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IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
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ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE� ARISING DIRECTLY OR INDIRECTLY
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Recording Fee
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I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION
APPLICATION APPROVAL
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BUILDING DEPAMMENT
CITY OF EDMONDS
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GEOTECHNICAL ENGINEERING STUDY
PROPOSED SINGLE FAMILY RESIDENCE
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772X - 203RD STREET SW
EDMONDS, WASHINGTON
Project No. G-2174
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Prepared for
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Mr. Boyd Lybeck
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Jakes Development, LLC
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Bothell, WA 98021
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January 16,2006
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GEO GROUP NORTHWEST, INC.
13240 NE 20' Street, Suite 10
Bellevue, Washington 98005
Phone: (425) 649-8757
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Gootechnical Engineers, Geologists
Group Northwest, Inc. Environmental Scientists
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January 16, 2006 Project No. G-2174
Mr. Boyd Lybeck
Jakes Development, LLC
PMB 1135
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22833 Bothell -Everett Hwy
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Bothell, WA 98021
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Subject: GEOTECHNICAL F NGINEERING STUDY
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Proposed Single Family Residence
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772X - 203" Street SW
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Edmonds, Washington
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Dear Mr. Lybeck:
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GEO Group Northwest has prepared this geotechnical engineering study for the single family
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residence proposed on Lot 2 located immediately south of the existing house at 7726 - 203
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Street SW, Edmonds, Washington. The approximate location is shown on the Vicinity Map,
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Plate 1. The scope of work performed for this study included a visual reconnaissance ofthe site,
review of the area geologic map, evaluation of the subsurface conditions by excavating two test
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pits with a backhoe, probing of the site soils, engineering analysis, and preparation of this
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geotechnical report.
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SITE CONDITIONS AND SITE DESCRIPTION
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The subject lot is rectangular in shape, measuring approximately 100 feet east/west by 86.96 feet
north/soudi (8696 square feet in size), and the lot generally flat. Fir and cedar trees are located
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along the south and east property lines, and the lot is fenced. The two sheds shown on the Site
Plan have been removed. A 15 foot driveway easement is located on the cast side of the existing
7726 residence to the north, as shown on the Site Plan, Plate 2.
13240 NE 20th Street, Suite 10 Bellevue, Washington 98006
Phone 4251649-8767 FAX 4251649-8758
January 16,2006 G-2174
772X - 203rd Street SW, Edmonds, WA Page 2
PROPOSED SITE DEVELOPMENT
The footprint of the proposed home, approximately 1,350 square feet, will be located within the
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building setback lines shown on the Site Plan, Plate 2. We understand the proposed home will
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be a two-story wood -framed structure, with no basement, and a three car attached garage. The
house will have a crawl space and the three -car garage will have a slab -on -grade floor. Minimal
regrading of the lot is planned.
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SUBSURFACE CONDITIONS
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According to the "Geologic Map of the Edmonds East & Part of the Edmonds West
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Quadrangles, Washington" by James P. Minard, dated 1983, the project site is underlain by
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Glacial Till (Qvt), consisting of a very compact mixture of sand, silt, and gravel, with some
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cobbles and occasional boulders. The Glacial Till soils consist of a non -sorted compact to
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cemented mixture of sand, silt, clay, and gravel that was deposited directly by the advancing ice
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of the Puget Lobe of the Vashon glacier some 15,000 years ago.
We investigated the subsurface site conditions by observing the excavation of two test pits with a
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backhoe. The location of the test pits, TP- I and TP-2, are shown on the Site Plan, Plate 2. Test
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pit T?- I was located in the northwestern portion of the lot and encountered 4-inches of sod
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underlain by loose to medium dense brown to mottled silty Sand with gravel to a depth of 2.2
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feet (Weathered Till). Below 2.2 feet the soils consisted of very dense cemented Glacial Till,
that is described as a gray silty Sand with gravel. Test pit TP-2 was located in the southeastern
comer of the lot and encountered loose fill soil consisting of brown silty Sand with gravel to a
depth of 1.5 to 2 feet, underlain by loose Weathered Till to a depth of 4 feet. Below 4 feet the
soils consisted of very dense cemented Glacial Till. No groundwater seepage was encountered.
SEISMIC CONSIDERATIONS
Based on the soil conditions encountered, the site is seismically classified as Site Class C (very
dense soil and soft rock), in accordance with Table 1615.1.1 of the 2003 International Building
Code (IBC). The site is not liquefiable. No structural mitigation measures are required to
address liquefaction or lateral spreading phenomena.
GEO Group Northwest, Inc.
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January 16,2006 G-2174
772X - 203" Street SW, Edmonds, WA Page 3
DISCUSSIONS AND RECOMMENDATIONS
Based on the results of this study, it is our professional opinion that the site is geotechnically z
suitable for constructing the proposed residence and it can be supported on a conventional spread
footing foundation. The main geotechnical issues for the project include erosion control, site 0
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preparation, foundation soil bearing design criteria, subsurface drainage considerations, and
slibgrade preparation and structural fill requirements below foundations and the garage slab.
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SITE PREPARATION AND GENERAL EARTHwoRK
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Erosion Control Considerations
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Erosion control silt fencing should be installed around the construction area. The bottom ofthe
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fabric shou Id be buried and washed gravel placed against the base. During wet weather exposed
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soil should be protected with straw mulch and cut slopes protected with plastic sheeting. Ground
asphalt has been placed in the driveway and should be sufficient for the construction entrance
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provided the tracking of mud onto the street is mitigated.
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Cuts and Fills
Under no circumstances should temporary excavation slopes be greater than thelimits specified
in local, state and national government safety regulations. It is the responsibility of the
contractor to provide a safe work environment. Temporary cuts greater than f6ur feet in height
should be sloped at an inclination no steeper than IH: IV (Horizontal:Vertical). Steeper IH:6V
temporary cuts may be feasible in hard cemented glacial till soils, provided the stability of the
soils are evaluated by the geotechnical engineer at the time of excavation. The stability of
temporary cuts should be evaluated by the geotechnical engineer if groundwater seepage is
encountered. Based on the proposed location of the house, we do not anticipate that the
foundation excavation will encroach onto neighboring properties.
Permanent cut and fill slopes should be inclined no steeper than 2H: IV, Permanent 2H: IV fill
slopes should be compacted to a minimum of 90 percent ofthe materials maximum dry density.
GEO Group Northwest, Inc.
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January 16,2006 G-2174
772X - 203'd Street SW, Edmonds, WA Page 4
Permanent slopes of3H:lV, or less, are recommended ifthey are to be mowed and maintained.
Structural Fill
It is recommended that foundations extend down to the very dense cemented glacial till soils that
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underlie the lot. We anticipate that structural fill will be required below the garage slab,
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sidewalks, front porch, and rear deck/patio. Structural fill is defined as compacted engineered
fill soils used to support building foundation loads, floor slabs, patios, porches, retaining walls,
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sidewalks, and pavements. In general, soils containing silt are moisture sensitive and can be
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difficult to compact to structural fill compaction requirements depending on the material's
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moisture content and the time ofycar that construction takes place. The site soils contain an
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appreciable amount of silt and are not recommended to be used as structural fill during wet
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weather unless they are amended by treatment with Portland cement. Soils containing debris
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and/or rubble, if encountered, should not be used as structural fill.
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Structural fill should be placed at the material's optimum moisture content and in 10-inch thick
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lifts, or less. Under building foundations and slab -on -grade floors, structural fill should be
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compacted to a minimum of 95 percent of the materials maximum dry density, as determined by
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ASTM Test Designation D-1557 (Modified Proctor). Under pavements and sidewalks structural
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fill should be compacted to 90 percent, with the exception of the top 12-inches which should be
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compacted to 95 percent. Fill adjacent to foundations should be compacted to 90 percent (95
percent if supporting slabs, or structural elements).
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Foundations
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The new home may be supported on a conventional spread footing foundation. It is
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recommended that the foundation footing extend down to and be supported directly on the very
dense Glacial Till soils. If it is necessary to support the footings on structural fill, the structural
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fill must extend down to the dense glacial till and be compacted to 95% ofthe materials
maximum dry density. To properly transfer building loads to the bearing stratum, earthen
structural fill placed below footings should create a prism that extends out andbelow the footing
at 1 H: IV. The following foundation design criteria are applicable to spread footing foundations
that are supported as described above:
GEO Group Northwest, Inc.
January 16,2006 G-2174
772X - 203- Street SW, Edmonds, WA Page 5
Allowable bearing pressure, including all dead and live loads:
Dense site soils or structural fill 2,000 psf
Minimum depth to bottom of perimeter footing below
adjacent final exterior grade: 18 inches
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Minimum depth to bottom of interior
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footings below top of floor slab: 12 inches
Minimum width of wall footings: = 16 inches
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Minimum lateral dimension of column footings: = 24 inches
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Estimated post -construction settlement: = 1/4 inch
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A one-third increase in the above allowable bearing pressures can be used when considering
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short-term transitory wind or seismic loads. Lateral loads can also be resi sted by friction
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between the foundation and the supporting compacted fill subgrade or by passive earth pressure
foundations be
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acting on the buried portions of the foundations. For the latter, the must poured
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requirements of structural fill. Our recommended parameters are as follows:
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Passive Pressure (Lateral Resistance)
fluid for fill
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350 pcf equivalent weight site soils and structural
Coefficient of Friction (Friction Factor)
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0.35 for site soils and structural rill
Slab -on -Grade Floors
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Slab -on -grade floors should be supported on compacted engineered structural fill that extends
down to dense soils. Slab -on -grade floors should be placed on a capillary break to prevent
wicking of moisture through the slab. The capillary break should consist of a minimum of six
(6) inch thick free -draining layer of 1.5 inch minus gravel containing no more than five (5)
percent fines passing the No. 4 (1/4-inch) sieve.
GEO Group Northwest, Inc.
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January 16, 2006 G-2174
772X - 203'd Street SW, Edmonds, WA Page 6
To reduce water vapor transmission through the slab we recommend installing a 10-mil
reinforced vapor barrier between the capillary break and concrete floor slab, such as Moistop" by
Fortifiber Corporation. Two to four inches of sand maybe placed over the membrane for
protection during construction (optional).
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Drainage
If feasible, the finished ground of the site should be graded such that surface water is directed
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away from the building structure. During construction, water should not be allowed to stand in
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areas where footings, slabs, or pavements are to be constructed.
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It is recommended that a subsurface footing drain be installed around the perimeter foundation
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footing. The footing drain should consist of a four (4) inch minimum diameter, perforated, rigid
drain pipe laid at or near the bottom of the footing with a gradient sufficient to generate flow.
The drain line should be bedded on, surrounded by, and covered with a free -draining rock and
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the drain rock should be protected with geotextile filter fabric, such as Mirafl 140N, or
equivalent, as shown on Plate 3, Typical Footing Drain.
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Roof, yard, and other drain lines should not be connected to the footing drain system. The
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footing drain should be separately tightlined to the storm drain. We recommend that sufficient
cleanouts be installed at strategic locations to allow for periodic maintenance of the footing
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drains and roof down -spout tigh tli ne systems.
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Based on the subsurface conditions observed, surface water will infiltrate down into the sandy
weathered till surface soils and then sheet flow on top of the very dense cemented glacial till
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Infiltration ofrunofffrom impervious surfaces, such as the roof, is not recommended. It is
recommended that storm water runoff be directed to the storm drain system, if feasible.
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Driveway Subgrade
The adequacy of driveway pavements is strictly related to the condition of the underlying
subgrade. Ifthis is inadequate, no matter what pavement section is constructed, settlement or
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movement of the subgrade will be reflected up through the paving. In order to avoid this
I is
GEo Group Northwest, Inc.
January 16,2006 0-2174
772X - 203" Street SW, Edmonds, WA Page 7
PS situation, we recommend the subgrade be prepared by removing the topsoil and organics, then
compacting the underlying native soils with either a backhoe mounted hoe -pack or vibratory
drum roller. The subgrade should then be proof -rolled with a loaded dump truck. Areas of soft,
wet, or unstable subgrade should be removed and replaced with a granular structural fill or z
crushed rock. It is recommended that the geotechnical engineer observe the proof -roll and
-U:I: ': -A-4 t, A *I- ',served si- conditions
provide subgrade st za on recomme ons ase on e o
LIMITATIONS
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This report has been prepared for the specific application to the subject project. The findings
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and recommendations stated herein are based on our field observations, the subsurface
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conditions encountered in our site exploration, our experience, and judgement. The
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recommendations are our professional opinion derived in a manner consistent with the level of
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care and skill ordinarily exercised by other members of the profession currently practicing under
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similar conditions in this area and within the budget constraint. No warranty is expressed or
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implied, In the event that soil conditions vary during site work, GEO Group Northwest, Inc.
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should be notified and the recommendations herein re-evaluated, and where necessary, be
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revised. GEo Group Northwest, Inc. should be retained to review the final design plans to
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confirm the validity of the recommendations contained in this report if there are significant
changes to the project as described herein.
PLAN REVIEW AND CONSTRUCTION MONITORING
It is recommended that we be retained to perform a general review of the final design and
specifications to verify that the earthwork, foundation, and other recommendations have been
properly interpreted and implemented in the design and engineering plan documents.
It is recommended that we be retained to provide geotcchnical monitoring services during
construction. This will allow us to confirm that the subsurface conditions are consistent with
those described in this report and allow design changes in the event subsurface conditions differ
from those anticipated prior to the start of construction. It will allow us to evaluate whether the
gcotechnical aspects of the construction activities conform to the contract plans and
GEo Group Northwest, Inc.
To
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January 16, 2006
G-2174
772X - 203" Street SW, Edmonds, WA
Page 8
specifications.
Please contact us ifyou have any questions regarding this report or if additional infonnation is
needed.
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Sincerely,
GEo Group Northwest, Inc.
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Wade J. Lassey
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Engineering Geologist
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William Chang, P.E�F�
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Principal
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Attachments:
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Illustrations Plate I - Vicinity Map
rE-XPIRES' 2/19/W I
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Plate 2 - Site Plan
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Plate 3 - Typical Footing Drain Detail
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Appendix A Test Pit Logs
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GEo Group Northwest, Inc.
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il I �00' 2000'
Approximate Scale: I inch 000 feet
7300
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Vicinity Map
iwest, Inc. 772X - 203RD STREET SW
ftl. & EDMONDS, WASHINGTON
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EDMON'
EX. SSMH
RIM=420.66
S" TM
IE (E)=411 29 El. 1�2.11
IE (W)-411.25 MNL,/ SET REBAR W1 TRAVERSE CAP
IE (N)-410.79 u
EX, SSMH EX. SDMH
RIA4=420.62 RIM=420.81
IE (E)�411.42 IF 6" PVC (S)=416.34
IE 12" RCP (NE)=413.61
IE (W)=411.58
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RIM=420 84
JE 6"IPVC (,N =4 IiB4 16- CEDAR� 203Rff ST S
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EXISTING CURB (MV
9", 1 1'� 14* CEDAR ---- -- I
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10". 12", - 13' C R �lz FENCE 0.2* W
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PINE 29' 111? (MR)
EX.
DRIVEWj Y 12' vc
-A - 1950 SF oelt
ESM'T ARE
------ ------
EX. HOUSE F, 1,050 SF 15' DRKWAY ji* gv-
I EASEMENT
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DECJK� PROPOSED
THICKENED EDGE
7.94 1. SFR 17726
FF=425.97 3' CLF
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cp LEAN -TOO GAP4GE
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HOUSE
#7718
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AAREA, - $696 SF SHED (mv
24' PW�"
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27" nR'
19 fOR
SHED
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7" FIR 9 *'FIW'
5.3BL7.5' BSIL.3 FR -
FENCE 1.5' W 16' 22- CEI14�
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a v , 9 &'-,1 CEDAR I I' FIR FENCE DO E
MON W1 B) 2
?OKEN TOP
a 2 CDR J
RETAINING WALL
ILEWOOD
'ROVE
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NO.3 _. ;0 RS EDGE�OOD eep
MANOR
p EY NOTES:
TUj�F HAS BEEN PREPARED FOR THE EXCLUSrvr USE OF PARRES
a AMES APPEAR HEREON ONLY, AND WES NOT MEND TO ANY
THIRD PARRES WMIT EXPRESS RECERTFKATION BY THE IANO
yaW UnEs SHOWN AND CORNERS SET REPRESENT DEED LOCAPON,
lip LINES MAY VARY No GuARAM of OWNERSHIP IS EXPRESSED
10, THIS SURVEY WAS PERFORMED WHHOUT THE BENUIT OF A RILE
AND DOES NOT RP SHWOW SEUM. RqjlCnONS.OF
TIONS. AND O'C PU , OR' To Uaa USE
)PERTY. UPA ON WHICH Y%C&
NOT TO SCALE
NOTES:
1.) Footing drain: Do not replace rigid PVC pipe with flexible corrugated plastic pipe.
Perforated PVc should be tight jointed and laid with perforations down, with
positive gradient to discharge. Do not connect roof downspout or other
drains into the footing drain lines,
2.) Structural Fill
compacted to 900/a of maximum dry density based on Modified Proctor (ASTM- DI 157),
with the top 12-inches compacted to 95% of maximum dry density. Fill below footings
and floor slabs to be compacted to a minimum of 95% of maximum dry density.
TYPICAL FOOTING DRAIN DETAIL
Group Northwest, Inc. 772X - 203RD STREET SW
c�t�hnical rmoneem. Gw�gWs, & EDMONDS, WASHINGTON
_OL�-A., �W CHKD _)YC. JOB N ATE 3
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�colen Firighton a sgi man
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Standard 3il luo mpany of' ";jlifornia, a corp and Standard Gasoline.
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ComDany' a Corr
Fp aces hrby grant to sD---same as in file
to erect� maintain, ooerate, repa ir,
water or other substancesi
renew, add to ,,, remove telegr&ph or telephone lines, & aPpur throf,
w the right of ingress---
'Nie . 1,yi ft of the E 655 ft of the S 237 ft of the S1,
19-27-4)WId
of tile NE-q of sec 19-27-4E(SM of the N E-1 of sec
5d lines shall be laid, constructed kjor erected within
of land 33 ft in width, lying nll with, Nly of & immed
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a strii
sdj to the Sly bdy ln of the above dese land of grantor.
.,7�d land shall extend fr the �Ay bd; 111 to tile
Ely briv ln of sd land of grantor.
1,d lines--
i
Whr ad land-- 1k,
Grantees shall --
Grantor reserves --
Grantees hrb , ae:ree--
The r)rov--
1 wit xon ok on 4/8/53 bef Jess C. Bell
res at Everett
Consent not signed
RE Sales Tax amt pd rec 10 4/30/53 Verne Sievers SOT
by Joe Stone,Der
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�Fld b�r SCTO a
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RECEIVED
T;
JAN 2 0 '22`5*
DEVELOPMENT SERvicEs C'rR.
On OF EDMONDS
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Thomas WFrfWF' zi 7fhg5k-:�erson; Ervin G. Kearn, a single person
R. L. Van Dla; and Virginia Van Dlao, h and w; Richard E. Riobk�r
and Florence M. Richter, h and w, Fred Keely and Spphia 3,
Keely, h and w, Harold Gayman and Clara Garman, h and w.
to
the County of Snoho�mish, S1W,
fps of benefits t�, accrueto them by reason of laying out and
establishing a public rd through their prty and wh Is hraft dose
cy uel ardqo to the sp for the use of the public forever all int
in the fd)216, viz;
U1_a N20ftof the S 237ftof the S 474ftof the SE-2rof
th
V e NE - of see 19x twp 27 N.R. 4 EM4.
sit is C/Sj S/W, Sd gtra do hrby waive and relinquish all claims
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of damage oausedor arising by reason of tholaying out and as-
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tablishing of public rd upon the prty brin eyd.
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Richard E. Richter
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Florence M. Richton.
R. L. Van Dlac
Virginia Van Dlao
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Thos, Walker
IrRvIn G. Rearn
Fred Kosly
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Sophia S. Neely
Harold Gayman
Clara Gaymen
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Ack is 31W, C/3, on 3/10/48 by g9od Keely and Sophia S. Neelyj
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Van Dlae and
Harold Go Yman and Clara Cayman R. L Virginia V=
Dlac, and ;homes Walkerb.f �fkr.n.. F. Adems, up in and for t)D
C;cn
M�O
resid'at 1vt, no com. ex 9/5/50.
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Ack is SA, C/King, on 3/12/4B by Ervin G. Kearn ... bef E.
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Anderson, np in and for the SAI, resid at Stl, no oom, ex 2/10/51.
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Ack is S/W, C/S, on 10/4/47 by Richard E. Richber ard Florence/////
M. Richtery ... bef Cl or once E. Adams, np in end for the S7r;—
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resid at Evt, ns com ex 915/50., Fld by and ret to Sao. Co. Engra
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Approved 3/15/48, Ray S. Farrell, Chairman iftoard of Coumt7 G.-om.
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Height Calculation Worksheet
Date
Permit Number
Address —7-7d2F ;t03"O'5�-3W
Inspector
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Average Grade
Max Height (2� �+Ave.)____�
Actual Height (A+B+Q
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Elevation of transit above Daturn (B)
Daturn A r-,Icva tion (A) 33
1/temp/builditig/fonils/ficiglit worksheet
� � I , . , '11- 1 -
DEPARTMENT OF BUILDINGS
PER INTERNATIONAL RESIDENTIAL CODE SECTION R110
AT: 7724 — 203' St SW Building Permit #: 2006-0070
Occupancy established by this certificate:
R3 Dwelling Units:
No. Stories: 2 Basement: N/A
Type of Construction: VB
Owner of building: Ly trio an cl� a , pproved complying with the requirements of the
ZO_O3 edition of the International Residential Code Aa!;aU0&&by ttile,411 Jdrthwgroulyind division of occupancy and the use for which
the proposed occupancy Is classified.
Issued this 31" day of August, 2006
Chief Building Official
By:_
Any change of occupancy or use requires a building permit and anew Certificate of Occupancy issued by the City of Edmonds Building Official.
Permit Inspection Details
Permit: BLD20060070
PERM IT
1061�-iE.�'r�osionCordi6ilMO61iii6tilo',
On jet
"Y'
08102/2006 Ed 30
Y
Total Time:
30
1013 � EuStonn'Tightlin
C I—
omp, qf�
08/02/2006 Ed 30
Total Time:
30
ew 1!11llairt�lna I" "
1025 -1�-S 6r. Later, PA(4 on k�
"Corn ?
. ... .
63/07/2006 ih 30
Y
Total Time:
30
103311'-�E rSi k 16,M or. a -ik
Vito ce eter;2
pte
a
06101/2006 Ed 30 N�'ds ground @ hse
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08/31/2006 Ed 30
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Total Time:
60
, C ontp!
06i()21�666 Ed 30 Failed. WSL need go @ hse, dwy need to go in,
backyard needs some straw or something
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for the dry $0,
08/31/2006 Ed 30
y
Total Time:
60
corn
-Y
02123/2006 MS 20 PER STRUNG PROPERTY LINES
y
Total Tim.
20
I i B�footlngs.,
Corn Ple
,y
0 212312006 MS 20 PRO V ED
Y
Total Time:
20
1116. B-F6undatlon Wall
Y"
021281i006 M6 20 APPROVED
Y
Total Time:
20
1118 - Mlab Insulation
c6niptlitaT
Y,
03 /06/2006 MS 20 APPROVED
Y
Total Time:
20
I I 2d - B-Pl lorib Ground Work
Corn
''Plot
y
6/20/2006 MS 20 APPROVED
Y
Total Time:
20
1126:43-Plurnto R oughtn
Coinplaie?
04121/2006 MS 25 APPROVED
y
Total Time:
25
1128 - B-Gas TestlPlige
Complete?
0510312006 MS 20 APPROVED
y
Total Time:
20
1132 - B-Exterlor Sheathing
Complete?,
Y
04/13/2006 JR 30 APPROVED
y
Total Time:
30
1136 - B�Shear Nailing
Complete?
'y
05/2212006 MS 25 APPROVED
Y
Total Time:
25
1140 - B-Height VeriflCatiOn
complete?
Y�
05/22i2OO6 MS 30 APPROVED
y
Total Time:
30
7/8/2009 8:50:42 AM
Page I of 2
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0512212006 M� 30 APPROVED
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Total Time: 30
-0,
05/2412006 MS 20 APPROVED
y
Total Time: 20
Iiiisillitl do Pi 06
05/2412006 MS 20 APPROVED
y
Total Time: 20
A-
6li��1/2006� MS' 20 APPROVED
y
Total Time: 20
fit 61i Nat 11
N� A
06/0812006 MIS 20 APPROVED
y
Total Time: 20
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0813112006 MS 25 FINALAPPROVED
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Total Time: 25
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11100
Total Inspections: 23
Total Time: 575
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Page 2 of 2
7/8/2009 8:50:42 AM
RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
SETBACKS ............
FOUNDATION:
Footing .....................
C el,
wall..........................
Pier/Porch ............
Retaining Wall ...........
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Stab Insulation ..........
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PLUMBING:
V"
Underground ...........
ms
Rough -In ... . ............
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Commercial Final
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HEATING:
0
Gas Test ...................
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Gas Piping .................
Equipment ...........
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Commercial Final
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EXTERIOR SHEATHING
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NAILING .................
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FRAMING .................
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FIRST FLOOR FRAMING
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INSULATION ...................
Floor Insulation
Wall Insulation ...........
Ceiling Insulation
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SHEETROCK NAILING
SP NSPECTION
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MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ...............
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AmeentFWd$ —ReMptill—
Date hSUed_.._rxPIrCS_