04
',Required Strength (f c):
3000 Psi @ 28 days
,�Iac�m_ent -Location and Notes
Grade beams, pile cap and 2 deck post bases.
COMPRESSION TEST RESULTS
(ASTM C39, C1231, and C617 when applicable)
Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code
.r 1-1 Tii2_06_�T --- 6-0-03178299 ]_'i 1 9/2004 - 1-7 -4 90__�E6
_x 1=2 1 F��-O _8��17_
[�_34_0 - =NA
003
0 3 C2
z6_Q _4 3o-oEi i/=/- o41-
2 1= F
x =1
[_1 1/2/206-4--F 0-003 --1-78301-111/30120041-28 ____1_6
_� 1-2 -11-1
Fif I � -0 0-4 070 1: _L3 1 1-1 _/30/2004
F_N —A
Remark:
Inspector(s): Cheri Willett
Tested by: Scott J Johnson Reviewed by: J_
Timtilh�yy ��M_Se kerle, P.E.
NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Branch Manager
* NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded
Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc.
IVITE Form #150, Rev 3.7-0
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Everett Offic.
MAYESTESTING ENGINEERS, INC 917 -1341h Street SW
Suite A-1
Everett, WA 98204
ph 425.742.9360
CONCRETE LABORATORY TEST REPORT 6K 425.745.1737
Project Landsverk Quality Homes Edmonds Project No: E4390
Site Address: 914 Edmonds St Issued on: 11-30-04 R F_ C,
Edmonds,WA
Permit # (s): 2004-0848 DEC I c
Client: Landsverk Quality Homes, Inc. Original: 9
Engineer: Reed Revised: 0 PERIMIT COUNTER
Contractor: Landsverk Quality Homes, Inc.
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FIELD DATA
(ASTM C31 and C172)
Air Temperature: 54 0 F Mix Proportions:
Weather: Showers
Ingredient Weight (per cu.yd)
-4
X
Product: Concrete Coarse Aggregate 3/4" 1,651.0 lbs
M
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Supplier: Rinker Coarse Aggregate 3/8" 194.0 lbs
0
Ticket Number: 21571304 Fine Aggregate 1,379.0 lbs
0 C:
MixDesign ID: 1334272 Water 287.0 lbs
M
Sample Tern — Initial Stora e Cement --Type I & 11 517.0 Ibs
M Z
(ASTM C1 064) Temp. (ASTIVI 31)
C 2
640F NR %
>
r-
Water / CemWt Rat Slump (ASTM C143) 1 Fsample(s) Rec'd
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0.555 4-1/2" 10-29-04 F_ 3000 Psi@ 28 days
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Olacernent Location and Notes
rn M
Exterior footings and interior grade beam. 25 gallons water added on site.
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COMPRESSION TEST RESULTS
(ASTM C39, C1231, and C617 when applicable)
M 0
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Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code
F_ ____1
[10/28/2004 1 0002 F68 1�/4/2004 1 7 IF _i23f20 1 6 x 12 6 00 [728=27 4380 F NA
;U
___1
--6-002 J 78169 1/25/2004 1=28-1[ =1R_30Z0__1__§ x 12 F 28-27
10/28/2004
X
T66-621 .27 5 3=7 0
110/28/2004 T1 /25/2004] [�51760 q x 12 .66 E-?=8
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_____]L_6=.00 1 .27
C/ZO 0 4 L �:8 15(�740 x 12 _i8
;/2004 --- 6002 Lllil L2
Remark:
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Inspector(s): Cheri Willett
0
Tested by: Neal Bastian Reviewed by:
0
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Timothy�G�. kerle, P.E.
Branch Manager
NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Sid.
* NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Cot = Column FC - Field Cure NR = Not Recorded
Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc.
MTE Form #150, Rev 3.7-0
MAYESTESTING ENGINEERS, INC
Everett Office
917 - 134th Street SW
Suite A-1
Everett, WA 98204
ph 425.742.9360
CONCRETE LABORATORY TEST REPORT
fax 425.745.1737
Project Landsverk Quality Homes Edmonds
Project No: E4390
Site Address: 914 Edmonds St
Issued on: 12-3-04
Edmonds,WA
Permit # (s): 2004-0848
Client: Landsverk Quality Homes, Inc.
Original: Fv�
Engineer: Reed
Revised: El
Contractor: Landsverk Quality Homes, Inc.
FIELD DATA
(ASTM C31 and C172)
Air Temperature: 50 0 F Actual
Mix Proportions:
Weather: Cloudy
Ingredient
Weight (per cu.yd)
Product: Concrete
Coarse Aggregate 3/4"
1,603.0 lbs
Supplier: Rinker
Coarse Aggregate 3/8"
193.0 lbs
Ticket Number: 21575310
Fine Aggregate
1,396.0 lbs
MixDesign ID: 1334270
Water
233.0 lbs
Sample Temp. Initial Storage I Entrained Air
(ASTM C1064) 'I Temp. (ASTIVI C31) I (ASTM C231)
Fly Ash
Cement --Type I & 11
69.0 lbs
406.0 lbs
62 0 F NR 51 %
WRA
16.0 0Z
�mple(s) ReE'd I
Water/ Cement Rat o: _§I —um p (A —ST M d -14-3) 1 [§ —
A/E Admix
4.0 0Z
0.491 4-1/2" 11-3-04 lRequired Sfr—ength(f cy 1 3000
Psi @ 28 days
EP§a�c_e_ment Location an� �Ie s
Grade beams, pile cap and 2 deck post bases.
COMPRESSION TEST RESULTS
(ASTM C39, C1231, and C617 when applicable)
Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi)
Failure Code
1 11/2/2004 1 0003 — 7 F 94390
FiC27 I
..178299111/9/2004
____E78300 /30/20041 F1 28840 F6 x 12
72004 0003
FIF 12883=0 ::� x 1=2 F6.-00
11/2/2004 0003 7 301111/30/20041 28
[4 =56:0:
A
0003 1 8302 11/30/2�:Q:�4 _t30130 X12
11/2/2004 7- 0011
28 i7
4600
Remark:
inspector(s): Cheri Willett Reviewed by: 1-7
Tested by: Scott J Johnson
Timothy - B ckerle, P.E.
Branch Manager
NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std.
* NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded
information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc.
MTE Form # 150, Rev 3, 7-0
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FINAL PROJECT APPROVAL FORM
TO:
DATE:
MEMO TO: PERMIT COORDINATOR, BUILDING DIVISION
FROM: -FIRE DEPARTMENT DATE
PLEASE SIGN
JkX
2L_t��,ENGINEERING DIVISION DATE
LHASCSIGN
PLANNING DIVISION DATE
PLEASE SIGN
PROJECT— e��
SITE ADDRESS -
PERMIT #2 ADB# DATEINSPECTED
DESCRIPTION OF WORK TO BE INSPECTED r—
A field inspection was conducted to determine compliance with -approved plans. Final approval
denotes that there are no objections from the above signed Department to the release of
PERFORMANCE BONDS and the granting of:
-GRANT FINAL PROJECT APPROVAL
GRANT PROJECT APPROVAL WITH CONDITIONS NOTED
0 Copy of CONDITIONS given to owner/contractor by inspector
FAILED FINAL INSPECTION - OUTSTANDING ISSUES
0 Copy of CORRECTION NOTICE given to owner/contractor by inpector
2.
'I
R&INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL
Date SignatUre
1:tcm1):b1dg:fomis:ocaprv1 3/25/04
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RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
MS I Z)� a -Z?— oq---
SETBACKS .....................
FOUNDATION:
� x. i�� �%,
Footing ......................
Wall..........................
Pier/Porch .................
Retaining Wall ...........
Slab Insulation ..........
PLUMBING:
Underground .............
Rough -in ...................
Commercial Final ......
HEATING:
GasTest ....................
Gas Piping .................
Equipment ................. 40J L
Commercial Final .......
EXTERIOR SHEATHING
NAILING..........................
(y ��S
FRAMING........................
FIRST FLOOR FRAMING ...
INSULATION ...................
Floor Insulation .........
Wall Insulation ...........
Ceiling Insulation .......
SHEETROCK NAILING ...
SPECIAL INSPECTION ...
_\ _AI_ vy�
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
Side Sewer _L1,51 cfi
A/072F IVAIZ.F: 1;%6
1�6V Amout Paid $
�614 Iky d h1,4 77_L� 1Zec:.!,p4,,
?-IV74 /G/x� Date Lssued, 10) C7,.-r23
C-1
WaterMeterSize
Amount Paid zcolm
V000 i
I 7-\ I r) I
maw E-Ummasca
Tile initiais wrare mliton
Thonipson,a tempol'a"Y c011tl*,Ict A In C U n t pa:, d
inspector rol, tile City.
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