BLD2018-1098RESIDENTIAL BLDG Permit
. ....
City of Edmond's
VR 11 NUM
M
121 Sth Ave N, Edmonds --WA
98020-
BtD2018-109*8 i
www.edmondswa.gov / 425.771.0220
Type: RESIDENTIAL BLDG
Owner/ Business: LOT# 1 CHUNG tatus:,ISSUED
S
Subtype: NEW SINGLE FAMILY
Parcel No: 00745300000500 Site Address: 721 EDMONDS WAY EDMONDS,WA 9862-05ii5—'
—Applied;,11/8/2018
Subdivision: 003900, 007453
Lot:
Issued: 6/22/2021
Fire Sprinklers: Yes Lot
Area: 35 Zoning: BP
Final:
Valuation: $312,810.76 Occupancy Type: R-3 Construction
Type: VB
Expiration Date: 6/y4'022
Code Edition: 2015 No. Stories: 2 # of Dwelling
Units: 1
Issued by: NED
Scope of Work: CHUNG LOT 1 NEW SINGLE FAMILY RESIDENCE
WA State Contractor L & I #: MCLEOEL916PW City of Edmonds Business License #: 602454996-001-0001
CONTACTS
NAME TYPE NAME
ADDRESS
PHONE
EMAIL
SUI H & LAI S/CHUNG STEPH 18321 3RD AVE SW, SHORELINE
APPLICANT
CHUNG
WA 98177
(206)708-5538
THOMASCHUNG_1999@YAHOO.COM
CONTRACTOR MCLEOD ENTERPRISES
LLC 8517 S 114TH ST, SEATTLE WA
98178
OWNER LOT # 1 CHUNG
18321 3RD AVESW, SHORELINE
(2a6)708-5538
THOMASCHUNG 1999@YAHOO.COM
WA 98177
1
1 -
FEE
INFORMATION
DESCRIPTION
ACCOUNT
AMOUNT
PAID
PAID DATE
RECEIPT #
B-BUILDING PERMIT FEE
001.000.322.10.000.00
$2,378.00
$2,378.00
6/22/21
R13076
B-BUILDING PLAN REVIEW FEE
001.000.345.83.000.00
$1,937.00
$1,937.00
11/8/18
REC074748
B-MECHANICAL PERMIT FEE
001.000.322.10.000.00
$120.00
$120.00
6/22/21
R13076
B-PLUMBING PERMIT FEE
001.000.322.10.000.00
$310.00
$310.00
6/22/21
R13076
B-ROCKERY/RETAINING WALL
PERMIT FEE
001.000.322.10.000.00
$150.00
$150.00
6/22/21
R13076
B-STATE BUILDING CODE
001.000.237.150
$6.50
$6.50
6/22/21
R13076
SURCHARGE
ENGINEERING INSPECTION FEE
001.000.341.82.000.00
$900.00
$900.00
6/22/21
R13076
STORMWATER ENGINEER REVIEW
001.000.341.82.000.00
$65.00
$65.00
6/22/21
R13076
FEE
STORMWATER ENGINEER REVIEW
001.000.341.82.000.00
$130.00
$130.00
6/22/21
R13076
FEE
STORMWATER ENGINEER REVIEW
001.000.341.82.000.00
$360.00
$360.00
6/22/21
R13076
FEE
STORMWATER GENERAL FACILITY
422.000.379.00.000.00
$799.00
$799.00
6/22/21
R13076
CHARGE SFR OVER 5000
X-TECHNOLOGY FEE
001.000.321.99.100.00
$35.00
$35.00
1 6/22/21
1 R13076
TOTALS: $7,190.50
$7,190.50
CONDITIONS
CONDITION TYPE
STATUS I
NOTES
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RESIDENTIAL BLDG Permit
City of Edmonds PERMIT NUMBER
121 Sth Ave N, Edmonds WA 98020 BLD2018-1098
www.edmondswa.gov 1425.771.0220
48 HIRS NOTICE-ENGR FINAL
FOR 48 Hours notice is required when requesting your FINAL engineering inspection.
INFORMATION
Damage to Frontage
Applicant shall repair/replace all damage to utilities or frontage improvements in City
Improvments
right-of-way per City standards that is caused by or occurs during the permitted project.
Electrical Permit
Obtain Electrical Permit from State Department of Labor & Industries. 42S-290-1309
ESC REQUIRED
FOR
INFORMATION
MAINTAIN EROSION & SEDIMENT CONTROL PER CITY SFANDARDS
Expansion Tank
In addition to the required pressure/relief valve, an approved listed expansion tank shall
be installed on all hot water tanks. Per UPC 608.
Approval of this foundation design is conditional subject to inspection of existing site soil
conditions.
Foundation Bearing
Retaining Walls must be designed and constructed to resist the lateral pressure of the
retained material.
Provisions must be made for the control and drainage cf surface water around buildings.
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests,
agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its
Hold Harmless
officials, employees, and agents from any and all claims for damages of whatever nature,
arising directly or indirectly from the issuance for this permit. Issuance of this permit shall
not be deemed to modify, waive or reduce any requirements of any City ordinance nor
limit in any way the City's ability to enforce any ordinance provision.
Hose Bibbs
Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon
device installed.
INSPECTION PRIOR TO BACKFILL
FOR
INFORMATION
Call for all required inspections. All work shall be inspected prior to backfill.
Lot Lines Staked
Lot line stakes must be in place at the time of foundation/setback inspection.
Installation, use and maintenance of equipment and components shall be per
Manufacturer's Specs
manufacturer's specifications, installation instructions, and applicable state codes.
Provide manufacture's installation instructions on site for Building Inspector.
Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the
datum point and the point of average grade. Call for inspection to verify. These items
Maximum Height
must be consistent with the approved plan. If the proposed height of a building (as
shown on the plans) is within 12 inches of the maximum height permitted for the zone an
elevation survey is required.
Final approval an a project or final occupancy approval must be granted by the Building
Occupancy
Official prior to use or occupancy of the building or structure. Check the job card for all
required City inspections including final project approva�� and final occupancy inspections.
OVWSD WATER LINE/METER
FOR
This property falls within the Olympic View Water and Sewer District. Contact Olympic
INFORMATION
View for specific water line and/or water meter information.
Any request for alternate design, modification, variance or other administrative deviation
(hereinafter "variance") from adopted codes, arclinance-,� or policies must be specifically
requested in writing and be called out and identified. Processing fees for such request
shall be established by Council and shall be paid upon submittal and are non-refundable.
Permit Disclaimer
Approval of any plat or plan containing provisions which do not comply with city code
and for which a variance has not been specifically identillied, requested and considered
by the appropriate city official in accordance with the aporopriate provision of city code
I
I or state law does not approve any items not to code specification.
PRV Required
I ---tshutoff.
Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water
P"
Printed: Tuesday, June 22, 20211:49:50 PIVI 2 of 4
0
11,11 11111IRl 111111,11111111II1101,11111
I To.,
Sound/Noise originating from temporary construction sites as a result of construction
activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of
Sound/Noise
7:00arn to 6:00prn on weekdays and 10:00am and 6:00prn on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction
sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has
been granted pursuant to ECC 5.30.120.
SPECIAL INSPECTIONS
FOR
Special inspections have been called for on this project and are noted on the approved
ENGINEERING
INFORMATION
civil plans. It is the owner and or contractors responsibility to ensure that reports are
provided to the Engineering Division on a weekly basis.
UNDERGROUND UTILITY
FOR
LOCATES
INFORMATION
Call for locates of underground utilities prior to any excavation.
Underground Wiring
All new, extended, re -built or relocated electrical utility and/or service shall be placed
underground.
Vent Connectors
Type B or L vent connectors required on fuel -burning appliances passing through
unheated spaces. Per IMC 803.2
City approved plastic piping may be used in water service piping provided that where
metal water service piping is used for electrical grounding purposes, replacement piping
Water Service Piping
shall be of like materials (UPC 604.8). A state electrical permit and inspection is required
if electrical grounding is altered, removed, improved, or added. Contact State Dept. of
Labor & Industries Electrical Division at 425-290-1400.
Water Service Shutoff
Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it
enters the building.
installer shall provide the manufacturer's installation, operating instructions, and a whole
Whole House Fan
house ventilation system operation description. A label shall be affixed to the whole
I I
I
house timer control that reads "Whole House Ventilation" (see operating instructions).
INSPECTIONS
- Schedule Online at: bitpsi/inspecti-on..MvBuildingPe-rmit.com
7,
F0
"`7
MOID
B-2 FOOTINGS
B-2 FOUNDATION WALL
B-2 RETAINING WALL
B-2 SLAB INSULATION
B-3 GAS PIPING TEST
B-3 MECH ROUGH IN
B-3 PLUMB ROUGH IN
B-3 ROOF SHEATHING
B-3 UNDERFLR FRAMING
B-4 DRYWALL FASTENING
B-4 FRAMING
B-4 HEIGHT VERIFICATION
B-5 INSULATION ENERGY
A-1 BUILDING PRECON
8-1SETBACKS
B-3 STUCCO
B-4 INTERIOR SHEAR
Printed: Tuesday, June 22, 20211:49:50 PM 3 of 4
k,
X-3 BUILDING FINAL"
RESIDENTIAL
121 5th
www.edmondswa.gov
BLDG Permit
City of Edmonds PERMIT NUMBER
Ave N, Edmonds WA 98020 BLD2018-1098
425.771.0220
B-7 BUILDING OTHER INSP
B-7 BUILDING OTHER INSP
E-5 DRIVEWAY SLOPE
A-1 TESC AND MOBILIZE
X-2 ENGINEERING FINAL
E-4 WATER SERVICE LINE
E-3 STRM TIGHTLINE
E-3 STRM MGMT FACILITY
E-3 STRM FOOTING DRAIN
E-3 STRM CONVEYANCE
E-3 STRM PERVIOUS
SURFACES
E-9 COMPOST AMEND
E-9 PROJECT ASBUILTS
E-3 STRM COVENANT
Printed: Tuesday, June 22, 20211:49:50 PM 4 of 4
a
South Sound Gkotechnical Consulting
April 10, 2018
Beyler Consulting, LLC
5920— 1 001h Street SW, Suite 25
Lakewood, WA 98499
Attention: Ms. Monica Koehl
Subject: Geotechnical Engineering Report
Chung - 721 Edmonds Way Short Plat
Edmonds, Washington
SSGC Project No. 18025
Mr. Koehl,
South Sound Geotechnical Consulting (SSGC) has completed a geotechnical assessment for the proposed
short plat at 721 Edmonds Way in Edmonds, Washington, Our services have been completed in general
conformance with our proposal P18021 (dated March 5, 2018) and authorized per signature of our
services agreement. Our evaluation included completion of two test pits and one infiltration test on the
property, laboratory testing, engineering analyses, and preparation of this report.
PROJECT INFORMATION
Development plans include subdividing the existing property at 721 Edmonds Way into three individual
single family lots. An existing residence is on the property and will be removed. We anticipate new
residences will be supported on conventional spread footing foundations with slab -on -grade concrete
garage floors. Access to the new lots will be from Edmonds Way. Stormwater control will utilize
infiltration facilities.
SITE CONDITIONS
The project property is on the east side of Edmonds Way. The existing residence is located in the
approximate center of the site with surrounding landscape lawn and access drives. Elevation across the
site rises gently to the east from street level, with an elevation change of about 6 (+/-) feet.
SUBSURFACE CONDITIONS
Subsurface conditions were characterized by completing two (2) test pits and one Pilot Infiltration Test
(PIT) on the site on March 22, 2018. Excavations were advanced to final depths between about 10 and
12 feet below existing ground surface. Approximate locations of the explorations are shown on Figure 1,
Exploration Plan. Logs of the test pits are provided in Appendix A. A summary description of observed
subgrade conditions is provided below.
1118;' Mlliq-1:4 1A
NOV 0 8 2018
DEVELOPMENT SERVICES
COUNTER
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
6%TM-
Soil Conditions
Surface topsoil was observed in the test pits and ranged in depth from about 6 inches to I foot.
Silty sand with occasional gravel and cobbles was observed below the topsoil and extended to
depths between about 1.5 and 3.5 feet. This soil was in a loose to medium dense condition.
Below this sand was fine to medium sand with trace silt. It was also in a loose to medium dense
condition and extended to the termination depth of the test pits.
Groundwater Conditions
Groundwater was not observed in the test pits at the time of excavation. Additionally, no
evidence of perched groundwater (e.g. mottling) was observed to the depths explored. We expect
the permanent groundwater table to be at depth which will not adversely affect the planned
development. Groundwater levels will fluctuate due to seasonal precipitation variations and on -
and off -site drainage patterns.
Geologic Setting
Soils. within the project area have been classified by the NRCS soil map of Snohomish County,
Washington. Surface soils are mapped as Everett very gravelly sandy loam. Everett soils
reportedly formed in glacial outwash. Native soils in the test pits generally conform to the
mapped soil type.
GEOTECHNICAL DESIGN CONSIDERATIONS
Planned development is considered feasible based on observed soil conditions in the test pits. Properly
prepared native soils can be used for support of conventional spread footing foundations, floor slabs, and
pavements.
Infiltration to assist in stormwater control is considered feasible at this site. Outwash soils should support
conventional infiltration facilities. Groundwater or restrictive soil layers were not observed to a depth of
12 feet below existing ground surface in the test pits.
Recommendations presented in the following sections should be considered general and may require
modifications when earthwork and grading occur. They are based upon the subsurface conditions
observed in the test pits and the assumption that finish site grades will be similar to existing grades. It
should be noted subsurface conditions across the site may vary from those depicted on the exploration
logs and can change with time. Therefore, proper site preparation will depend upon the weather and soil
conditions encountered at the time of construction. We recommend SSGC review final plans and further
assess subgrade conditions at the time of construction, as warranted.
4"T'.
PJ
Geotechnical Engineering Report SSGC
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
General Site Preparation
Site grading and earthwork should include procedures to control surface water runoff. Grading the site
without adequate drainage control measures may negatively impact site soils, resulting in increased export
of impacted soil and import of fill materials, thereby potentially increasing the cost of the earthwork and
subgrade preparation phases of the project.
Site grading should include removal (stripping) of topsoil and any fill encountered, or very loose or soft
soils in building and pavement areas. Subgrades should consist of firm, undisturbed native soils
following stripping. Stripping depths are expected to average around I to 1.5 feet., but may be locally
deeper or shallower depending on previous site development act ivities.
General Subgrade Preparation
Subgrades in building footprints should consist of firm, undisturbed native soil. We recommend exposed
subgrades in building and conventional pavement areas are proofrolled using a large roller, loaded dump
truck, or other mechanical equipment to assess subgrade conditions following stripping. Proofrolling
efforts should result in the upper I foot of subgrade soils in building and conventional pavement areas
achieving a compaction level of at least 95 percent of the maximum dry density (NIDD) per the ASTM
131557 test method. Wet, loose, or soft subgrades that cannot achieve this compaction level should be
removed (over -excavated) and replaced with structural fill. The depth of over -excavation should be based
on soil conditions at the time of construction. A representative of SSGC should be present to assess
subgrade conditions during proofrolling.
Grading and Drainage
Positive drainage should be provided during construction and maintained throughout the life of the
development. Allowing surface water into cut or fill areas, utility trenches, and building footprints should
be prevented.
Structural Fill Materials
The suitability of soil for use as structural fill will depend on the gradation and moisture content of the
soil when it is placed. Soils with higher fines content (soil fraction passing the U.S. No. 200 sieve) will
become sensitive with higher moisture content. It is often difficult to achieve adequate compaction if soil
moisture is outside of optimum ranges for soils that contain more than about 5 perceni fines.
Site Soils: Topsoil is not considered suitable as structural fill. Native soils observed could be
suitable for use as structural fill provided they can be moisture conditioned to within optimal
ranges. Native soils have some fines which may make them moisture sensitive and difficult to
use as structural fill, if wet. Optimum moisture is considered within about +/- 2 percent of the
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
=014
moisture content required to achieve the maximum density per the ASTM D-I 557 test method. If
moisture content is higher or lower than optimum, soils would need to be dried or wetted prior to
placement as structural fill.
Import Fill Materials: We recommend import structural fill placed during dry weather consist of
material which meets the specifications for Gravel Borrow as described in Section 9-03.14(l) of
the 2016 Washington State Department of Transportation (WSDOT) Specifications for Road,
Bridge, and Municipal Construction (Publication M 41 -10). Gravel Borrow should be protected
from disturbance if exposed to wet conditions after placement.
During wet weather, or for backfill on wet subgrades, import soil suitable for compaction in
wetter conditions should be provided. Imported fill for use in wet conditions should conform to
specifications for Select Borrow as described in Section 9-03.14(2), or Crushed Surfacing per
Section 9-03.9(3) of the 2016 WSDOT M-41 manual, with the modification that a maximum of 5
percent by weight shall pass the U.S. No. 200 sieve for these soil types.
Structural fill placement and compaction is weather -dependent. Delays due to inclement weather
are common, even when using select granular fill. We recommend site grading and earthwork be
scheduled for the drier months of the year. Structural fill should not consist of frozen material.
Structural Fill Placement
We recommend structural fill is placed in lifts not exceeding about 10 inches in loose measure. It may be
necessary to adjust lift thickness based on site and fill conditions during placement and compaction. Finer
grained soil used as structural fill and/or lighter weight compaction equipment may require significantly
thinner lifts to attain required compaction levels. Coarser granular soil with lower fines contents could
potentially be placed in thicker lifts if they can be adequately compacted. Structural fill should be
compacted to attain the recommended levels presented in Table 1, Compaction Criteria.
Table 1. Compaction Criteria
S4
Footing areas
95%
I Upper 2 feet in pavement areas, slabs and sidewalks, and utility trenches 1 95% 1
Below 2 feet in pavement areas, slabs and sidewalks, and utility trenches 1 92%
I Utility trenches or general fill in non -paved or -building areas 1 90% 1
the. AcTM D 1 �57 teqt method
Trench backfill within about 2 feet of utility lines shouW not be over -compacted to reduce the risk of
damage to the line. In some instances the top'of the utility line may be within 2 feet of the surface.
Backfill in these circumstances should be compacted to a firm and unyielding condition.
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
SSGC
We recommend fill procedures include maintaining grades that promote drainage and do not allow
ponding of water within the fill area. The contractor should protect compacted fill subgrades from
disturbance during wet weather. In the event of rain during structural fill placement, the exposed fill
surface should be allowed to dry prior to placement of additional fill. Alternatively, the wet soil can be
removed. We recommend consideration is given to protecting haul routes and other high traffic areas
with free -draining granular fill material (i.e. sand and gravel containing less than 5 percent fines) or
quarry spalls to reduce the potential for disturbance to the subgrade during inclement weather.
Earthwork Procedures
Conventional earthmoving equipment should be suitable for earthwork at this site. Earthwork may be
difficult during periods of wet weather or if elevated soil moisture is present. Excavated site soils may
not be suitable as structural fill depending on the soil moisture content and weather conditions at the time
of earthwork. If soils are stockpiled and wet weather is anticipated, the stockpile should be protected with
securely anchored plastic sheeting. If stockpiled soils become wet and unusable, it may become
necessary to import clean, granular soils to complete wet weather site work.
Wet or disturbed subgrade soils should be over -excavated to expose firm, non -yielding, non -organic soils
and backfilled with compacted structural fill. We recommend the earthwork portion of this project be
completed during extended periods of dry weather. If earthwork is completed during the wet season
(typically October through May) it may be necessary to take extra measures to protect subgrade soils.
If earthwork takes place during freezing conditions, we recommend exposed subgrades are allowed to
thaw and re -compacted prior to placing subsequent lifts of structural fill. Alternatively, the frozen soil
can be removed to unfrozen soil and replaced with structural fill.
The contractor is responsible for designing and constructing stable, temporary excavations (including
utility trenches) as required to maintain stability of excavation sides and bottoms. Excavations should be
sloped or shored in the interest of safety following local and federal regulations, including current OSHA
excavation and trench safety standards. Temporary excavation cuts should be sloped at inclinations of
1.5H: IV (Horizontal:Vertical) or flatter, unless the contractor can demonstrate the safety of steeper cut
slopes. Permanent cut and fill slopes should be graded at inclinations of 2HAV, or flatter, with
appropriate erosion control measures implemented.
A qualified geotechnical engineer and materials testing firm should be retained during the construction
phase of the project to observe earthwork operations and to perform necessary tests and observations
during subgrade preparation, placement and compaction of structural fill, and backfilling of excavations.
k'
Geotechnical Engineering Report SSGC
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
Foundations
Foundations can be placed on native subgrade soils or on a zone of structural fill above prepared
subgrades as described in this report. The following recommendations are for conventional spread
footing foundations:
Bearing, Capacity (net allowable)- 2,500 pounds per square foot (psf) for footings
supported on firm native soils or structural fill over
native subgrades prepared as described in this report.
Footing Width (Minimum): 18 inches (Strip)
24 inches (Column)
Embedment Depth (Minimum): 18 inches (Exterior)
12 inches (interior)
Settlement: Total: < I inch
Differential: < 1/2 inch (over 30 feet)
Allowable Lateral Passive Resistance: 325 psf/ft* (below 12 inches)
Allowable Coefficient of Friction: 0.40*
* These values include a factor of safety of approximately I.S.
The net allowable bearing pressures presented above may be increased by one-third to resist transient,
dynamic loads such as wind or seismic forces. Lateral resistance to footings should be ignored in the
upper 12-inches from exterior finish grade unless restricted.
Foundation Construction Considerations
All foundation subgrades should be free of water and loose soil prior to placing concrete, and
should be prepared as recommended in this report. Concrete should be placed soon after
excavating and compaction to reduce disturbance to bearing soils. Should soils at foundation
level become excessively dry, disturbed, saturated, or frozen, the affected soil should be removed
prior to placing concrete. We recommend SSGC observe all foundation subgrades prior to
placement of concrete.
Foundation Drainage
Ground surface adjacent foundations should be sloped away to facilitate drainage. We recommend
footing drains are installed around perimeter footings. Footing drains should include a minimum 4-
inch diameter perforated rigid plastic or metal drain line installed along the exterior base of the
footing. The perforated drain lines should be connected to a tight line pipe that discharges to an
approved storm drain receptor. The drain line should be surrounded by a zone of clean, free -draining
6
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
SSGC
granular material having less than 5 percent passing the No. 200 sieve or meeting the requirements of
section 9-03.12(2) "Gravel Backfill for Walls" in the 2016 WSDOT Standard Specifications for
Road, Bridge, and Municipal Construction manual (M41 -10). The free -draining aggregate zone
should be at least 12 inches wide and wrapped in filter fabric. The granular fill should extend to
within 6 inches of final grade where it should be capped with compacted fill containing sufficient
fines to reduce infiltration of surface water into the footing drains. Alternately, the ground surface
can be paved with asphalt or concrete. Cleanouts are recommended for maintenance of the drain
system.
On -Grade Floor Slabs
On -grade floor slabs should be placed on native soils or structural fill prepared as described in this report.
We recommend a modulus subgrade reaction of 225 pounds per square inch per inch (psi/in) for native
soil or compacted granular structural fill over properly prepared native soil.
We recommend a capillary break is provided between the prepared subgrade and bottom of slab.
Capillary break material should be a minimum of 4 inches thick and consist of compacted clean, free -
draining, well graded course sand and gravel. The capillary break material should contain less than 5
percent fines, based on that soil fraction passing the U.S. No. 4 sieve. Alternatively, a clean angular
gravel such as No. 7 aggregate per Section 9-03.1(4) C of the 2016 WSDOT (M4 I - 10) manual could be
used for this purpose.
We recommend positive separations and/or isolation joints are provided between slabs and foundations,
and columns or utility lines to allow independent movement where needed. Backfill in interior trenches
beneath slabs should be compacted in accordance with recommendations presented in this report.
A vapor retarder should be considered beneath concrete slabs that will be covered with moisture sensitive
or impervious coverings (such as tile, wood, etc.), or when the slab will support equipment or stored
materials sensitive to moisture. We recommend the slab designer refer to ACI 302 and/or ACI 360 for
procedures and limitations regarding the use and placement of vapor retarders.
Seismic Considerations
Seismic parameters and values in Table 2 are recommended based on the 2015 International Building
Code (IBC).
7
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
Table 2. Seismic Parameters
SSGC
PARAMETER VALUE
2015 International Building Code (IBC) D
Site Classification'
S., Spectral Acceleration for a Short Period 1.264
S, Spectral Acceleration for a I -Second Period 0.495g
.. . . . ........ . ............. --------
Fa Site Coefficient for a Short Period 1.00
. . ........ - ----- . ...... .. . ........
F, Site Coefficient for a I -Second Period 1.505
Note: In general accordance with 2015 International Building Code, Section 1613.3.1 for risk categories
IBC Site Class is based on the specified characteristics of the estimated upper 100 feet of the subsurface
profile. S,, S j, Fa, and F, values based on the USGS US Seismic Design Maps website.
Liquefaction
Soil liquefaction is a condition where loose, typically granular soils located below the
groundwater surface lose strength during ground shaking, and is often associated with
earthquakes. The Washington State DNR "Liquefaction Susceptibility Map of Snohomish
County" (dated, 2004) shows the site in an area designated as having low susceptibility to
liquefaction. The risk of liquefaction at this site is considered low for the design level earthquake.
Lateral Earth Pressures
Below grade and retaining walls will be subject to lateral earth pressures. Subgrade walls are typically
designed for "active" or "at -rest" earth pressure conditions. Active earth pressure is commonly used for
design of free-standing cantilever retaining walls and assumes lateral movement at the top of the wall of
around 0.002H to 0.004H, where H is the height of the wall. The at -rest condition assumes no wall
movement.
The following recommended earth pressures (Table 3) should be applied as a triangular distribution
starting at the top of the wall (for active and at -rest) and bottom of wall (for passive) and assume:
• Backfill behind walls is level and no surcharge loads will be applied;
• Drainage is provided behind the wall to prevent the development of hydrostatic pressures.
8
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
Table 3. Lateral Earth Pressures
Earth Pressure
Equivalent Fluid
Soil Type
Coefficient*
Pressure (pcf)
Active: 0.31
Active: 35
Native outwash
At -rest: 0.47
At -rest: 50
sand
Passive: 3.25
Passive: 325
A factor of safety of about 1.5 should be applied to these values,
SSGC
Additional lateral pressures should be added to these values to model surcharges such as sloped backfill,
traffic, construction, or seismic loads. We recommend an active seismic pressure of 4H psf (where H is
the height of the subgrade wall) and an at -rest seismic pressure of 7H. The effects of other surcharge
loads should be accounted for as appropriate.
Wall Drainage
Drainage should be provided behind subgrade walls to reduce the potential for hydrostatic pressure
developing against the wall and to reduce the risk of groundwater from entering subgrade floors.
We recommend a minimum 12-inch wide zone of free draining granular soil (WSDOT Section 9-
03.12(4), or as approved by the engineer) is placed directly behind the wall. A perforated rigid
plastic drain pipe at least 6-inches in diameter should be installed behind the base of the wall within
6-inches of the bottom of the footing. The drain line should be surrounded with the free -draining
granular soil zone and sloped to provide flow to an approved storm water receptor. The granular fill
zone should extend to within I foot of final grade of the wall, where it should be capped with
compacted low permeable fill containing sufficient fines to reduce infiltration of surface water into
the drainage zone. A filter fabric (such as Mirafi 140N, or other approved material) should be placed
between native soils and the granular drain material to limit siltation into the drainage zone.
Cleanouts are recommended for maintenance of the drain system.
Wall Backrill
Backfill behind the drainage zone should consist of granular material that satisfies the criteria of
Section 9-03.12(2) "Gravel Backfill for Walls" per the 2014 Washington State Department of
Transportation (WSDOT) Specifications for Road, Bridge, and Municipal Construction Manual
(Publication M 41 -10), or as approved by the engineer.
Wall backfill should be placed in lifts not exceeding 8 inches and compacted with hand -operated
compaction equipment. Compaction of wall backfill should be between 90 to 92 percent of the
maximum dry density (MDD) per the ASTM D1557 test method within 3 feet of the back of the
wall. At a distance greater than 3 feet behind the back of the wall, backfill can be compacted
using conventional rollers, with backfill compacted to at least 92 percent of the MDD (ASTM
D1557).
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
Infiltration Characteristics
SSGC
Infiltration characteristics of the lower native sand were assessed by completing one small-scale pilot
infiltration test in general confortriance with Volume III of the 2014 DOE "Stormwater Management
Manual for Western Washington". Result of the infiltration test is provided in Table 4.
Table 4. Infiltration Rates
Infiltration
Depth of Test
Uncorrected (Field)
Corrected
Correction Factor*
Test No.
ftom surface
Infiltration Rate
Infiltration Rate
(CFv/CFt/CFm)
(feet)
(in/hr)
(in/hr)
PIT -I
4.5
64
21
(0.75/0.5/0.9)
* Correction Factors from the 2014 WDOE Stormwater Management Manual for Western Washington.
The measured field and corrected rates are considered appropriate for the soil tested. The sand across the
site appeared similar in the test pits and suggests infiltration characteristics would also be similar.
Groundwater or other restrictive soil layers were not observed to a depth of 12 feet below existing grade.
Appropriate separation between the bottom of infiltration facilities and restrictive soil or groundwater
levels are feasible.
Cation Exchange Capacity (CEC) and organic content test were completed on soils from the infiltration
test hole. Test results are summarized in the table below.
Table 5. CEC and Organic Content Results
Test Location and Sample
CEC Results
CEC Required*
Organic
Content
Organic
Content
Number
(milliequivalents)
(milliequivalents)
Results
Required*
PIT-1, S-I
2.7
5
1.2
>1.0
*Per the 2014 WDOE Stormwater Management Manual for Western Washington.
Organic content test results satisfy DOE requirements. The CEC value was below the required level and
is not unusual for outwash soils. We suggest additional organic content and CEC tests are completed
once infiltration areas have been selected to assess soil treatment capabilities and the need for soil
amendments.
10
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
Apri 1 10, 2018
Conventional Pavement Sections
SSGC
Subgrades for conventional pavement areas should be prepared as described in the "Subgrade
Preparation" section of this report. Subgrades below pavement sections should be graded or crowned to
promote drainage and not allow for ponding of water beneath the section. If drainage is not provided and
ponding occurs, the subgrade soils could become saturated, lose strength, and result in premature distress
to the pavement. In addition, the pavement surfacing should also be graded to promote drainage and
reduce the potential for ponding of water on the pavement surface.
Minimum recommended pavement sections for conventional pavements are presented in Table 5.
Pavement sections in public right-of-ways should conform to City of Edmonds requirements for the road
designation.
Table 5. Preliminary Pavement Sections
1 Minimum Recommended Pavement Section Thickness (inches)
Traffic Area AsphsA
Portland
Aggrepte
Subbase
Concrete
Cement
Base
Aggrepti?
Surface'
Concrete2
Course �4
Private Drive and
2
5
4
12
Parking Areas
1 1/2 —inch nominal aggregate hot -mix asphalt (HMA) per WSDOT 9-03.8(l)
2 A 28 day minimum compressive strength of 4,000 psi and an allowable flexural strength of at least 250
psi
3 Crushed Surfacing Base Course per WSDOT 9-03.9(3)
4 Although not required for structural support under concrete pavements, a minimum four -inch thick base
course layer is recommended to help reduce potentials for slab curl, shrinkage cracking., and subgrade
"pumping" through.joints
5 Native compacted soil or Gravel Borrow per WSDOT 9-03.14(l) or Crushed Surfacing Base Course
WSDOT 9-03.90)
Conventional Pavement Maintenance
The performance and lifespan of pavements can be significantly impacted by future maintenance.
The above pavement sections represent minimum recommended thicknesses and, as such, periodic
maintenance should be completed. Proper maintenance will slow the rate of pavement
deterioration, and will improve pavement perfort-nance and life. Preventative maintenance consists
of both localized maintenance (crack and joint sealing and patching) and global maintenance
(surface sealing). Added maintenance measures should be anticipated over the lifetime of the
pavement section if any existing fill or topsoil is left in -place beneath pavernent sections.
I I
Geotechnical Engineering Report SSGC
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
REPORT CONDITIONS
This report has been prepared for the exclusive use of Mr. Thomas Chung for specific application to the
project discussed, and has been prepared in accordance with generally accepted geotechnical engineering
practices in the area, No warranties, either express or implied, are intended or made. The analysis and
recommendations presented in this report are based on observed soil conditions and test results at the
indicated locations, and from other geologic information discussed. This report does not reflect variations
that mav occur across the site, or due to the modifying effects of construction or weather. The nature and
extent of such variations may not become evident until during or after constmetion, If variations appear,
we should be. immediately notified so that further evaluation and supplemental recommendations can be
provided.
This report was prepared for the planned type of development of the site as discussed herein. It is not
valid for third party entities or alternate types of development on the site without the express written
consent of SSGC. If development plans change we should be notified to review those changes and modify
our recommendations as necessary.
The scope of services for this project does not include any environmental or biological assessment of the
site including identification or prevention of pollutants, hazardous materials, or conditions. Other studies
should be completed if the owner is concerned about the potential for contamination or pollution.
We appreciate the opportunity to work with you on this project. Please contact us if additional
information is required or we can be of further assistance,
Respectfully,
South Sound Geotechnical Consultin.
Timothy H. Roberts, P.E., R.G.
Member/Geotechnical Engineer
Attachments: Figure I — Exploration Plan
Appendix A — Field Exploration Procedures and Test Pit Logs
Appendix B — Laboratory Testing and Results
Unified Soil Classification System
12
N
TP-2
Nlr_
1A
PIT-'
L
ACRES
TP-1
q� I \
c T irim WA
L no ft_7M A
ts�w $1, 6w,# nw M. It
LOT I
6,173 SF
0. 14 ACRES
IN
01
W SMET IRIOT
Legend
TP - 1
6M Approximate Test Pit Location
PIT - I
Approximate Infiltration Test Base map from drawing "Cover Sheet/Overall Site Plan", by
Beyler Consulting (dated 6/29/17).
Scale: NTS
.5dwa Saaad Geotechnical Consulting Figure 1 — Exploration Plan
P.O. Box 39500 Chung — Edmonds Way Short Plat
Lakewood, WA 98496 Edmonds, WA
(253) 973-0515
SSGC Project #18025
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Pro ect No. 18025
April 10, 2018
Appendix A
Field Exploration Procedures and Test Pit Logs
SSGC
A-1
Geotechnical Engineering Report SSGC
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
Field Exploration Procedures
Our field exploration for this project included two test pits and one PIT test completed on March 22,
2018. The approximate locations of the explorations are shown on Figure 1, Exploration Plan. The
exploration locations were determined by pacing from site features. Ground surface elevations referenced
on the logs were inferred from Google Satellite imagery. Test pit locations and elevations should be
considered accurate only to the degree implied by the means and methods used.
A private excavation company subcontracted to SSGC dug the test pits. Soil samples were collected and
stored in moisture tight containers for further assessment and laboratory testing. Explorations were
backfilled with excavated soils and tamped when completed. Please note backfill in the explorations will
likely settle with time. Backfill. material located in building or pavement areas should be re -excavated
and recompacted, or replaced with structural fill.
The following logs indicate the observed lithology of soils and other materials observed in the
explorations at the time of excavation. Where a soil contact was observed to be gradational, our log
indicates the average contact depth. Our logs also indicate the approximate depth to groundwater (where
observed at the time of excavation), along with sample numbers and approximate sample depths. Soil
descriptions on the logs are based on the Unified Soil Classification System.
Prqject: Chung — Edmonds Way Short Plat SSGC Job# 18025 TEST PIT LOGS PAGE I OF I
Location: Edmonds. WA I
Test Pit TP- I
Depth (feet) Material Description
0-1 Topsoil
1-2 Silty SAND with occasional gravel/cobble (SM): Loose to
medium dense, moist, light brown. (Sample S- I @ 1.5 feet)
2-12 SAND with trace silt (SP): Loose to medium dense, moist,
brownish gray. (Sample S-2 @ 4 feet; Sample S-3 @ 8.5
feet; Sample S-3 @ I I feet)
Test pit completed at approximately 12 feet on 3/22/18.
Groundwater not observed at time of excavation.
Approximate surface elevation: 288 feet
Test Pit TP-2
DepLh (feet) Material Description
0-0.5 Topsoil
0.5-3.5 Silty SAND with occasional gravel/cobble (SM): Loose to
medium dense, moist, light brown. (Sample S- I @ 1.5 feet)
3.5-10 SAND with trace silt (SP): Loose to medium dense, moist,
brownish gray.
Test pit completed at approximately 10 feet on 3/22/18.
Groundwater not observed at time of excavation.
Approximate surface elevation: 292 feet
I TEST PIT LOGS FIGURE A-1
South Sound Geotechnical Consulting TP-1 TO TP-2 Logged by: THR
Geotechnical Engineering Report
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
Appendix B
Laboratory Testing and Results
SSGC
I ID I
Geotechnical Engineering Report SSGC
Chung Short Plat
721 Edmonds Way
Edmonds, WA
SSGC Project No. 18025
April 10, 2018
Laboratory Testing
Construction Testing Laboratories (CTL) of Puyallup, Washington performed gradation testing on select
samples. A sample from the base of PIT -I was tested for organic content and cation exchange capacity
(CEC) by Northwest Agricultural Consultants of Kennewick, Washington. Results of the laboratory
testing are included in this appendix.
I'M
100
90
80
70
E x
(D LU 60
Z
Z 50
iz UJ
0 L)
LU 40
(D
30
M
01 0
A
0
20
10
% +3"
0
Particle Size Distribution Report ASTM C-1 179C1 36
C!
-4.
J 4
41-
114 4-
4 1
T 7 T 7
i'j
4-+-
1 411 -4-- + �1 I ------ -
Tt"
77
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% Gravel %S nd % Fines
Coarse Fine Coarse Medium Fine Silt Clay..
0 0 1 52 46 1
SIEVE PERCENT SPEC! PASS?
SIZE FINER PERCENT (X=NO)
3/8"
100
#4
100
#8
99
#16
97
#30
78
#50
17
#80
3
#100
2
#200
1.4
Material Description
Grab Sample, S-3
Sampled at 8.5'
Afterberg Limits
PL= LL= Pl=
Classification
USCS= SIP AASHTO=
Remarks
Report: #0 1
Sampled by: Client
(no specification provided)
a)
e Source of Sample: TP-I
0
Sample Number: 18-289 Date: 03-22-18
Construction Testing Laboratories ent: South Sound Geotechnical
tf' Project: Chung(18025)
01 400 Valley Ave. NE, Suite #102
a) Tel. (253) 383-8778 1
Puyallup WA, 98372
- ProiectNo: -- 715&-- Fiaure--
Tested By: R Rowden . Checked By: C Pedersen - - -
Northwest Agricultural South Sound Geotechnical Consulting
PO Box 39500
Consultants
Lakewood, WA 98496
2545 W Falls Avenue PAP -Accredited
Kennewick, WA 99336
509.783.7450 Report: 44353-1
www.nwag.com Date: March 29, 2018
lab@nwag.com Project No: 18025
Project Name: Chung
Sample ID
Organic Matter
Cation Exchange Capacity
PIT-1, S-1
1.21%
2.7 rneq/100g
Method
ASTM D2974
EPA 9081
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory TeStSA
Coarse Grained Soils Gravels
Clean Gravels
More than 50% of coarse
Less than 5% finesc
More than 50% retained fraction retained on
on No. 200 sieve No. 4 sieve
Gravels with Fines
More than 12% fines'
Sands
Clean Sands
50% or more of coarse
Less than 5% fines'
fraction passes
No. 4 sieve
Sands with Fines
More than 12% fineSD
Fine -Grained Soils Silts and Clays
inorganic
50% or more passes the Liquid limit less than 50
No. 200 sieve
organic
Soil Classification
Group
Symbol
Cu �! 4 and 1 5 Cc:5 3'
GW
Cu < 4 and/or 1 > Cc > 3 E
GP
Fines classify as ML or MH
GM
Fines classify as CIL or CH
GC
Cu�!6and 1 5Cc53 E
SW
Cu < 6 and/or I > Cc > 3 E
Fines classify as ML or MH
Fines Classify as CL or CH
PI > 7 and plots on or above "A" line'
P1 < 4 or plots below "A" line'
Liquid limit - oven dried
Liquid limit - not dried
Silts and Clays inorganic PI plots on or above "A" line
Liquid limit 50 or more PI plots below "A" line
organic Liquid limit - oven dried
Liquid limit - not dried
Highly organic soils Primarily organic matter, dark in color, and organic odor
ABased on the material passing the 3-in. (75-mm) sieve
If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
cGravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
DSands with 5 to 12% fines require dual symbols: SW-SM well -graded
sand vAth silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand Wth silt, SP-SC poorly graded sand with clay
r:Cu = D6o/Dio Cc —_ (Dm�
Dio x D60
F If soil contains 2! 15% sand, add "with sand" to group name.
G if fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
60
so
a.
X 40
W
0
z
30
20
a_
10
7
4
0
<V�(Q
- _ 5
SID
SM
SC
CL
ML
OL
CH
MH
OH
PT
Group Name B
Well -graded gravel'
Poorly graded gravel'
Silty gravellG, I
Clayey gravelF.G.H
Well -graded sand'
Poorly graded sand'
Silty sand G,".1
Clayey sand G.M.1
Lean ClaylL�l
SiltK.I.M
Organic clayl-L.I.N
Organic SiltK.L,M.0
Fat clayK.L�"
Elastic SiltK,L.1
Organic clayK�L.1.1
Organic Siltl.L.1.0
Peat
�llf fines are organic, add "with organic fines" to group name.
1 If soil contains �: 15% gravel, add "with gravel" to group name.
J If Afterberg limits plot in shaded area, soil is a CL-ML, silty clay.
KlfSoil contains 15 to 29% plus No. 200, add "with sand" or"with
gravel," whichever is predominant.
L If Soil contains �: 30% plus No. 200 predominantly sand, add
"sandy" to group name.
M If soil contains �! 30% plus No. 200, predominantly gravel,
add "gravelly" to group name.
N PI �! 4 and plots on or above "A" line.
0 PI < 4 or plots below "A" line.
PPI plots on or above "A" line.
0 PI plots below "Xiine.
10 Is 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
Category 2 Small Site Drainage Report
Chung Short Plat
May 2018
Construction Stormwater Pollution Prevention Plan
(CSWPPP) Report
Plan. Design. Manage
CIVIL & STRUCTURAL ENGTN1::ERING I LAND SURVEYING 1 LAND PLANNING
PRWECTMANAGEIVI'E::��:l I PERMITEXPEDITING I FEASIBILT-1Y
13
CHUNG SHORT PLAT
SITE ADDRESS: 721 EDMONDS WAY, EDMONDS, WA 98020
SECTION 25, TOWNSHIP 27 S., RANGE 03 W.f W.M.
0411 � I * I ~'. I
Prepared for: 721 Edmonds
Contact: Sui Hing Chung
183213rdAve SW
Shoreline, WA 98177
Date Prepared: May 14, 2018
Prepared by: Lance Hollingsworth
Reviewed by: Dan Budsberg, P.E.
Beyler Consulting
5920 100th St SW Ste #25
Lakewood, WA 98499
253.301.4157
Project Number: 16-089
Project Name: Chung Short Plat
16-089 CSWPPP-Chung Short Plat.2018.05.14
1. Construction Pollution Prevention Plan .................................... 3
Section 1 - Project Overview ......................................................... 3
Section 3 - Existing Site Conditions ................................................ 3
Section 4 - Adjacent Areas ............................................................ 3
Section 5 - Critical Areas .............................................................. 4
Section6 - Soils .......................................................................... 4
Section 7 - Potential Erosion Problems ............................................ 4
Section 8 - Construction Stormwater Pollution Prevention Elements ... 4
Section 9 - Construction Phasing ................................................... 8
Section 10 - Construction Schedule ................................................ 9
Section 11 - Financial/Ownership Responsibilities ............................ 9
Section 12 - Engineering Calculations ............................................. 9
Section 13 - Conclusion ................................................................ 9
The Construction Stormwater PoIllution Prevention Plan should be kept onsite with a copy of
the plans at all time. The objective is to control erosion and prevent sediment and other
pollutants from leaving the site during the construction of the project.
The owner or assigned contractor shall be responsible for maintaining erosion control Best
Management Practices during construction. All BMPs shall be inspected, maintained, and
repaired as needed to assure continued performance of their intended function. The owner
or contractor shall identify a Certified Erosion and Sediment Control Lead. This person shall
be on -site or on -call at all times. The Erosion Control Lead information shall be inserted into
this report.
The CSWPP shall be modified, if during inspection or investigations conducted by the
owner/operator, or the applicable local or state regulatory authority, it is determined that
the CSWPPP is ineffective in elimination or significantly minimizing pollutants in stormwater
discharges from the site. The CSWPPP shall be modified as necessary to include additional
or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be
completed within seven (7) calendar days following the inspection.
Construction site operators are required to be covered by a Construction Stormwater
General Permit through the Department of Ecology if they are engaged in clearing, grading,
and excavating activities that disturb one or more acres and discharge stormwater to
surface waters of the state. Smaller sites may also require coverage if they are part of a
larger common plan of development that will ultimately disturb one acre or more.
i3o Page 2 of 9
BEYLER
CON5ULTING
111111111 i�� l 1! riiii;iiiiiilliii i l��illi�ll���ill�ill�lli�ll���ill�ill��lI
Section I — Project Overview
The proponent of the Chung Short Plat proposes to subdivide a developed parcel into a three -
lot short subdivision, per ECDC 20.75. The parcel is located in the City of Edmonds, Snohomish
County Washington and the parcel number for the property is #00745300000500. The
proposed project is on an existing 0.46-acre parcel. It is classified as a small site, category 2
project and is subject to RS-6 zoning requirements. See the Project Classification chart and
the end of this report, Handout E72. The allowed density range in the RS-6 zone with a density
of 6.5 dwelling units per net acre (DUA). The Chung Short Plat proposes to subdivide the
current parcel into three single-family lots equating to a proposed density of 6.48 DUA. The
proposed lots range in size from the smallest being 6,031 sf in size and the largest being
7,952 sf in size.
The property is adjacent to Edmonds Way to the west and single-family parcels to the north,
south, and east. The proposed project is keeping consistent with neighboring land use
characteristics.
The proposed project is subject to the 2005 Stormwater Management Manual for Western
Washington (Ecology 2005) and Exhibit A, the 2010 Stormwater Code Supplement to
Edmonds Community Development Code Chapter 18.30 (Edmonds 2010).
Section 2 — Erosion Control Specialist
It will be responsibility of the owner and/or the contractor to regularly inspect and maintain
the proposed erosion control BMPs, and will take additional measures, as necessary, to
respond to changing site conditions. Should it become necessary, the engineer will be made
available in providing recommendations for additional erosion control measures to the site.
Section 3 — Existing Site Conditions
The subject site is a southwesterly facing, 20,156 square feet lot located approximately one
mile inland from Puget Sound in the Edmonds Way Direct Discharge Basin. It was created as
Lot Five of the Pinestone Plat per Snohomish County records. There are two access points to
the site via driveway drops on Edmonds Way (SR-104). There is a single home on the site
along with a gravel driveway, a concrete loop driveway, concrete patio and walkway,
rockeries as retaining walls, and landscaping consisting of lawn, shrubs, and trees. The
existing impervious area on the site is 9,598 square feet, or 48% of the parcel area. The
rockeries onsite allow for the gradual slopes from northeast to southwest with rockery
retaining walls at an average slope of 4%, with a total relief of eight feet. The steepest
portion of the site is a 35inch stretch of gravel driveway that slopes toward the road at 8%.
Site soils consist primarily of Everett very gravelly sandy loam, which is in hydrologic soils
group A and highly conducive to infiltration. Runoff from the site that does not infiltrate,
i M�
30 Page 3 of 9
SEYLER
CON3VLTI�td
drains as sheet flow or shallow, subsurface flow to an existing 48-inch storm drain into
Edmonds Way.
Section 4 — Adjacent Areas
The property is adjacent to Edmonds Way to the west and single family parcels to the north,
south, and east. The proposed project is keeping consistent with neighboring land use
characteristics.
Section 5 — Critical Areas
City of Edmonds GIS mapping was utilized to determine critical areas that may be located on
or near the project site. The only critical areas shown on the project parcel are small pockets
of minor landslide and erosion hazards in the middle of the parcel and along the north west
property line.
Section 6 — Soils
The Soil Conservation Service Soil Survey shows that the project area soils are comprised of
Everett very gravelly sandy loam. Everett gravelly sandy loam soils are generally derived from
sandy and gravelly glacial outwash and are somewhat excessively that range in slope from 0
to 8 percent. Site soils are described in a soils report provided by South Sound Geotechnical
Engineering and NRCS Custom Soil Resource Report are attached at the end of the drainage
report.
Section 7 — Potential Erosion Problems
Due to the existing stabilized ground cover and the site consisting of average slopes of 4%,
it is anticipated the site will be adequately protected from potential erosion problems. Care
shall be given to stockpiled materials during construction to minimize the potential for
erosion. Catch basins shall be fitted with inlet silt protections, both on -site and off -site, to
protect the existing stormwater management systems. The existing drainage swale along
Duvall Ave NE shall be protected from erosion, at a minimum, with silt perimeter fencing
along cleared/graded areas.
To minimize any potential erosion problems, Grade roads/driveways and construct bases as
soon as possible. Cover any unworked soil during extended times of no construction activity.
Keep as much construction traffic as possible on the road base and off open soils to avoid
compaction of the native soils. Silt fences or other BMPs that are capable of retaining water
shall be utilized to retain silt laden runoff to the project area.
Section 8 - Construction Stormwater Pollution Prevention Elements
Element 1: Mark Clearinci Limits
Prior to beginning land disturbing activities, including clearing and grading, all clearing limits,
sensitive areas and their buffers, and trees that are to be preserved within the construction
area shall be clearly marked, both in the field and on the plans, to prevent damage and offsite
impacts
Plastic, metal, or stake wire fence may be used to mark the clearing limits. The cluff layer,
native top soil, and natural vegetation shall be retained in an undisturbed state to the
maximum extent practicable. If it is not practicable to retain the cluff layer in place, it should
i M
SO Page 4 of 9
BEYLER
COX6ULTMG
be stockpiled on -site, covered to prevent erosion, and replaced immediately upon completion
of the ground disturbing activities
Suggested BMPs:
BMP: Preserving Natural Vegetation
BMP D.3.1.1: High Visibility Plastic or Metal Fence
BMP D.3.3.1: Silt Fence
Element 2: Establish Construction Access
Construction vehicle access should utilitize the proposed stabilized construction entrance
within the project clearing limits. Contractor shall restrict movement in and out of the site to
one entrance and one exit. When a construction entrance is not preventing sediment from
being tracked onto pavement, a wheel wash should be considered.
If sediment is tracked off site, the public roads shall be cleaned thoroughly at the end of each
day. During wet weather, public roads may need to be cleaned more frequently to prevent
sediment from entering water of the state.
Suggested BMPs:
BMP D.3.4.1: Stabilized Construction Entrance/Exit
BMP D.3.4.2: Construction Road/Parking Area Stabilization
Element 3: Control Flow Rates
Properties and waterways downstream from development sites shall be protected from
erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from
the project site.
Temporary interceptor swales will be installed, as necessary, to direct runoff during
construction to the temporary sediment trap located along the west boundary of the project
site. Depending on the longitudinal slope of the swale, rock check dams will be placed to
control flow rates of runoff.
Suggested BMPs:
BMP D.3.6.1: Interceptor Dike and Swale
BMP D.3.6.4: Check Dams
BMP D.3.5.1: Sediment Trap
BMP D.3.6.5: Outlet Protection
Element 4: Install Sediment Controls
Prior to leaving a construction site, stormwater runoff from disturbed areas shall pass through
a sediment removal BMP. Runoff from fully stabilized areas may be discharged without a
sediment removal BMP. Full stabilization means the use of erosion products or vegetative
cover that will fully prevent soil erosion.
Suggested BMPs:
BMP D.3.5.1: Sediment Trap
BMP D.3.3.1: Silt Fence
a
BPYLER
COUBULTING
Page 5 of 9
Element 5: Stabilize Soils
The following constraints will apply. From October 1 through April 30, no soils shall remain
exposed and unworked for more than 2 days. From May 1 to September 30, no soils will
remain exposed and unworked for more than 7 days. This condition will apply to all soils on
site, whether at final grade or not. The areas outside of the roadway will be stabilized with
mulch, grass planting or other approved erosion control treatment during the construction
phase.
Suggested BMPs;
BMP D.3.2.1: Surface Roughening
BMP D.3.2.6: Temporary and Permanent Seeding
BMP D.3.2.2: Mulching
BMP D.3.2.3: Nets and Blankets
BMP D.3.2.4: Plastic Covering
BMP D.3.2.7: Sodding
BMP D.3.2.9: Compost Blankets
BMP D.3.8: Dust Control
Element 6: Protect Slopes
Design and construct cut and fill slopes in a manner that will minimize erosion.
If found necessary to aid in surface water routing during construction, temporary interceptor
swales shall be excavated to slope any developed runoff to a sediment trap or pond. Rock
check dams shall be placed at regular intervals to reduce slope runoff velocities within the
temporary inceptor swales. Exposed soils on slopes shall be stabilized as specified in
Element 5.
Suggested BMPs:
BMP D.3.2.6: Temporary and Permanent Seeding
BMP D.3.2.2: Mulching
BMP D.3.2.3: Nets and Blankets
BMP D.3.6.4: Check Dams
Element 7: Protect Drain Inlets
All storm drain inlets made operable during construction shall be protected so that
stormwater runoff shall not enter the conveyance system without first being filtered or
treated to remove sediment, Existing downstream catch basins located within the vicinity of
the project site shall be protected using storm drain inlet protection. After installation of
grated inlets on the property, these structures shall be provided a form of inlet protection.
Suggested BMPs
BMP D.3.5.3: Storm Drain Inlet Protection
Page 6 of 9
BEYLER
CONSULTING
Element 8: Stabilize Channels and Outlets
There are no channels either existing or proposed nor are there any existing or proposed
outlets to channels.
Element 9: Control Pollutants
Control of pollutants are the responsibility of the construction superintendent. Maintenance
and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain
down, solvent and cle-greasing cleaning operations, fuel tank drain down and removal, and
other activities that may result in discharge or spillage of pollutants to the ground or into
stormwater runoff must be conducted using spill prevention measures, such as drip pans.
Contaminated surfaces will be cleaned immediately following any discharge or spill incident.
The superintendent will be expected to use his best judgment in addressing any and all
conditions that are potentially damaging to the environment. Emergency repairs may be
performed on -site using temporary plastic placed beneath and, if raining, over the vehicle.
All pollutants, including waste materials and demolition debris that occur on -site during
construction will be handled and disposed of in a manner that does not cause contamination
of stormwater. Cover, containment, and protection from vandalism will be provided for all
chemicals, liquid products, petroleum products, and non -inert wastes present on the site.
Suggested BMPs
BMP C151: Concrete Handling (2015 Washington State DOE Manual)
BMP C152: Sawcutting and Surfacing Pollution Prevention (2015 DOE Manual)
BMP C153: Material Delivery, Storage and Containment (2015 DOE Manual)
Element 10: Control De -Watering
De -watering is not anticipated. However, if encountered, cle-watering shall be discharged
into a closed conveyance system for discharge from the site. The water resulting from
construction site de -watering activities must be treated prior to discharge or disposed in a
manner that is consistent with the City of Renton Manual. Highly turbid or otherwise
contaminated dewatering water, such as from construction equipment operation will be
handled separately from stormwater.
Element 11: Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be maintained and
repaired as needed to assure continued performance of their intended function. All
maintenance and repair will be conducted in accordance with standard procedures for the
BMPs.
Sediment control BMPs will be inspected weekly or after a runoff -producing storm event
during the dry season and daily during the wet season.
All temporary erosion and sediment control BMPs will be removed within 30 days after final
site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal
of BMPs or vegetation will be permanently stabilized with mulch, grass planting or other
approved erosion control treatment.
Suggested BMPs
NO Page 7 of 9
BEYLER
cox6uWflua
BMP C150: Materials On Hand (2015 DOE Manual)
BMP C160: Certified Erosion and Sediment Control Lead (2015 DOE Manual)
Element 12: Manage the Project
Site construction will be performed after the erosion and sediment control measures have
been constructed. Preparation for site grading and earthwork should include procedures
intended to drain poncled water and control surface water runoff. Grading the site without
adequate drainage control measures may negatively impact site soil.
From October 1 through April 30, clearing, grading, and other soil disturbing activities shall
only be permitted if the transport of sediment from the construction site to receiving waters
will be prevented through a combination of favorable site and weather conditions,
limitations on extent of activity, and proposed erosion and sediment control measures. The
Contractor and/or owner should stop the permitted activity if sediment leaves the
construction site causing a violation of the surface water quality standard or if erosion and
sediment control measures are not adequately maintained.
Trenches should be opened only immediately prior to construction and the trenches will be
backfilled immediately after any required testing or inspections of the installed
improvements. Trenching spoils will be treated as other disturbed earthwork and measures
will be taken to cover or otherwise stabilize the material, as required.
All BMPs; shall be inspected, maintained, and repaired as needed to assure continued
performance of their intended function.
Section 9 — Construction Phasing
The recommended construction sequence will include these steps in this order, but some
portions of the steps may be performed out of sequence as conditions require.
The Construction Sequence is as follows:
1. The contractor shall become familiar with the property, construction drawings
and geotechnical conditions on site. The contractor shall meet with the developer,
civil engineer, and any other design professional to review the physical
constraints affecting the proposed construction.
2. The contractor shall schedule and attend a pre- construction meeting with the City
of Renton prior to preforming any site work.
3. For each phase of work, the project surveyor shall flag the limits of clearing and
grading, and the contractor shall install all temporary erosions control measures.
4. When TESC measures are approved by the City inspector, install site
improvements.
5. Proceed with site improvements making adjustments to the Erosion Control
measures as needed.
6. Install final soil stabilization/amendments in areas where final grades have been
achieved and future disturbance can be avoided.
7. Hydroseed or place straw mulch on any other disturbed areas.
8. Once the threat of erosion has passed, and all construction is complete, the
remaining erosion control measure may be removed with approval from the City
inspector.
aPage 8 of 9
BEYLER
COUBULTING
9. All permanent drainage facilities shall be cleaned of any sediment and
construction debris. Sediment laden water shall not be flushed downstream.
All storm drainage facilities shall be protected in place from construction activity via brightly
flagged stakes or, if necessary, temporary construction fencing.
Section 10 — Construction Schedule
The project is intended to begin construction in the Spring of 2017. Special consideration is
required for source control during the wet season period, which may include phased
construction, materials available for immediate stabilization of denuded areas and diligent
review of site for noted erosion concerns.
Section 11 — Financial/Ownership Responsibilities
The property owner will be responsible for bonds and other required securities for this
project.
Section 12 — Engineering Calculations
No calculations were required during the construction of this SWPPP plan.
Section 13 — Conclusion
Erosion control procedures as described in this report and illustrated on the design plans, if
properly implemented, should mitigate anticipated erosion effects from the development of
this project.
The success of erosion control measures is usually related to the Contractor's attention to
maintenance of such measures. However, in some instances, even with proper attention
being paid to erosion control, measures such as those shown on the plans are unable to
prevent the discharge of turbid water. In this event, secondary measures may be required.
These additional BMPs are provided in Appendix D of the 2010 City of Edmonds Stormwater
Management Code and Volume 2 of the 2005 edition of the Washington State Department
of Ecology Stormwater Management Manual for Western Washington.
il Page 9 of 9
BEYLER
CONSULT1140
CITY OF EDMONDS — ENGINEERING DIVISION
SPECIAL INSPECTION AND TESTING AGREEMENT
tit. 1990
,RNTIT 4- BLD20181098 DATE: 11/27/2019
',O.IECT SITE ADDRESS: 721 Fdmonds Way. Fdmonds, WA 98020
Chunu Lot I
,0JECT NAME:
ECLAL INSPE(71'ION AGENCY k V-1q
Inc form must be completed by each Special Inkpection Agency or Inspec
'ECIAL INSPECTIONS REQUIRED: Special inspections are required for this prqject. as applicable.
iccordance with Title 18 Ednionds Community Development Code (ECDC). 'When requiml. the project
ist be iiistalledlconstructed per appro-ved plans and specifications. The owner or the registered design
)fessional in charge shall emploN an independent testingf) rispection agencyispecial inspector to perform
juired special inspections. The special inspector shall be a qualified person with competence for
pecting tile specific type of construction or operation requiring special inspection. The oNvner. registered
ifessional. contractor and special inspectoriagencN shall provide a special inspection report detailing
-npliance with approved plans and specifications directly to the Engineering Division.
DRK REQURING SPECIAL INSPEC`I"ION: Special inspections will be required for the following
egories of work: FOR SPECIFIC INFORNMATION REGARDING REQUIRLD SPECIAL
SPLC I IONS SEETHE STATEMENTOF SPFCIAI- INSPF(7ION NOTED AS A CONDITION ON
IF, BU11.1)ING PFRMIT AND,'OR ON' THE -APPROVED PLANS.
Road subgrade placement and compaction
Pervious Pavement and Pervious Concrete Installation
Erosion and Sediment Control and Slope Protection
Infiltration/bioretcrition subp-rade preparation (prior to placing rock')
JANI
Detention Vault D 1E C
Final FSC: r3- Li I L D I Ni G
:FORE A PERMIT CAN BE ISSUED: The mwrier and contractor and special inspector shall complete,
s agreement and return to a Permit Coordinator prior to permit issuance.
'PROVAL OF SPECUL INSPECTORS: Each special inspector shall be approved by the Engineering
vision prior to performing an), duties or inspections. The credentials of the specific person performing
inspection shall be submitted, '&-hen applicable. the company performing inspections inust be
,redited by [be American Association of State Iligh-way and Transportation Officials (AAS14TO) R 18.
Page I of 3
1. OBSEAVEWORK
9
T�e special inspector shall observe the site work for confonnance with the approved (stamped) plam
and specifications. Special inspections are to be performed as needed- to confirm that the work
being completed meets specifications and approvcd plans.
2. REPORT NONCONFORMINCT ITEMS
The special inspector shall bring non -conforming. items to the immediate attention of the contractoi
and engineer of record. I*he special inspector shall ptovide a report to the Engineering Division
notlf\-in2 of anv items not resolved an&or not installed CT the appTOVed plans and specifications.
p
Items not constructed per the approved plans and specifications will result in a review of the plam
to detennine what requirements will be needed for the pi(�Ject to meet the necessary stormwatet
requirements: such as removal and reconstruction. Te-design of the siormwater management
system(s). etc,
Final approval for the prqicct Nvill not occur until installation ofall required imPTOVernents is
complete and accepted b% the Special InSpeCtOT and the Civy.
I I
3. FINAL CONSTRUCTION R.EPORT
Tile slwcial inspector or inspection agency shall submit a final signed report or Certificate ol
Compliance to the City stating that all items requiring special inspection and testing were fulfilled
and reported. The report shall als-(,) include a statement ftom the inspector stating to the best of
his/her knowledge the projJect is In cont'ormance With the Uppi"oved plans. specifications. and
approved plan revisions. ifany. Items not in conformance. unresolved items or any discrepancies
in inspection covcragc (i.e.. missed inspections. periodic Inspection when continuous inspectiom
%%ere required, etc) shall be specifically addressed in this report.
Contractor Responsibilities
I . NOTTFV THE SPECLALL INSPECTOR OF ALL REQUIRED SPECIAL INSPECTIONS
It is the duty of the contractor to notif� the special inspector when -,Nork is ready for special
inspection. Note, the items listed under the statement of special inspection on the building
I . pen -nil
and as noted on the approved plans and specifications are required to have special inspections.
Adequate notice shall be provided by the contractor so that the special inspector has time to become
familiar with the projJect. All \&.ork requiring special inspection must be approved prior to concealing
or covering said work.
2. PRON71DE ACCESS TO APPROVED PLANS
The contractor is re-srmnsible for providing the special inspector access to approved plans at the
jobsite.
3. RETAIN SPECIAL INSPECTION RECORDS
The contractor is responsible to retain at the jobsite all special inspection records submitted by the
,pecial inspector. These records are to be provided to the Cit,, Engineering inspector upon request
and upon completion of work-.
City of Edmonds Engineering Division Responsibilities
1. APPROVE SPECIAL INSPECTION
The Engineering Division shall approve all Special Inspectors and special Inspection requirements,
2. NIONITOR SPECIAL INSPECTIONS AND APPRONTE REPORTS
Page 2 of'3
-fhe F�girtcering Division shall approve all SpecW inspectors and special inspection requirements
2. MONIT01t SPECIAL INSPECTIONS AND APPROVE REPORTs
Work requiring special inspection and performance of gxcial inspectors shall be monitored by the
L-rigineeringDivision Inspector. Enginewing InsPectorapproval must be obtained prior to
plactment of concrete or other similar activities in addition to that of the special inspectot.
3. FINAL APPROVAL
The F-mgineering Division may provide fina inspection ap val after the s ial ins -tior
I Pro pec peL
report(s) have been submitted and accepted by the City.
Owner Responsibilities
1. 1"he project owner of the engineer or architect of record acting as the owner's agent shall fund
spetial inspection services.
Engineer or Architect of Record Rangnsibilifies
I - Prepare Statement of Special Inspections,
2. Review the special inspection reports and provide corrective action for work that may not conform
to the approved plans.
ACKNOWLEDGEMENTS
I haty read and agree to conro with &e term and condWons of this agreement
wntr namt '-"-% LA- "
(pin* 101M ai6")
Signature -
R
Date
intral Contractor Company/Owner name LA,-%
Signature (Pksw 08'r tym) Date
r* I --
ecial Inspector/Agency name —South Sound ES2ftjhnical-Consu1tip-ff--_
fpk*n
Signature 22R��7, Date 112-20-19
tgincer of Re -cord name
Consulting, LLC, Mark Keller, PE
IPUM PARI or tm)
Signature,
tum the original signed agreement to:
ty of Edmonds Development Servim Department
I 5b Avenue North, City
. Hall Second Floor
=onds, WA 98020
-CF
PTED BV CITY OF EDMONDS ENGINEERING DIVISION-.
Date 12/23/19
I / co / --�-o Z,-)
Page 3 of 4
CITY OF EDMONDS - ENGINEERING DIVISION
SPECIAL INSPECTION AND TESTING AGREEMENT
.RNITT #- RLD20181098 DATE: I I n- 71210 19
.OJECTSITE ADDRESS: 721 Edmonds Way. Edmonds, WA 98020
,OJECT NAME: Chunu Lot I
Geo cw� 0 v-t ci
ECIAL INSPECTION AGENCY �cc b C
Inc form must be completed by each Special on Agency or lnspec�!#- 0
5FECIAL INSPECTIONS REQUIRED: Special inspections are required for this proJect, as applicable.
iccordance with Title 18 Edmonds Community Development Code (ECDC). When required. the project
ist be installed/constructcd per approved plans and specifications. The oNNncr or the registered design
)fessional in chari
I ge shall emploN an independent testinglinspection agency /special inspector to perform
juired special inspections. The special inspector shall he a qualified person with competence for
pecting the specific type of construction or operation requiring special inspection. The owner, registered
)fessional. contractor and special inspector/agency shall provide a special inspection report detailing
npliancewith approved plans and specifications directly to the Engineering Division.
DRK REQT-TRING SPECIAL INSPECTION: Special inspections will be required for the following
egories of work: FOR SPECIFIC INFORIMATION RECiARDING REQUIRED SPECIAL
SPLC I IONS SE-h THF STATFIMEN-l'OF SPECIAL INSPEC-11ON NOTED AS A CONDITION ON
IF, BUILDING PFRMIT AND,'OR ON THEAPPROVED PLANS.
Road subgrade placement and compaction
Pervious Pavement and Pervious Concrete Installation
Erosion and Sediment Control and Slope Protection
Infiltration/bioretention subgrade preparation (prior to placing rock)
Detention Vault X-C
Final ESC: 3,U JiLD I I �iG
:FORE A PERMIT CAN BE ISSUED: 1-he owner and contractor and special inspector -shall complete
s agreement and return to a Permit Coordinator prior to permit issuance.
'PROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Engineering
6sion prior to performing an% duties or inspections. The credentials of the specific rs)n perfo
pe ( rminp
inspection shall he submitted. When applicable. the company perl'orn-ung inspections must be
:redited bv the American Association of State Highway and Transportation Officials (AAS14TO) R I R.
Pap,e I or 3
1. OBSFIRVE )NYORK
The s�ecial inspector shall observe the site work for conformance with the approved (stamped) plan!�
and specifications. Special inspections are to be performed as needed. to confirm that the Nvork
being completed mcets specifications and approved plans.
2. REPORT NONCONFORMINC ITEMS
The special inspector shall bring non -conforming items to the immediate attention of the contractot
and engineer of record. I'he special inspector shall provide a report to the Engineering Division
notiA,inp of any items not resolved andior not installed er the approved plans and specifications.
p
Items not constructed per the approved plans and specifications will result in a review of the plam
to determine %%hat requirements %vill be needed for the project to ineet the necessary stormwatet
requirements: such as removal and reconstruction, Te-design of the stormwater management
system(s). etc.
Final approval for the project xvill not occur until installation ofall required improvements is
complete and accepted b% the Special Inspector and the City.
3. FINAL CONSTRUCTION REPORT
The special inspector or inspection ag ncy shall submit a final signed report or Certilicate M
ge
Compliance to the City stating that all items requiring special inspection and testinu were fulfilled
and reported. The report shall a]so include a statement 1rorn the inspector statine to the best of
his/her knowledge the prqJJect is in conflormance with the approved plans. specifications. and
approved plan revisions. if any. Items not in conforniance. unresolved items or anv disercpancic5
in inspection coverage (i.e.. missed inspections. periodic inspection when continuous inspectiom
were required, etc.) shall be specifically addressed in this report.
Contractor Responsibilities
I . NOTIFY THE SPECIAL INSPECTOR OF ALL REQUIRED SPECIAL INSPECTIONS
It is the duty of the contractor to notif�, the special inspector when work is ready for special
inspection. Note, the items listed under the statement of special inspection on the building pen -nil
and as noted on the approved plans and specifications are required to have special inspections.
Adequate notice shall be provided by the contractor so that the special inspector has time to become
familiar with the project. All %%.ork requiring special inspection must be approved prior to concealing
or coveri�ng said work.
2. PRONIDE ACCESS TO APPROVED PLANS
The contractor is responsible for providing the special inspector access to approved plans at The
Jobsile.
3. RETAIN SPECIAL INSPECTIONRECORDS
The contractor is responsible to retain at the jobsite all special inspection records submitted by the
special inspector. These records arc to be provided to the City Engineering inspector upon request
and upon completion of work.
City of Edmonds EnIzincerinp. Division Responsibilities
1. APPROVE SPECIAL INSPECTION
The Engineering Division shall approve all Special Inspectors and special inspection requirements.
2. NIONITOR SPECIAL INSPECTIONS AND APPROVE REPORTS
Page 2 of 3
I
,wMe Engineering Division shall approve all Special Inspectors and special inspection requirements
01
2. MONIT61i SPECIAL INSPECTIONS ANI) APPROVE REPORTS
Work requiring special inspection and performance of special inspectors shall be monitored by the
Engineering Division Inspector. Engineering Inspector approval must be obtained prior to
placement of concrete or other similar avivities in addition to that of the special inspector.
3. FINAL APPROVAL
The Engineering Division may provide final inspection approval after the special inspectior
report(s) have been submitted and accepted by the City.
1. Cluner Responsibilities
I - The project owner or the engineer or architect of record acting as the owner's agent shall Rind
special inspection services.
Enp_ineer or Architect of Record Resp2nsibilifies,
1. Prepare Statement of Special Inspections.
2. Review the special inspection reports and provide corrective action for work that may not conform
to the approved plans.
ACKNOWLEDGEMENTS
I havt read and agree to conWly wilk lite temn and conditions of thfs agreenteny.
wrier name
(Pit= ;list of.")
Signature A
NJ
Date 7-
eneral Contractor Company/0%,ner name t.A"
Signature Date 2
r* I
�ecial Inspector/Ageacy name - South Sound Greatechnical Consulting
(Pkaft ofit (W type)
Signature
2-� - Date 12-20-19
igincer of Record name _"r Consulting, LLC, Mark Keller, PE
Apkm print of ")
Signature,
turn the original signed agreement to:
1), of Edmonds Development Services Department
15 1b Avenue North, City Hall Second Floor
monds, WA 98020
Date 12/23/19
'CEPTED BY CITY OF EDMONDS ENGINEERING DIVISION:
Page 3 of 4
After recording return to:
City Clerk
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
Document Title(s)
Declaration of Covenant - Private Stormwater Facility
Reference Number(s) of Related Documents
N/A
Grantor(s) (Last, First and Middle Initial)
Sui Hing Chung
Grantee(s) (Last, First and Middle Initial)
City of Edmonds
Legal Description (abbreviated form; i.e., lot, plat or section,. township, rangue, quarter/quarter)
719 Edmonds Way - Lot 3, S25, T27S, R03W
Assessor's Property Tax Parcel/Account Number at the Time of Recording:
TBD
The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verify the accuracy or
completeness of the indexing information provided herein.
DECLARATION OF COVENANT
Private Stormwater Facility
WHEREAS, the undersigned Declarant(s) have installed a stormwater facility under
Edmonds Community Development Code Chapter 18.30 known as a "low impact development
best management practices (LID BMP)" in lieu of other required more conventional stormwater
systems, as selected below:
M Permeable Pavement M Drywell
Ll Rain Garden / Bioretention Cell Ll Gravelless Chamber
Ll Other
Ll Infiltration Trench
WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the
execution and recording of this Declaration of Covenant; NOW, THEREFORE,
THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the
Property") located at the following address: 719 Edmonds Way
in the
City of
Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated
herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of
himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows:
1. Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit
A and have the authority to impose this covenant on the property and bind all future
owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners,
successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners."
2. The Owners of the property described on Exhibit A agree that the property contains a
stormwater management facility called a "LID BMP," which was installed to mitigate the
stormwater quantity and quality impacts of some or all of the impervious or non-native
pervious surfaces on the property. "Low impact development" means development
conducted in a way that seeks to minimize or completely prevent alterations to the natural
hydrology of the site. Low impact development includes site planning and design to
reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and
specific practices that help to replicate natural hydrology such as permeable pavements,
green roofs, soil amendments, bioretention systems, and dispersion of runoff.
The Owners of the property described on Exhibit A shall maintain the size, placement,
and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design
details shall be maintained and may not be changed without written approval either from
the Engineering Division of the City of Edmonds or through a future development permit
from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where
LID BMP is located. . All costs of maintenance and repair shall be the sole responsibility
of the Owners.
4. The Owners of the property described on Exhibit A shall inspect LID BMPs annually for
physical defects. After major storm events, the system shall also be checked to ensure
that the overflow system is working properly. The Owners also shall maintain all LID
BMP so it functions as designed on a year-round basis.
5. The City of Edmonds is hereby granted by the Owners the night, but not the obligation, to
enter upon the property described on Exhibit A at all reasonable times for the purpose of
inspecting the private stonriwater LID BMP facility. If, as the result of any such
inspection the City of Edmonds determines that the LID BMP is in disrepair, requires
maintenance or repair, or is otherwise not functioning as provided in the BMP site plan,
the City Engineer or his designee shall have the right, but not the obligation, to order the
Owners of the property described on Exhibit A to maintain or repair the same.
6. If the City of Edmonds determines that the LID BMP requires maintenance or repair
pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the
deadline within which such maintenance or repair must be completed. Said notice may
further advise that, should the violator fail to perforin required maintenance or make
repairs within the established deadline, the work may be done by the city or a contractor
designated by the City Engineer and the expense thereof shall be charged to the Owners.
The City's officers, agents, employees, and contractors shall have the right, which is
hereby granted by the Owners, to enter upon the property described on Exhibit A in order
to perform such work. The Owners shall bear the cost of all work performed.
7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers,
officials, employees and agents from any and all claims, demands, suits, penalties, losses,
damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of
or in any way resulting from the approval of the LID BMP, the installation and presence
of the LID BMP, and the acts or omissions of the Owners, their officers, employees,
contractors, and agents relating to the construction, operation and maintenance of the LID
BMPs on the property, except for the City's intentional and willful tortious acts, and
waive and release the City of Edmonds from any and all claims for damages and
injunctive relief which the Owners may themselves have now or in the future, by reason
of the construction, maintenance and operation of said LID BMPs.
8. This covenant shall run with the land and be binding upon the Declarant(s), as the owner
of the property described on Exhibit A, and on Declarant's successors and assigns as to
such property.
Dated:
DECLARANT(S):
!��' &:�n - -
(Signature)
kfl// ///A 4 � C11, VA 12!
(Print Name)
(Signature)
(Print Name)
State of Washington
ss.
County of Snohomish
APPROVED:
CITY OF EDMONDS
(Signature)
(Print Name)
(Title)
On this day personally appeared before me J,// 111,41a
I Declarant(s)) to me known to be the individual, or individuals described in and who executed
the within and foregoing instrument, and acknowledged that he/she/they signed the same as
his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned.
SUBSCRIBED AND SWORN before me this day of ?0��hlad'nl 20P
(Signature)
f'o I z
4 0 44's.
fo
20998 5
0 z
'Ouso 0
A .9 1%.$— AZ
zz
N
woo"
(Name legibly printed or stamped)
Notary Public in and for the State of Washington.
Residing at: IYXIAIWM�9 ,
My commission expires
Exhibit A
LOT 3
THAT PORTION OF LOT 5, PINESTONE, ACCORDING TO THE PLAT
THEREOF, RECORDED IN VOLUME 46 OF PLATS, PAGE(S) 226 AND 227,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS
FOLLOWS:
COMMENCING AT THE NORTHWEST CORNER OF SAID LOT 5;
THENCE NORTH 74000'00" EAST ALONG THE NORTH LINE OF SAID LOT
5 A DISTANCE OF 10.86 FEET TO A POINT THAT IS 10.00 FEET DISTANT
WHEN MEASURED PERPENDICULARLY TO THE WESTERLY LINE OF
SAID LOT 5;
THENCE SOUTH 38056'18" EAST ON A LINE THAT IS PARALLEL WITH
AND 10.00 FEET EAST OF THE WEST LINE OF SAID LOT 5 A DISTANCE
OF 75.00 FEET;
THENCE NORTH 65"19'09" EAST 74.28 FEET TO THE POINT OF
BEGINNING;
THENCE NORTH 47012'41 " EAST 28.00 FEET;
THENCE NORTH 42047'19" WEST 50.68 FEET TO A POINT ON THE
NORTH LINE OF SAID LOT 5-1
THENCE NORTH 74000'00" EAST ALONG SAID NORTH LINE 35.85 FEET
TO THE NORTHEAST CORNER OF SAID LOT 5-1
THENCE SOUTH 42047'19" EAST ALONG THE EAST LINE OF SAID LOT 5
A DISTANCE OF 116.00 FEET TO THE SOUTHEAST CORNER OF SAID
LOT 5-1
THENCE SOUTH 54003'06" WEST ALONG THE SOUTH LINE OF SAID LOT
5 A DISTANCE OF 60.43 FEET TO A POINT THAT BEARS SOUTH
42047'19" EAST FROM THE POINT OF BEGINNING:
THENCE NORTH 42047'19" WEST 74.28 FEET TO THE POINT OF
BEGINNING;
SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH AND
STATE OF WASHINGTON.
04
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CONTRACTOR INFORMATION:
Company Name:
SIDE SEWER
PERMIT APPLICATION
Company Addres' —
o�.2 c, v
Ml-44t/,,kd* 77�=,t�mz-r- .
City: Zip:
State License # 7 �'e
Expiration Date:
Site Contact:
Phone#:
Email '�PfSk?4 i-
City Business License'#
PROPERTY INFORMATION:
Address:
Owner's Name:
Phone ft:
El FULL LINE REPLACEMENT SPOT REPAIR PIPE BURST RELINE (PERMALINE ONLY)
DESCRIPTION OF PROPOSED WORK (Be Specific):
ISSUANCE OF THIS PERMIT DOES NOT CONSTITUTE PERMISSION TO WORK ON ANY PROPERTY OTHER
THAN THAT OWNED BY THE SUBJECT PROPERTY OWNER.
CERTIFICATIONS NECESSARY FOR INSTALLATION METHODS ARE THE RESPONSIBILITY OF THE
CONTRACTOR PERFORMING SAID WORK.
I REPRESENT AND WARRANT TO THE CITY OF EDMONDS, IF REPAIR OF EXISTING SEWER EXTENDS TO AN
ADJACENT PROPERTY, I HAVE OWNERS EXPRESS PERMISSION TO PERFORM WORK ON THAT ADJACENT
PROPERTY.
SIGNATURE DATE
Contractor or Agent
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
R E 8 Ul 8
R-L 1ILDING DEPARTMEN-i
[TY rl� P F-, r� k,' (�j N r�
4v.v
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION
St. 1 %9Z 121 5h Avenue N, Edmonds, WA 98020
City of Edmonds Phone 425.771.0220 ft Fax 425.771.0221
—1 t3LDZ&J,5-
PLEASE REFER To THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS
PROJECT AD LU -
g;PS (Street,,tSuite #, City Sta 767*1 'Parcel #:
-7 99doNS3 &V005-00
Sub 'vision/Lot #: Project Valuation: $ 7,f 0 Mb
APPLICANT: Phot)e: Fax:
Add,jess (Street Cit tate, Zi dail Addrqss:
L�7 4 q" (A
AV-e- ) dailefLx, &�At?c&27 V=�-qdkAo_ 11?44440. Cum
S11 Ftione: Fax:'
...A AM& '94a"(W. dam
A�dress (StUpet, 2y, kate 1 7NIail Addres,$:
LENDING AGENCY:
Address (Street, City, State, Zip): Phone: Fax:
E-Mail Address:
CONTRACTOR:* Phone: ax:
Address (Street, City, State, Zip): E-Mail Address:
*Contractor must have a valid City of Edmonds business license prior to WA State License #/Exp. Date:
doing work in the City. Contact the City Clerk's Office at 425.775.2525 City Business License #/Exp. Date:
DETAIL THE SCOPE OF WORK: A I ei.) del
PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT:
Basement: (fl) sq. ft. Select Basement Type, Finished J Unfinish—ed
1 st Floor: f b '4 sq. Garage/Carport:
2 nd Floor: (A y &- — sq. Z!j 3 sq. ft.
Bedrooms # -3/4 Bath # 2- Deck/Cvrd Porch/Patio: —sq. ft.
__3 Full Half -Bath # _C_ -it'her:
Fire Sprinklers: Yes L] No 1KJ - I Retaining Wall: Yes I I N-o-F(
Grading: Cut ---L:cu. yds. Fill cu.yds. I Cu -
t/Fill in Critical Area: Yes No
Ideclare underpenalty ofperjury laws thatthe information Ihaveprovidedon this formlapplication is true, correctand
complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to
the City of Edmonds.
Print Name: MAI's d� Owner Agent/Other 0 (specify):
Signature. A �
Date:
9-v r
FORM A LABuilding New Folder 201000NE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014
4r.
OV EDAI
City of Edmonds
Equipment Type
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION FORM A
th
1215 Avenue N, Edmonds, WA 98020
Phone 425.771.0220 ft Fax 425.771.0221
Appliance/Equipment Information (new and relocated)
Total #
Furnace
Gas #XElec #—Other:-- #—'BTUs: <100 Location(s)
Air Handler I VAV
(circle selected)
Gas # Elec # Other: # CFM: <10k >10k Location(s)
AC / Compressor
Boiler / Heat Pump
Roof Top Unit
(circle selected)
Gas #—Elec #—Other:— #_ BTUs:—<100k, 100k-500k, _500k-IMil
HP: —<3, 3-15,15-30 Location(s)
Hydronic Heating
Gas #—Elec #—In-Floor —Wall Radiant— Boiler BTUs: Location
Exhaust Fans (single
duct)
Bath # 7- Kitchen #_LLaundry # ( Other: #
4
Fireplace
Gas# -
-A-Elec #—Other:— # Location(s)
Dryer Duct
Appliance Type
I
Appliance/Equipment Information (new and relocated)
Total #
AC Unit
BTUs: Location(s):
Furnace
BTUs: ��2,_ Location(s):
Water Heater F4,4 L,
V
BTUs: 19 ?zV-Q_ Location(s):
Boiler
BTUs: Location(s):
Other:
BTU[s: Location(s):
Fireplace/Insert
BTUs: 6,p 0 Location(s):
Stove/Range/Oven
Dryer
Outdoor BBQ
TOTAL OUTLETS
PLUMBING FIXTURE COUNT
Fixture Type (new and relocated) Total # Fixture Type (new and relocated)
Total #
Water Closet (Toilet)
3
Pressure Reduction Valve/Pressure Regulator
Sink (kitchen, laundry, lavatory, bar, eye wash, etc.)
-7
Water Service Line
Tub/Shower
Drinking Fountain
Dishwasher
Clothes Washer
Hose Bib
Backflow Prevention Device (e.g. RBPA, DCDA, AVB)
Water Heater Tankless? Yes [] NoE]
Hydronic Heat in: Floor WalIE]
Floor Drain/Floor Sink
Other:
Refrigerator water supply (for water/ice dispenser)
Other:
FORM A LABuilding New Folder 2010\130NE & x-ferred to L-Building-New drive\ForTn A2014.docx Updated: 1/17/2014
BEAM CALC...ULATIONS FOR
f FLAN M24ci5A25-OR
TO BE BUILT IN
NA.
FOR
THOMAS CHUNS
BUDZ01'3-0 ICA9
I nAnimr,
Roof
15 F5F Dead Load + 25 P5F Live Load
40 P5F
Floor
15 F5F Dead Load + 40 P5F Live Load
55 P5F
Ceiling
5 F5F Dead Lood + 10 P5F Live Load
15 PSF
Deck
5 FSF Dead Load + (50 PSF Live Load
65 F5F
Interior via I 1
0-7 P5F
Exterior vqoll
10 F5F
DEFLECTION
Roof
1 560 Live Load, I / 560 Total Lood
Floor
I 4aO Live Load, I / 36>0 Total Load
NOTE: This stomp applies to the
members and assemblies described in
these calculations only. And is valid if it
hoe a viet stomp.
MAR 0 "1 2019
Architects Northp4est JOB No. 160561
AEDMONDS CORRECTION 12/15/la
ARCHITECT5 NORTHNE5T, Inc..
l5ql5 142nd Avenue NE 5uite 100
Vioodinville, NA q80-12
(425) 455-44100 FAX (425) 45-7-6555
YqvivcArchitectsNN.com
Project: M2495A2S-OR
Location: 01. BEDRM 3 DOOR HEADERS
Roof Beam
[2015 International Building Code(2015 NDS)]
3.125 IN x 15.0 IN x 13.5 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 36.5%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.20 IN L/807
Dead Load 0.13 in
Total Load 0.33 IN U491
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U360
REACTIONS A B
Live Load 2869 lb 2869 lb
Dead Load 1843 lb 1843 lb
Total Load 4712 lb 4712 lb
Bearing Length 2.32 in 2.32 in
BEAM DATA
Span Length 13.5 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 3 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Ad'usted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb—cmpr= 1850 psi
Fb'= 2730 psi
Cd= 1. 15 C/= 0. 99
Shear Stress:
Fv = 265 psi
Fv' 305 psi
Cd= 1. 15
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - -L'= 650 psi
'�D
r ;�
enise Hall
Architects Northwest
18915 - 142nd Ave NE
�'.Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:34:29 PM
..... .................
A -13.5 ft B
ROOF LOADING
Side One:
Roof Live Load:
ILL
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW
1
ft
Side Two:
Roof Live Load:
LL=
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
16
ft
Wall Load:
WALL =
0
plf
Controlling Moment: 15902 ft-lb
Adjusted Beam Length:
Ladj
13.5
ft
6.75 ft from left support
Beam Self Weight:
BSW
10
plf
Created by combining all dead and live loads.
Beam Uniform Live Load:
wL=
425
plf
Controlling Shear: -4712 lb
Beam Uniform Dead Load:
wD_adj =
273
plf
At support.
Created by combining all dead and live loads.
Total Uniform Load:
wT =
698
plf
Comparisons with required sections: Redd Provided
Section Modulus: 69.91 in3 117.19 in3
Area (Shear): 23.19 in2 46.88 in2
Moment of Inertia (deflection): 643.91 in4 878.91 in4
Moment: 15902 ft-lb 26657 ft-lb
Shear: -4712 lb 9523 lb
Project: M2495A2S-OR
Location: 02. BM BETWEEN KITCHEN & FOYER
Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 11.25 IN x 5.5 FT
#2 - Doug las-Fir-Larch - Dry Use
Section Adequate By: 64.4%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.02 IN U3294
Dead Load
0.01 in
Total Load
0.03 IN U2178
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
1779 lb 1779 lb
Dead Load
910 lb 910 lb
Total Load
2689 lb 2689 lb
Bearing Length
1.23 in 1.23 in
BEAM DATA
Center
Span Length
5.5 ft
Unbraced Length -Top 1.33 ft
Floor Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adousted
Bending Stress:
Fb = 900 psi
Fb'= 988 psi
Cd= 1. 00 C/= 1. 00 CF= 1. 10
Shear Stress:
Fv = 180 psi
Fv' 180 psi
Cd= 1. 00
Modulus of Elasticity:
E = 1600 ksi
E'= 1600 ksi
Comp. -L to Grain:
Fc - 625 psi
Fc - 625 psi
Controlling Moment:
3698 ft-lb
2.75 ft from left support
Created by combining all dead
and live loads.
Controlling Shear:
-2689 lb
At support.
Created by combining all dead
and live loads.
Comparisons with required sections: Redd Provided
Section Modulus: 44.92 in3 73.83 in3
Area (Shear): 22.41 in2 39.38 in2
Moment of Inertia (deflection): 68.63 in4 415.28 in4
Moment: 3698 ft-lb 6077 ft-lb
Shear: -2689 lb 4725 lb
Denise Hall
Architects Northwest
18915 - 142nd Ave NE
-.Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:34:32 PM
Side 1 Side 2
Floor Live Load FLL 40 psf 40 psf
Floor Dead Load FDL 15 psf 15 psf
Floor Tributary Width FTW = 2.2 ft 14 ft
I Wall Load WALL = 80 plf I
BEAM LOADING
Beam Total Live Load:
wL=
647
plf
Beam Total Dead Load:
wD=
323
plf
Beam Self Weight:
BSW
9
plf
Total Maximum Load:
wT =
978
plf
Project: M2495A2S-OR
Location: 03. BM OVER ENTRY (CORR#1)
Multi -Span Roof Beam
[2015 International Building Code(2015 NDS)]
5.5 IN x 11.5 IN x 16.25 FT Pressure Treated (2.2 + 3.8 + 10.2)
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 218.3%
Controlling Factor: Moment
DEFLECTIONS
Left
Center
Right
Live Load
0.01 IN 2L/7674
0.00 IN L/MAX
0.03 IN U4881
Dead Load
0.00 in
0.00 in
0.02 in
Total Load
0.01 IN 21J4882
0.00 IN L/9158
0.04 IN U2914
Live Load Deflection Criteria: L/360
Total Load Deflection Criteria: L/360
REACTIONS
A B
C
Live Load
715 lb 1601 lb
633 lb
Dead Load
231 lb 1036 lb
438 lb
Total Load
946 lb 2637 lb
1071 lb
Uplift (1.5 F.S)
-231 lb 0 lb
0 lb
Bearing Length
0.28 in 0.77 in
0.31 in
BEAM DATA Left Center Right
Span Length 2.25 ft 3.75 ft 10.25 ft
Unbraced Length -Top 2 ft 2 ft 2 ft
Unbraced Length -Bottom 2.25 ft 3.75 ft 10.25 ft
Roof Pitch 2 :12
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Comp. -L to Grain:
Base Values
Ad'usted
Fb = 875 psi
Fb'= 799 psi
Cd=1.15 C1=0.99 CF=1.00 Ci=0.80
Fv = 170 psi
Fv' 156 psi
Cd= 1, 15 Q= 0. 80
E = 1300 ksi
E'= 1235 ksi
Ci=0.95
Fc - I = 625 psi
Fc--L'= 625 psi
Controlling Moment: -2536 ft-lb
Over left support of span 3 (Right Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Controlling Shear: 1554 lb
At left support of span 3 (Right Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections: Recrd Provided
Section Modulus: 38.09 in3 121.23 in3
Area (Shear): 14.9 in2 63.25 in2
Moment of Inertia (deflection): 86.1 in4 697.07 in4
Moment: -2536 ft-lb 8070 ft-lb
Shear: 1554 lb 6595 lb
"ADenise Hall
Architects Northwest
18915 - 142nd Ave NE
--Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:34:35 PM
...... ... ... .. ..... .....
.......... . ...... .....
2.25 ft -3.75ft 10.25 ft
A B C
ROOF LOADING
Left
Center
Right
Roof Live Load
RLL
25
psf
25
psf
25
psf
Roof Dead Load
RDL
15
psf
15
psf
15
psf
Roof Tributary Width Side One
TW1
3
ft
3
ft
3
ft
Roof Tributary Width Side Two
TW2
3
ft
3
ft
3
ft
Wall Load
WALL =
0
plf
0
plf
0
plf
BEAM LOADING
Left
Center
Rlqht
Total Live Load
150
plf
150
plf
150
plf
Total Dead Load (Adjusted for Roof Pitch)
91
plf
91
pif
91
plf
Beam Self Weight
14
plf
14
plf
14
plf
Total Load
255
plf
255
plf
255
plf
Project: M2495A2S-OR
Location: 04. BM OVER OUTDOOR LIVING
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.125 IN x 15.0 IN x 16.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 18.5%
Controlling Factor: Deflection
DEFLECTIONS
Cente
Live Load
0.25
IN U758
Dead Load
0.20
in
Total Load
0.45
IN U426
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360—
REACTIONS
A
B
Live Load
3207
lb 4457 lb
Dead Load
2555
lb 3300 lb
Total Load
5762
lb 7757 lb
Bearing Length
1.73
in 2.33 in
BEAM DATA
Center
Span Length
16 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
16 ft
Live Load Duration Factor
1.00
CamberAdj. Factor
I
Camber Required
0,2
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Ad*usted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb—cmpr= 1850 psi
Fb'= 2392 psi
Cd= 1. 00 Cl= 1. 00
Shear Stress:
Fv = 265 psi
Fv' 265 psi
Cd= 1. 00
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - -L= 650 psi
Controlling Moment: 24035 ft-lb
9.76 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -7757 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Reaj
Provided
Section Modulus:
120.55 in3
192.19 in3
Area (Shear):
43.91 in2
76.88 in2
Moment of Inertia (deflection):
1216.79 in4
1441.41 in4
Moment:
24035 ft-lb
38317 ft-lb
Shear:
-7757 lb
13581 lb
IDenise Hall
Architects Northwest
L 18915-142ndAveNE
Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:34:38 PM
Uniform Live Load 130 plf
Uniform Dead Load 49 plf
Beam Self Weight 17 plf
Total Uniform Load 196 Dff
Load Number
One
Two
Live Load
1874 lb
1874 lb
Dead Load
1211 lb
1211 lb
Location
3.58 ft
11.92 ft
* Load obtained from Load Tracker. See Summary Report for details.
TRAPEZOIDAL LOADS - CENTER SPAN
Load Number
One
Two
Left Live Load
0 plf
450 plf
Left Dead Load
80 pif
270 plf
Right Live Load
0 plf
450 plf
Right Dead Load
80 plf
270 plf
Load Start
0 ft
11.92 ft
Load End
16 ft
16 ft
Load Length
16 ft
4.08 ft
Project: M2495A2S-OR
Location: 05. STAIR WINDOW HEADERS
Roof Beam
[2015 International Building Code(2015 NDS)]
5.125 IN x 12.0 IN x 12.5 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 22.5%
Controlling Factor: Deflection
DEFLECTIONS Cente
Live Load 0.21
IN L/726
Dead Load 0.13
in
Total Load 0.34
IN L/441
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 3125
lb 3125 lb
Dead Load 2016
lb 2016 lb
Total Load 5141
lb 5141 lb
Bearing Length 1.54
in 1.54 in
BEAM DATA
Span Length
12.5 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
0 ft
Roof Pitch
3 :12
Roof Duration Factor
1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Admusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb—cmpr= 1850 psi
Fb'= 2752 psi
Cd= 1. 15 C/= 1. 00
Shear Stress:
Fv = 265 psi
Fv' 305 psi
Cd=1. 15
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fe - 650 psi
Fc - -L'= 650 psi
d Denise Hall
Architects Northwest
18915 - 142nd Ave NE
'.Woodinville, WA98072
StruCalc Version 10.0,1.4 2114/2019 3:34:41 PM
-12.5ft-
ROOF LOADING
Side One:
Roof Live Load:
LL=
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW
18
ft
Side Two:
Roof Live Load:
LL=
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
2
ft
Wall Load:
WALL =
0
plf
Controlling Moment: 16066 ft-lb
Adjusted Beam Length:
Ladj
12,5
ft
6.25 ft from left support
Beam Self Weight:
BSW
13
plf
Created by combining all dead and live loads-
Beam Uniform Live Load:
wL=
500
plf
Controlling Shear: 5141 lb
Beam Uniform Dead Load:
wD_adj =
323
plf
At support.
Total Uniform Load:
wT =
823
plf
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 70.05 in3 123 in3
Area (Shear): 25.3 in2 61.5 in2
Moment of Inertia (deflection): 602.37 in4 738 in4
Moment: 16066 ft-lb 28209 ft-lb
Shear: 5141 lb 12495 lb
Project: M2495A2S-OR
Location: 06. DEN TRANSOM HEADER (CORR#I)
Multi -Span Roof Beam
[2015 International Building Code(20115 NDS)]
5.5 IN x 11.5 IN x 16.25 FT Pressure Treated (2.2 + 3 + 11)
#2 - Doug las-Fir-Larch - Dry Use
Section Adequate By: 100.2%
Controlling Factor: Moment
DEFLECTIONS
Left
Center
Right
Live Load
0.01
IN 2L/6122
0.00 IN L/MAX
0.04 IN L/3153
Dead Load
0.01
in
0.00 in
0.03 in
Total Load
0.01
IN 2L/3810
-0.01 IN L/6958
0.07 IN L/1893
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: L/360
REACTIONS
A
B
C
Live Load
921
lb 2429 lb
889 lb
Dead Load
87
lb 1514 lb
599 lb
Total Load
1008
lb 3943 lb
1488 lb
Uplift (1.5 F.S)
-734
lb 0 lb
0 lb
Bearing Length
0.29
in 1.15 in
0.43 in
BEAM DATA Left Center Right
Span Length 2.25 ft 3 ft 11 ft
Unbraced Length -Top 2 ft 2 ft 2 ft
Unbraced Length -Bottom 2.25 ft 3 ft 11 ft
Roof Pitch 2 :12
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adousted
Bending Stress: Fb = 875 psi Fb'= 798 psi
Cd=1.15CI=0.99 CF=1.00Ci=0.80
Shear Stress: Fv = 170 psi Fv' 156 psi
Cd= 1� 15 Ci=O. 80
Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi
Ci=0.95
Comp. -L to Grain: Fc - -L = 625 psi Fc - 625 psi
Controlling Moment: -4030 ft-lb
Over left support of span 3 (Right Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Controlling Shear: 2211 lb
At left support of span 3 (Right Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections: Redd Provided
Section Modulus: 60.56 in3 121.23 in3
Area (Shear): 21.2 in2 63.25 in2
Moment of Inertia (deflection): 132.54 in4 697.07 in4
Moment: -4030 ft-lb 8066 ft-lb
Shear: 2211 lb 6595 lb
�7 Denise Hall
X�Architects Northwest
18915 - 142nd Ave NE
",Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:34:44 PM
ROOF LOADING
Left
Center
Bight
Roof Live Load
RILL =
25
psf
25
psf
25
psf
Roof Dead Load
RDL =
15
psf
15
psf
15
psf
Roof Tributary Width Side One
TW1 =
3
ft
3
ft
3
ft
Roof Tributary Width Side Two
TW2 =
5
ft
5
ft
5
ft
Wall Load
WALL =
0
plf
0
plf
0
plf
BEAM LOADING
Left
Cente
Bight
Total Live Load
200
plf
200
plf
200
plf
Total Dead Load (Adjusted for Roof Pitch)
122
plf
122
plf
122
plf
Beam Self Weight
14
plf
14
plf
14
plf
Total Load
335
plf
335
plf
335
plf
Project: M2495A2S-OR
Location: 07. DINING WINDOW HEADER
Multi -Loaded Multi -Span Beam
[2015 International Building Code(20115 NDS)]
5.125 IN x 12.0 IN x 10.58 FT (3 + 7.6)
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 58.3%
Controlling Factor: Shear
DEFLECTIONS Left
Center
Live Load 0.00 IN U8400
0.04 IN L/2448
Dead Load 0.00 in
0.02 in
Total Load -0.01 IN L/5802
0.06 IN L/1570
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/360
REACTIONS A B
C
Live Load 1833 lb 7322
lb 3446 lb
Dead Load 13 lb 4222
lb 1956 lb
Total Load 1846 lb 11544
lb 5402 lb
Uplift (1.5 F.S) -1893 lb 0
lb 0 lb
Bearing Length 0.55 in 3.47
in 1.62 in
BEAM DATA Left
Center
Span Length 3 ft
7.58 ft
Unbraced Length -Top 1.33 ft
1.33 ft
Unbraced Length -Bottom 3 ft
7.58 ft
Live Load Duration Factor 1.00
Notch Depth 0,00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values Adiusted
Bending Stress: Fb = 2400 psi Controlled by:
Fb-cmpr = 1850 psi Fb-Cmpr'= 1836 psi
Cd=1.00 CI=0.99
Shear Stress: Fv = 265 psi Fv' 265 psi
Cd=1.00
Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi
Comp. -L to Grain: Fc - 650 psi Fc - 650 psi
Controlling Moment: -9411 ft-lb
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: 6864 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Redd
Provided
Section Modulus:
61.52 in3
123 in3
Area (Shear):
38.85 in2
61.5 in2
Moment of Inertia (deflection):
169.23 in4
738 in4
Moment:
-9411 ft-lb
18815 ft-lb
Shear:
6864 lb
10865 lb
-V-tY7r '
r*JD
enise Hall
Architects Northwest
18915 - 142nd Ave NE
_,Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:34:47 PM
Uniform Live Load
477
plf
56.0
plf
Uniform Dead Load
179
plf
210
plf
Beam Self Weight
13
plf
13
plf
Total Uniform Load
669
plf
783
plf
Load Number One
Live Load 1199 lb
Dead Load 760 lb
Location 0.58 ft
CENTER SPAN
Load Number One
Live Load 1199 lb
Dead Load 760 lb
Location 2.92 ft
* Load obtained from Load Tracker. See Summary Report for details.
TRAPEZOIDAL LOADS - LEFT SPAN
Load Number
One
Two
Left Live Load
0 plf
450 plf
Left Dead Load
80 plf
270 plf
Right Live Load
0 plf
450 plf
Right Dead Load
80 plf
270 plf
Load Start
0 ft
0 ft
Load End
3 ft
0.58 ft
Load Length
3 ft
O�58 ft
CENTER SPAN
Load Number
One
Two
Left Live Load
0 plf
500 plf
Left Dead Load
80 plf
300 plf
Right Live Load
0 plf
500 plf
Right Dead Load
80 plf
300 plf
Load Start
0 ft
2.92 ft
Load End
7.58 ft
7.58 ft
Load Length
7.58 ft
4.66 ft
Project: M2495A2S-OR
Location: 08. GARAGE DOOR HEADER
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.125 IN x 16.5 IN x 16.67 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 24.4%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.25 IN U808
Dead Load
0.20 in
Total Load
0.45 IN U448
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
3795 lb 2695 lb
Dead Load
3082 lb 2421 lb
Total Load
6877 lb 5116 lb
Bearing Length
2.06 in 1.54 in
BEAM DATA
Center
Span Length
16.67 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
16.67 ft
Live Load Duration Factor
1,00
CamberAdj. Factor
1
Camber Required
0.2
Notch Depth
0�00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adwusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb—Cmpr= 1850 psi
Fb'= 2379 psi
Cd= 1. 00 Cl= 1, 00 Cv=O. 99
Shear Stress:
Fv = 265 psi
Fv' 265 psi
Cd= 1. 00
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - -L'= 650 psi
Controlling Moment: 34674 ft-lb
8.17 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 6877 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Rg!�d
Provided
Section Modulus:
174.9 in3
232.55 in3
Area (Shear):
38.92 in2
84.56 in2
Moment of Inertia (deflection):
1542.4 in4
1918.51 in4
Moment:
34674 ft-lb
46104 ft-lb
Shear:
6877 lb
14939 lb
Denise Hall
Architects Northwest
18915 - 142nd Ave N E
Woodinville, WA 98072
414. 4�1�
StruCalc Version 10.0.1.4 2/14/2019 3:34:51 PM
Uniform Live Load
40
plf
Uniform Dead Load
15
plf
Beam Self Weight
18
plf
Total Uniform Load
73
plf
POINT LOADS - CENTER SPAN
Load Number One
Live Load 2869 lb
Dead Load 1843 lb
Location 8.25 ft
* Load obtained from Load Tracker See Summary Report for details.
TRAPEZOIDAL LOADS - CENTER SPAN
Load Number
One
Two
Three
Left Live Load
0 plf
307 plf
50 plf
Left Dead Load
80 plf
184 plf
30 plf
Right Live Load
0 plf
307 plf
50 plf
Right Dead Load
80 plf
184 plf
30 plf
Load Start
0 ft
0 ft
8.25 ft
Load End
16.67 ft
8.25 ft
16.67 ft
Load Length
16.67 ft
8.25 ft
8.42 ft
Project: M2495A2S-OR
Location: 09. GREAT ROOM DOOR HEADER
Uniformly Loaded Floor Beam
[2015 International Building Code(20115 NDS)]
3.125 IN x 9.0 IN x 8.33 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 40.2%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0. 14 IN L/701
Dead Load
0.06 in
Total Load
0.20 IN L/505
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
1874 lb 1874 lb
Dead Load
728 lb 728 lb
Total Load
2602 lb 2602 lb
Bearing Length
1.28 in 1.28 in
BEAM DATA
Center
Span Length
8.33 ft
Unbraced Length -Top
2 ft
Floor Duration Factor
1 �00
CamberAdj. Factor
1
Camber Required
0,06
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Bending Stress:
Fb = 2400 psi
Fb—Cmpr= 1850 psi
Cd=1.00 CI=0.99
Shear Stress:
Fv = 265 psi
Cd=1.00
Modulus of Elasticity:
E = 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Controlling Moment: 5420 ft-lb
4.165 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -2602 lb
At support.
Created by combining all dead and live loads.
Adousted
Controlled by:
Fb'= 2387 psi
Fv' = 265 psi
E' = 1800 ksi
Fc--L'= 650 psi
Comparisons with required sections: Redd Provided
Section Modulus: 27.24 in3 42.19 in3
Area (Shear): 14.73 in2 28.13 in2
Moment of Inertia (deflection): 135.42 in4 189.84 in4
Moment: 5420 ft-lb 8393 ft-lb
Shear: -2602 lb 4969 lb
D
enise Hall
Architects Northwest
18915 - 142nd Ave NE
',Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:34:54 PM
. . .... .... ......... ..... ---- ---- -
A
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FLL =
40 psf
40 psf
Floor Dead Load
FDL =
15 psf
15 psf
Floor Tributary Width
FTW =
8 ft
3.3 ft
Wall Load
WALL
0
plf
BEAM LOADING
Beam Total Live Load:
wL=
450
plf
Beam Total Dead Load:
wD =
169
plf
Beam Self Weight:
BSW
6
pif
Total Maximum Load:
wT =
625
plf
Project: M2495A2S-OR
Location: 10. MSTR BEDIRM WINDOW HEADER
Roof Beam
[2015 International Building Code(2015 NDS)]
3.125 IN x 9.0 IN x 8.33 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 18.3%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.14 IN L/701
Dead Load 0.09 in
Total Load 0.23 IN U426
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1874 lb 1874 lb
Dead Load 1211 lb 1211 lb
Total Load 3085 lb 3085 lb
Bearing Length 1.52 in 1.52 in
BEAM DATA
Span Length 8.3 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1 A 5
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Ad*usted
Bending Stress:
Fb =
2400 psi
Controlled by:
Fb—cmpr =
1850 psi
Fb'= 2743 psi
Cd= 1. 15 Cl=0. 99
Shear Stress:
Fv =
265 psi
Fv' 305 psi
Cd= 1. 15
Modulus of Elasticity:
E=
1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc -
650 psi
Fc - -L'= 650 psi
_�IDenise Hall
Architects Northwest
18915 - 142nd Ave NE
Woodinville, WA 98072
StruCalc Version 10,0.1.4 2/14/2019 3:34:57 PM
ROOF LOADING
Side One:
Roof Live Load:
LL=
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW
16
ft
Side Two:
Roof Live Load:
LL
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
2
ft
Wall Load:
WALL =
0
plf
Controlling Moment: 6425 ft-lb
Adjusted Beam Length:
Ladj
8.33
ft
4.165 ft from left support
Beam Self Weight:
BSW
6
plf
Created by combining all dead and live loads.
Beam Uniform Live Load:
wL=
450
plf
Controlling Shear: 3085 lb
Beam Uniform Dead Load:
wD_adj =
291
plf
At support.
Total Uniform Load:
wT =
741
plf
Created by combining all dead and live loads.
Comparisons with required sections: Reced Provided
Section Modulus: 28.1 in3 42.19 in3
Area (Shear): 15.18 in2 28.13 in2
Moment of Inertia (deflection): 160.52 in4 189.84 in4
Moment: 6425 ft-lb 9644 ft-lb
Shear: 3085 lb 5714 lb
Project: M2495A2S-OR
Location: 11. PANTRY DOOR HEADER
Uniformly Loaded Floor Beam
[2015 International Building Code(20115 NDS)]
5.5 IN x 11.5 IN x 6.0 FT
#2 - Doug las-Fir-Larch - Dry Use
Section Adequate By: 146.0%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.02 IN L/3926
Dead Load 0.01 in
Total Load 0.03 IN L/2806
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1710 lb 1710 lb
Dead Load 682 lb 682 lb
Total Load 2392 lb 2392 lb
Bearing Length 0.70 in 0.70 in
BEAM DATA Center
Span Length 6 ft
Unbraced Length -Top 2 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Doug las-Fir-Larch
Base Valuea
Admusted
Bending Stress: Fb = 875 psi
Fb' 874 psi
Cd= 1. 00 C1= 1. 00 CF= 1. 00
Shear Stress: Fv = 170 psi
Fv' 170 psi
Cd= 1. 00
Modulus of Elasticity: E = 1300 ksi
E'= 1300 ksi
Comp. -L to Grain: Fc - 625 psi
Fc--L'= 625 psi
Controlling Moment: 3589 ft-lb
3.0 ft from left support
Created by combining all dead and live loads
Controlling Shear: -2392 lb
At support.
Created by combining all dead and live loads
Comparisons with required sections: RLqJ_ Provided
Section Modulus: 49.29 in3 121.23 in3
Area (Shear): 21.11 in2 63.25 in2
Moment of Inertia (deflection): 89.42 in4 697.07 in4
Moment: 3589 ft-lb 8826 ft-lb
Shear: -2392 lb 7168 lb
Denise Hall
Architects Northwest
18915 - 142nd Ave NE
Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/1412019 3:35:00 PM
............
FLOOR LOADING
Side 1
Side 2
Floor Live Load
I'LL =
40 psf
40 psf
Floor Dead Load
FDL =
15 psf
15 psf
Floor Tributary Width
FTW =
11 ft
3.3 ft
Wall Load
WALL =
0
plf
BEAM LOADING
Beam Total Live Load:
wL=
570
plf
Beam Total Dead Load:
wD =
214
plf
Beam Self Weight:
BSW =
14
plf
Total Maximum Load:
wT=
797
plf
Project: M2495A2S-OR
Location: 12. MSTR BATH WINDOW HEADER
Roof Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 5.33 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 97.1 %
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.02 IN L/2891
Dead Load 0.01 in
Total Load 0.04 IN L/1769
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1199 lb 1199 lb
Dead Load 760 lb 760 lb
Total Load 1959 lb 1959 lb
Bearing Length 0.90 in 0.90 in
BEAM DATA
Span Length 5.3 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 3 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
#2 - Doug las-Fir-Larch
Base Values
Adousted
Bending Stress:
FIb = 900 psi
Fb'= 1238 psi
Cd= 1. 15 C/= 1. 00 CF= 1. 20
Shear Stress:
Fv = 180 psi
Fv' 207 psi
Cd= 1. 15
Modulus of Elasticity:
E= 1600 ksi
E'= 1600 ksi
Comp. -L to Grain:
Fc - 625 psi
Fc - -L'= 625 psi
Controlling Moment:
2611 ft-lb
2.665 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
-1960 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: RNJ Provided
Section Modulus: 25.32 in3 49.91 in3
Area (Shear): 14.2 in2 32.38 in2
Moment of Inertia (deflection): 46.97 in4 230.84 in4
Moment: 2611 ft-lb 5148 ft-lb
Shear: -1960 lb 4468 lb
_1'_
D
enise Hall
Architects Northwest
18915 - 142nd Ave NE
'.Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:35:03 PM
ROOF LOADING
Side One:
Roof Live Load:
LL
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW
16
ft
Side Two:
Roof Live Load:
LL=
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
2
ft
Wall Load:
WALL =
0
pif
Adjusted Beam Length:
Ladj =
5.33
ft
Beam Self Weight:
BSW
7
plf
Beam Uniform Live Load:
wL=
450
plf
Beam Uniform Dead Load:
wD — adj =
285
plf
Total Uniform Load:
wT =
735
olf
Project: M2495A2S-OR
Location: 13. BM OVER ENTRY (CORR#1)
Multi -Span Roof Beam
[2015 International Building Code(2015 NDS)]
5.5 IN x 11.5 IN x 16.25 FT Pressure Treated (6 + 10.2)
#2 - Doug las-Fir-La rch - Dry Use
Section Adequate By: 108.8%
Controlling Factor: Moment
DEFLECTIONS Left Center
Live Load 0.13 IN2L/1080 0.04 IN L/3411
Dead Load 0.05 in 0.01 in
Total Load 0.18 IN21J798 0.04 IN L/3008
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1610 lb 641 lb
Dead Load 1156 lb 302 lb
Total Load 2766 lb 943 lb
Uplift (1.5 F.S) 0 lb -18 lb
Bearing Length 0.80 in 0.27 in
BEAM DATA Left Center
Span Length 6 ft 10.25 ft
Unbraced Length -Top 2 ft 2 ft
Unbraced Length -Bottom 6 ft 10.25 ft
Roof Pitch 2 :12
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Doug las-Fir-Larch
Base Values
Adiusted
Bending Stress:
Fb = 875 psi
Fb'= 799 psi
Cd= 1. 15 C/=O. 99 CF= 1. 00 Ci=O. 80
Shear Stress:
Fv = 170 psi
FV 156 psi
Cd= 1. 15 Ci=O. 80
Modulus of Elasticity:
E= 1300 ksi
E' 1235 ksi
Ci--0.95
Comp. -L to Grain:
Fc - -L = 625 psi
Fc - 625 psi
Controlling Moment: -3865 ft-lb
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: 1478 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Regj
Provided
Section Modulus:
58.06 in3
121.23 in3
Area (Shear):
14.17 in2
63.25 in2
Moment of Inertia (deflection):
314.36 in4
697.07 in4
Moment:
-3865 ft-lb
8070 ft-lb
Shear:
1478 lb
6595 lb
NOTES
iDenise Half
Architects Northwest
18915 - 142nd Ave NE
-'.Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:35:06 PM
.... ...... .
6ft ______..__10.25ft
B
ROOF LOADING
Left
Center
Roof Live Load
RLL =
25
psf
25
psf
Roof Dead Load
RDL =
15
psf
15
psf
Roof Tributary Width Side One
TW1 =
2
ft
2
ft
Roof Tributary Width Side Two
TW2 =
3
ft
3
ft
Wall Load
WALL =
0
plf
0
plf
BEAM LOADING
Left
Center
Total Live Load
125
plf
125
plf
Total Dead Load (Adjusted for Roof Pitch)
76
plf
76
plf
Beam Self Weight
14
plf
14
plf
Total Load
215
plf
215
plf
Project: M2495A2S-OR
Location: Fl. FTG at BM 04a
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 2.5 FT x 2.5 FT x 10.00 IN
Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
CIS =
1500 psf
Concrete Compressive Strength:
F'c =
2500 psi
Reinforcing Steel Yield Strength:
Fy
40000 psi
Concrete Reinforcement Cover:
C
3 in
FOOTING SIZE
Width:
W
2.5 ft
Length:
L =
2.5 ft
Depth:
Depth
= 10 in
Effective Depth to Top Layer of Steel:
d
6.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Concrete
Column Width:
m=
6 in
Column Depth:
n =
12 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu=
922 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Required Footing Area:
Areq =
4.19 sf
Area Provided:
A
6.25 sf
Baseplate Bearing:
Bearing Required:
Bear =
8197 lb
Allowable Bearing:
Bear -A
198900 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vul =
1571 lb
Allowable Beam Shear:
Vc1 =
14063 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo
61 in
Punching Shear:
Vu2 =
6161 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
57188 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
87188 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
57188 lb
Controlling Allowable Punching Shear:
vc2
57188 lb
Bending Calculations:
Factored Moment:
Mu=
19673 in -lb
Nominal Moment Strength:
Mn=
169665 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a
0.49 in
Steel Required Based on Moment:
As(l) =
0.09 in2
Min. Code Req'd Reinf. Shrink./Temp, (AGI-10.5.4):
As(2) =
0.60 in2
Controlling Reinforcing Steel:
As-reqd
0.60 in2
Selected Reinforcement: #4's @ 7.0
in. o.c. e/w (4) Min.
Reinforcement Area Provided:
As =
0.79 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup
9 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
----�7
c--� " -71 D
eniseHall
Architects Northwest
18915-142ndAveNE
'—Woodinville, WA 98072
StruCalc Version 10.0. 1 A 2/14/2019 3:35:09 PM
LOADING DIAGRAM
12in-
10 in
3 in
2.5ft---
6 in
10 in
3 in
2.5 ft
Live Load:
PIL 3207 lb *
Dead Load:
PD 2555 lb *
Total Load:
PT 5762 lb *
Ultimate Factored Load:
Pu 8197 lb
Footing plus soil above footing weight:
Wt 503 lb
* Load obtained from Load Tracker. See Summary Report for details.
Project: M2495A2S-OR
Location: F2. FTG at BMS 04b, 07a & 07b
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 3.0 FT x 5.5 FT x 10.00 IN
Reinforcement in Long Direction: #4 Bars @ 9.00 IN. D.C. / (4) min.
Reinforcement in Short Direction -center band (Equal to width of short side): #4
Bars @ 7.00 IN. O.C. / (5) min.
Reinforcement in Short Direction -outside bands: #4 Bars @ 9.00 IN. O.C. / (1)
Each band.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure: Qs = 1500 psf
Concrete Compressive Strength: F'c = 2500 psi
Reinforcing Steel Yield Strength: Fy 40000 psi
Concrete Reinforcement Cover: C 3 in
FOOTING SIZE
Width: W 3 ft
Length: L = 5.5 ft
Depth: Depth = 10 in
Effective Depth to Top Layer of Steel: d 6.25 in
COLUMN ND BASEPLATE SIZE
Column Type: Concrete
Column Width: m= 8 in
Column Depth: n = 42 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1282 psf
Effective Allowable Soil Bearing Pressure:
Cle =
1375 psf
Required Footing Area:
Areq =
15.38 sf
Area Provided:
A
16.50 sf
Baseplate Bearing:
Bearing Required:
Bear =
30821 lb
Allowable Bearing:
Bear -A
928200 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vul =
6635 lb
Allowable Beam Shear:
Vc1 =
30938 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo
125 in
Punching Shear:
Vu2 =
21902 lb
Allowable Punching Shear (ACI 11 -35):
vc2-a =
80915 lb
Allowable Punching Shear (ACI 11 -36):
vc2-b =
117188 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
117188 lb
Controlling Allowable Punching Shear:
vc2 =
80915 lb
Short Direction:
Bending Calculations:
Factored Moment: Mu =
83902 in -lb
Nominal Moment Strength: Mn =
299406 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a
0.39 in
Steel Required Based on Moment: As(l) =
0.38 in2
Min. Code Req'd Reinf. Shrink.fTemp. (ACI-10.5.4): As(2) =
1.32 in2
Controlling Reinforcing Steel: As-reqd
1.32 in2
Selected Reinforcement: Short -band: #4's @ 7.0 in. o.c.(5) Min.
Out. bands: #4's @ 9.0 in. o.c.(1) Min.
F r ow, Denise Hall
Architects Northwest
18915 - 142nd Ave NE
'Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 3:35:12 PM
LOADING DIAGRAM
42 in
10 in'
3 in
------ — -- -
----5.5ft
ain-
10 in 3—i n-
3ft
Live Load:
PL=
13612 lb *
Dead Load:
PID =
7535 lb *
Total Load:
PT =
21147 lb *
Ultimate Factored Load:
Pu =
30821 lb
Footing plus soil above footing weight:
Wt =
1329 lb
* Load obtained from Load Tracker. See Summary Report for details.
Long Direction:
Bending Calculations:
Factored Moment:
Mu =
33623 in -lb
Nominal Moment Strength:
Mn =
170909 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a
0.41 in
Steel Required Based on Moment:
As(l) =
0.15 in2
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):
As (2) =
0.72 in2
Controlling Reinforcing Steel:
As-reqd
0.72 in2
Selected Reinforcement: Long Dir: #4's @
9.0 in. o.c.(4) Min.
Reinforcement Area Provided:
As =
0.79 in2
Reinforcement Area Provided: As = 1.37 in2 Development Length Calculations:
Development Length Calculations: Development Length Required: Ld 15 in
Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup 9 in
Development Length Supplied: Ld-sup 11 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
I N
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SCALE: Va" = 1'-0" UFFER FLOOR FRAMIN&
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EKI
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SCALE: 1/0" = 1'-0"
ROOF
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DESIGNED BY:
DATE:
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DRAWN BY:
DATE:
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PROJECT MANAGER:
SARAH NE16H7
REVISED BY: DATE:
JRA 5/21/15
1.�H 7/25/15
ANW WOODINVILLE OFFICE
JOB NUMBER:
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DESIGNED �—Y----DATE:
7RC'T'
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DRAWN BY:
DATE:
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PROJECT MANAGER:
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REVISED BY: DATE:
JRA 5/21/15
DH -7/25/la
ANW WOODINVILLE OFFICE
JOB NUMBER:
160561
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MITCHELL ENGINEERING INC.
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7821 - 168th Ave. N.E.
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(425) 747-1500
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PREFARED BY PROJECT
DAT-E 77/%/ SUBJECT
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SHEET NO. A14 OF
JOIBNO.� 017-.17o
SHEAR WALL SCHEDULE
Shear
Wall
—Desipation
Nail
Size
N Spacing
ALLOWABLE SIIEAR
Hem -Fir #2
#/Ft
Eftes
Studs
Top/Btm.
Plate
Blocking
Reg'd.
PI-6
8d
611
1211
611
Yes
210
PI-4
8d
4"
1211
41t
Yes
310
PI-3
8d
311
12"
311
Yes
400
PI-2
8d-
211
1211
211
Yes
525
P2-3
8d
311
1211
3 'T
Yes
800
P2-2
8d
211
12"
3"
Yes
1050
Shear Wall Notes:
I . PI - 7/16 A.P,A. rated Plywood or Orientated Strand Board (O.S.B.) on one side of wall.
P2 - 7/16 A.P.A-. rated Plywood or Orientated Strand Board (O.S.B.) on each side of wall.
2. For P 1-3, P 1-2, P2-3, & P2-2 shear walls use 3x stLids at adjoining panel edges. Nailing shall be staggered.
3. Nails shall be 8d common. (d 131 inch)
4. W-iore plywood is installed on both sides of wall plywood joints shall fall on separate stLids each side.
5. All panel edges backed with 2-inch nominal flaining for P 1-6 & P 1 -4 shear wall. All panels edges backed with 3x fa-aming at
P 1 -3, P 1 -2, P2-3, & P2-2 shear walls. histall panels either horizontally or vertically. Space nails @ 10 inches on center @
intermediate supports.
6. All anchor bolts shall be installed with hot dipped galvanized plate washers.
7. Refer to foundation plan for anchor bolt size, spacing and inudsill/rim connections.
4-
STRUCTURAL NOTES
CODE:
DESIGN IS IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODE
(I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT,
LIVE LOADS:
ROOF ------------------- 25PSF
FLOOR ----------------- 40PSF
LATERAL
WIND ------------------ EXPOSURE B, 85MPH/I I OMPH(ULT)
SEISMIC -------------- SITE CLASS D
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTUR13ED SOIL, ASSUMED 13EARINCT CAPACITY
OF 15DOPSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF V-6"
BELOW ADJACENT EXTERIOR GRADE.
CAST -IN -PLACE. CONCRETE:
F'c=2500 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE AND MAXB/IUM OF 6-3/4 GALLONS OF WATER PER 94# SACK OF
CEMENT. NO SPECIAL INSPECTION REQUIRED. MAXIMUM SIZED AGGREGATE IS
1-1/2 INCHES. MAXIMUM SLUMP IS 4 INCHES. ALL PHASES OF WORK PERTAINING
TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE. ALL REINFORCING STEEL,
DOWELS, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN POSITION
PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL
PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETER WITH 7 INCH
MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON
CENTER. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED
WITHIN 6 INCHES OF EACH END OF THP, SILL PLATE. DIPPED GALVANIZED
CONNECTORS SHALL CONFORM TO ASTM STANDARD 153 AND HOT DIPPED
GALVANIZED CONNECTORS SHALL CONFORM TO ASTM A653M CLASS G-185.
STAINLESS STEEL FASTENERS AND CONNECTORS SHALL BE TYPE 304 OR 316.
SIMPSON PRODUCT FINISHES CORRESPONDING TO THESE REQUIREMENTS ARE
ZMAX (HOT DIPPED GALVANIZED) AND S ST 3 00 (STAINLESS STEEL). FASTNERS
FOR PRESSURE TREATED AND FIRE -RETARDANT TREATED WOOD SHALL BE
ZMAX HOT DIPPED GALVANIZED (GI 85), OR STAINLESS STEEL.
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND THE
MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION
BY CRSI. DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A-
615 GRADE 40 FOR #5 AND SMALLER REINFORCEMENT AND GRADE 60 FOR #6
AND LARGER. ALL REINFORCING 13AR BENDS SHALL BE MADE COLD WITH A
,4/&
MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MINIMUM). CORNER BARS (2'41
BEND) SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP ALL
BARS A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS
NOTE OTHERWISE ON THE DRAWINGS REINFORCING STEEL SHALL HAVE THE
FOLLOWING MINIMUM COVER:
CONCRETE CAST AGAINST EARTH 31NCHES
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 THROUGH # 18 BARS 21NCHES
#5 BAR AND SMALLER 1-1/2 INCHES
STRUCTURALSTEEL:
STRUCTURAL STEEL SHALL CONFORM TO ASTM A36, fy--36,000 PSI. ALL
WELDING SHALL BE IN CONFORMANCE WITH ASTM AND AWs STANDARDS AND
SHALL BE PERFORMED BY WABO CERTIFIED WELDERS. STEEL TUBING SHALL
CONFORM TO ASTM A500 fy-50,000PSI,
STRUCTURALTIMBER:
ALL LUMBER SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN
LUMBER, LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND
BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE
SHALL BE PRESSURE TREATED. ALL STRUCTURAL LUMBER SHALL BE AS NOTED
BELOW:
2X FLOOR JOIST
HEM-FIR#2 ------------------ Fb=850 PSI
2X ROOF RAFTERS
HEM-FIR#2 ------------------ Fb=850 PSI
4X BEAMS
DOUG-FIRJLARCH #2----Fb=850PSl
6XBEAMS
DOUG-FIR/LARCH #2----Fb=850PSI
LUMBER NOT NOTED
HEM -FIR #2 ------------------ Fb=850 PSI
MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL
HANGERS SHALL BE FASTENED TO WOOD WITH PROPER WAILS. ALL HOLES
SHALL BE NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO
CONCRETE SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES OF EMBEDMENT INTO
CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE
COMMON WIRE NAILS. NAILING SHALL 13E IN ACCORDANCE WITH THE CURRENT
I.B.C. SCHEDULE.
STRUCTURAL LAMINATED LUMBER (GRADE 2.0)
Fb=2600 PSI
E=2,000,000 PSI
Fv= 285 PSI
4)7
FLOOR SHEATHING:
SHEATHING SHALL BE Y4 INCH TONGUE AND GROOVE A.P.A. RATED SHEATHING.
SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR, TO SUPPORTS.
UNLESS NOTED OTHERWISE NAIL WITH 8d COMMON NAILS AT 6 INCHES ON
CENTER AT SUPPORTED PANEL EDGES AND 10 INCHES ON CENTER AT
INTERMEDIATE SUPPORTS, THE FLOOR SHEATHING SHALL BE GLUED TO THE
JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE.
WALL SHEATHING:
SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING, SPAN RATING 2410.
PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d
NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
GLU-LAMINATED TINEBE :
LAMINATED TIMBER SHALL BE DOUGLAS-FIR/LARCH KILM DRYED, STRESS
GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR
CANTILEVER AND CONTINUOUS BEAMS,
ROOFSHEATHING:
SHEATHING SHALL BE 5/8 INCH A.P.A. RATED SHEATHING. SPAN RATING 32/16,
INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. PANEL END JOINTS
SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS SPACED AT 4
INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS,
FLOORFRAMING:
PROVIDE FULL DEPTH BLOCKING FOR JOIST AT THE SUPPORTS. FLUSH BEAMS
(FB) AND HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2)2X8. ALL
VERTICALLY LAMINATED COLUMNS AND HEADERS SHALL BESPIKED
TOGETHER WITH 16d NAILS SPACED AT 6 INCHES ON CENTER.
BEARING WA-LL FRAMING:
ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE
(2) 2X8 HEM-FIR#2 WITH ONE CRIPPLE AND ONE STUD AT EACH END FOR
OPENINGS 4 FEET WIDE OR LESS. ALL COLUMNS NOT CALLED OUT ON THE
PLANS SHALL BE (2) STUDS SPIKED TOGETHER WITH 12d NAILS AT 12 INCEFS ON
CENTER. PROVIDE 2 LAYERS OF BUILDING PAPER BETWEEN WOOD AND
CONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP
PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2-16d
NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d NAILS AT I o INCHES ON
CENTER. LAP AND FACE NAIL PLATES WITH 2-16d NAILS AT EACH SPLICE,
CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES.
ROOF TRUSSES:
TRUSSES SHALL BE PLANT FABRICATED DOUGLAS-FIR/LARCH OR HEM -FIR.
TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWING AND CALCULATIONS
-A1,22
STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED
STRUCTURAL ENGINEER. SUBMIT TRUSS DRAWING TO THE ENGINEER OF
RECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO
FABRICATION. ROOF TRUSSES SHALL BE DESIGNED AS ATTIC,TRUSSES
WITHOUT STORAGE.
9
MITCHELL ENGINEERING INC.
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Lakewood Office
5920 100TH St. SW Ste #25
Lakewood, WA 98499
BEYLER
253-984-2900
C
- DIN S U 1, T I N G
STORMWATER MEMO
FOR
CHUNG SHORT PLAT - LOT I
721 Edmonds Way
Edmonds, WA 98020
Applicant:
Thomas Chung
721 Edmonds Way
Edmonds, WA 98020
Prepared by:
Lance Hollingsworth & Brian Lewis
Beyler Consulting
5920 100TH St. SW Ste #25
Lakewood, WA 98499
253-984-2900
Job No. 16-089
October 10, 2019
Fml [ �- 2 U 1 7z"
OCT 2 9 2019
BUIU3MG DEPMTMENT
CRY OF EDMONDS
C M7
(7-N 01 -:)�Y
I
Chung Short Plat - Lot 1
1. Project Description: The proposed project will develop Lot 1 of the Chung Short Plat
(PLN20160035) by creating a single-family residence, driveway, utilities, and associated
grading and landscaping. This drainage memo will discuss/address stormwater design
specific to Lot 1. See the original Chung Short Plat report for additional information about
site characteristics, how minimum requirements are being met, and the construction
stormwater pollution prevention plan.
2. Developed Site Conditions: To mitigate stormwater for the project, the driveway
and walkway will be constructed with permeable pavement. Runoff from the house will
be collected and sent to a gravelless infiltration chamber. Landscaped areas will receive
amended soils. All stormwater from the lot will remain on site through infiltration. See
Table 1 below for the site's new impervious areas.
Table I - Impervious Areas
7!"
'A
House
21 14 0. 5 0
0.049
Driveway
510.60
0.012
Walkway
88.75
0.002
Total Impervious
2,7439.85
0.063
Total PGIS
511
0.012
3. Onsite Stormwater Management
Permeable Pavement Surfaces:
The driveway and walkway will be built with either permeable concrete or pervious
pavers. The permeable pavement should be constructed at a slope no greater than 3%
to avoid the need for check dams. The pavement design was modeled in WWHM2012 to
ensure it would meet the stormwater demands of the site. One model was created using
4" of permeable pavement (porosity of 0.20) and 6" of permeable ballast (porosity of
0.20). The corrected infiltration rate given by the geotechnical report lists 21 in/hr. This
design will allow 100% of the runoff to be infiltrated for the driveway and walkway.
Plan. Design. Manage
CIVIL_ & STRUCTURAL. ENGINEERING I LAND SURVEYING I LAND PLANNING
PROJECT MANAGEMENT I PERMIT EXPEDITING I FEASIBILI TY
4
Chung Short Plat - Lot I
Figure 1 - WWHM2012 Permeable Pavement Information
facility Dimensions
Payemmt Length Iftl
Bott=,Width [ft)
Pbnding 0 epth Above Pavemert (Itj
Iffective Total Depth N
�Boqom slope OtAtf.
IffectiveVolumefactor.
'Layers for Permeable Pavement
.Paveowit Thicknen (IQ
Pavement poro* (0-1)
'SU*w 1 Thidux��, (ft)
Underdrain ra .1 ro
,Sublayer 1 poro* JO-1)
:SublaW 2 Thrknets (ft)
ly.
1tweKwVolume at Top of Pavenvitfac4t) 003,
Neauxed lnfiltratkm Rate (hft)
Rediction Factor (kWactorl
Show Pavement Table FOWn TZ; --!I
�Uw Wetted Swface Area (sidewalls) FN —5 -.1
initial stage (w W77771
TotalVolums lh%ated (ac-ftl O.M
TotalVdwneThrou9hFaA-ty7a_c-W_ OMS
TotalVolume Ttwough Rim fac.ft) 0
Percent Infkated 100
Size Pavemerd
T
000— 4
Gravelless Chambers:
The gravelless chamber was designed using the length version of the simplified sizing
method.
BMP Length (feet) = Impervious Area (square f eet) x Sizing Factor (%)/100
Lot 1 Roof Area (2,140.50 square feet) x Sizing Factor (1,4)/100=
29.97 feet
The Quick4 High Capacity Chamber sections measure 4' long, so 8 sections will be
provided to achieve a total length of 32'. A catch basin with a riser will be included
upstream of the chambers to provide pre-treatment.
Plan. Design. Manage
CIVIL & STRUCTURAL ENGINEERING 1 LAND SURVEYING I LAND PLANNING
PROJECT MANAGEMENT I PERMIT EXPEDITING I FEASIBILITY
3
M
Chung Short Plat - Lot 1
Post -Construction Soil Quality And Depth
All pervious areas onsite will use amended soil in accordance with the Department of
Ecology's Stormwater Management Manual for Western Washington (SWMMWW) and
ECDC 18.30.
4. Operation and Maintenance
Operation and Maintenance of all installed BMPs for the site will be performed by the
homeowners in accordance with the provisions in Chapter 7 of the City of Edmonds
Stormwater Supplement.
Plan. Design. Manage
CIVIL & STRUCTURAL ENGINEERING I LAND SURVEYING I LAND PLANNING
PR03ECT MANAGEMENT I PERMIT EXPEDITING I FEASIBILITY
2
L,C) --c I
It
i3o""
BEYLER
C 0, N7 S 1T 1, T I '�? G
Lakewood Office
5920 100TH St. SW Ste #25
Lakewood, WA 98499
(253) 301-4157
STORMWATER SITE PLAN REPORT
FOR
CHUNG SHORT PLAT
(SMALL SITE, CATEGORY 2 PROJECT)
721 Edmonds Way
Edmonds, WA 98020
Applicant:
Thomas Chung
721 Edmonds Way
Edmonds, WA 98020
Prepared by:
Lance Hollingsworth, Engineer II
Beyler Consulting
5920 100TH St. SW Ste #25
Lakewood, WA 98499
253-301-4157
Job No. 16-089
May 14, 2018
DLDW 0 t9
19-1 154
Plan. Design. Manage
CIVIL &- STRi.KA Ur,AL ENGTNF-*;::VUNG � E'AND SURVEYING I LAND PLANNING
PROjECi MANAGEMENT I PERMIT EXPI - jej�C'113T[T'�'
tCEIVED
NOV 0 8 2018
DEVELOPMEtiT SERVICES
ON WIrro
Project Engineers Certificate
I hereby certify that this Stormwater Site Plan Report for the Chung Short Plat project
has been prepared by me or under my direct supervision and meets minimum standards of
care and expertise which is usual and customary in this community for professional
engineers. I understand that the City of Edmonds does not and will not assume liability for
the sufficiency, suitability, or performance of drainage facilities designed by me.
Seal 07/03/2018
Date
Plan. Design, Manage
CIVIL & S1RUCrJJRAL. E�NGI NEF RING I LAN D SURVEYING 1 L,'\ND PLANNTNG
P�OOEC*f MANAGE"VIEW 1 PERPAT! EXPEDI I ING I FEASIBILITY
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
1. Project Description: The proposed project is a three -lot short subdivision, per ECDC
20.75, on an existing 0.46-acre parcel (#00745300000500). It is classified as a small
site, category 2 project and is subject to RS-6 zoning requirements. See the Project
Classification chart at the end of this report, Handout E72.
The proposed project is subject to the 2005 Stormwater Management Manual for Western
Washington (Ecology 2005) and the 2010 Stormwater Code Supplement to Edmonds
Community Development Code Chapter 18.30 (Edmonds 2010). Table 1 below breaks
down the project site areas. ,
2. Existing Site Conditions: The subject site is a southwesterly facing, 20,156 square
feet lot located approximately one mile inland from Puget Sound in the Edmonds Way
Direct Discharge Basin. It was created as Lot Five of the Pinestone Plat per Snohomish
County records. There are two access points to the site via driveway drops on Edmonds
Way (SR-104). There is a single home on the site along with a gravel driveway, a concrete
loop driveway, concrete patio and walkway, rockeries as retaining walls, and landscaping
consisting of lawn, shrubs, and trees. The existing impervious area on the site is 9,598
square feet, or 48% of the parcel area. The rockeries onsite, that will be removed, allow
for the gradual slopes from northeast to southwest with rockery retaining walls at an
average slope of 4%, with a total relief of eight feet. The steepest portion of the site is a
35-foot stretch of gravel driveway that slopes toward the road at 8%. Site soils consist
primarily of Everett very gravelly sandy loam, which is in hydrologic soils group A and
highly conducive to infiltration. Runoff from the site that does not infiltrate, drains as
sheet flow or shallow, subsurface flow to an existing 48-inch storm drain into Edmonds
Way. Site soils are described in a soils report provided by South Sound Geotechnical
Engineering and NRCS Custom Soil Resource Report are attached at the end of this
drainage report.
3. Developed Site Conditions: The proposed/assumed new plus replaced impervious
surface is 9,777 square feet. The proposed impervious area includes a 2,097 square feet
12-foot wide shared access driveway with a 15-foot wide entrance within a 15-foot wide
easement, serving lots Two and Three. Total driveway areas equate to 1,394 square feet
making the total pollution generating impervious surface area 3,491 square feet. This is
under the 5,000 square feet threshold for runoff treatment for pollution -generating
impervious surface (PGIS). The remaining 6,492 square feet of impervious surface are
composed of the roofs from the three lots and sidewalks at 115.75 square feet. The
frontage improvements include 1,107.8 square feet of sidewalks and driveway accesses
and 591.2 square feet of planter strips. The calculated areas can be found in Table 1-
Surface Areas on the following page.
A soils report containing infiltration tests performed by South Sound Geotechnical
Consulting is included as an attachment at the end of this report. The results showed
rates conducive to infiltration facilities. Runoff from the proposed shared access road will
infiltrate into the road which will be composed of permeable pavers and/or permeable
pavement depending on the slope being greater than 5%. The driveways for all lots will
also be made of pervious pavers to infiltrate any runoff incurred on their surfaces. The
roof runoff for Lot One and Two will infiltrate into Gravelless Chambers. Lot Three will
infiltrate into a proportionately designed drywell. All surfaces developed as lawn or
landscaping will utilize the Amended Soils LID BMP T5.13 (Post- Construction Soil Quality
Plan. Design. Manage
CIVIL& STRUC I URAL ENGINEERING I LAND SURVEYING I LAND PLANNING
PR10iF.C! MANAGEMENT 1 PERMI'T EXPEC)ITING I
2
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
and Depth). All onsite runoff will be managed onsite. The frontage improvement runoff
will flow into the Edmonds Way ROW. Further detail of onsite and offsite stormwater
management can be found in Section Four of this report.
Table I- Surface Areas
SURFACE AREA CALCULATIONS
OFFSZTE IMPROVEMENTS (�MND�S WAY)
IMPERVIOUS (SIDEWALKIDRIVEWAY)
1,107.SSF
PERVIOUS (PLANTER STRIPILAWN)
591.2 SF
TOTAL
1,699.0 SF (0.04 AQ
ONSITE IMPROVEMENTS
PRIVATE ACCESS ROAD
2,097.59 SF (PGIS)
DRIVEWAYS
1,394.04 SF (PGIS)
LOT 1
510.60 SF
LOT2
385.57 SF
LOT3
497.68 SF
ROOFTOPS
6,492,50 SF
LOT 1
2,140.50 SF
LOT 2
Z 211.50 SF
LOT3
2,140.50 SF
SIDEWALKS
115.75 SF
LOT 1
88. 75 SF
LOT 2
2ZOO SF
LOT3
0. 00 SF
PERVIOUS (LA WNZLANQSC.4PE)
10.,055.12 SF
TOTAL PROJECT AREA
20,155. 00 SF (0.46 AC)
TOTAL PROJECT PGIS
3,491.63 SF (0.07 AC)
TOTAL PROJECT NPGIS
6,608.25 SF (0.14 AC)
TOTAL PROJECT PERVIOUS
10,055.12 SF (0.26 AC)
4. Small Site Minimum Requirements (SSMRs)
Per City of Edmonds Stormwater Supplement Chapter 5.
SSMR #1 — Preparation of Stormwater Site Plan
This report and accompanying plan set combined with the Site Development Plans
addresses this requirement.
SSMR #2 — Construction Stormwater Pollution Prevention Plan
This development will be constructed in one phase. For areas of disturbance, proper
sediment control measures are proposed to protect the surrounding properties. Clearing
limits are to be established with perimeter protection around portions of the project site
to be impacted by grading activity. Disturbed areas will be seeded or landscaped for
permanent ESC. A Construction Stormwater Pollution Prevention Plan (CSWPP) Report
has been included in appendices of this report.
SSMR #3 — Source Control of Pollution
Specific source controls are not required for single-family residential sites.
Plan. Design. Manage
CIVIL & SIR! CTURN_ ENGINEEPING I LAAD SUIRVEYiNG I LAND P:�ANNING
PP'0,1�.-'C! MANAGEMENI 1 PERMH* EXPEDITING I FEASIBILlry
3
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
SSMR #4 — Preservation of Natural Drainage Systems and Outfalls
The proposed development preserves the natural drainage system and outfall to the
Edmonds Way direct discharge basin considering all onsite stormwater will be managed
entirely onsite.
SSMR #5 — Onsite Stormwater Management
Onsite LID techniques for infiltration and dispersion, as described in Chapter Five of the
City of Edmonds Stormwater Supplement, were considered for each lot, in the order as
per required, until feasibility was met. Using City of Edmonds BMP Handout #E72 B and
the Edmonds 2010 manual, the following LID BMPs are listed in the handout for the
simplified sizing method:
• Permeable pavement surfaces
• Bioretention cells (rain gardens)
• Gravelless chambers
• Infiltration trenches
• Drywells
The following paragraphs will consider each design criteria until a BMP is considered
feasible and discuss any criteria that disqualifies the preceding BMPs. Table 3 of the
Handout contains the design criteria for all these BMPs. The applicable criteria that affects
all BMPs are they must be within five feet of property lines and easements. BMPs must
also be a minimum of five feet from structures without basements or ten feet from
structures with basements. Before considering infiltration facilities, a site -specific
infiltration test was performed by South Sound Geotechnical Consulting and can be found
in the attachments section of this report. The corrected Infiltration Rate reported is 21
inches per hour, making infiltration facilities feasible for consideration.
Permeable Pavement Surfaces:
For permeable pavement, the minimum slope is five percent. The private access road
contains a stretch of road that is less than five percent, but the driveways and beginning
of the private access road are greater than five percent, therefore permeable pavers will
be feasible for areas greater than 5 percent and less that 10 percent per DOE manual
BMP T5.15: Permeable Pavements. Therefore, all roadway surfaces will be made of
permeable pavers unless the client or contractor wishes to construct permeable pavement
in areas less than 5 percent.
Bioretention cells (rain gardens):
Bioretention cells were considered for mitigating the roof runoff for each site. Sizing
calculations were made based on the following City of Edmonds Handout #E72 C
simplified sizing method for area calculations:
BMP Area (square feet) = Impervious Area (squarefeet) x Sizing Factor (%)/100
The sizing factor can be found on page 10 of Handout E72B. The tables shows the
infiltration rate relations go up to two inches per hour. With our corrected infiltration rate
being much higher, the maximum pre -sized infiltration rate of two inches per hour was
Plan. Design. Manage
OVIL & STPLIC I UR.4 EN61NEEIRZING I LAND SURVEYING I LAND PI-ANNING
PROIECi MANAGEMENT I PERMITEXPEDIIIN"S I FEASIBILD. Y
4
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
used in the calculations. The following calculations find the areas of a potential
bioretention cell for each lot:
Lots 1 and 3 Roof Area (2,140.50 square feet) x Sizing Factor (2.3/100)
49.23 square feet
Lot 2 Roof Area (2,211.50 square feet) x Sizing Factor (2.3/100)
50.86 square feet
These areas represent the required base area of the bioretention cells. Adding the
minimum three to one side slopes with 12 inches of ponding depth and six inches of
freeboard, the areas became too great for any location on site, thus making
bioretention infeasible for all lots.
Gravelless Chambers:
The Gravelless chamber design will use the length version of the simplifies sizing method.
BMP Length (feet) = Impervious Area (square feet) x Sizing Factor (%)/100
Lots 1 and 3 Roof Area (2,140.50 square feet) x Sizing Factor (1.4)/100=
29.97 feet
Lot 2 Roof Area (2,211.50 square feet) x Sizing Factor (1.4)/100=
30.96 feet
With these calculations and the areas available for infiltration facilities on each lot, the
gravelless chamber system is feasible for Lots One and Two. There is not enough space
on Lot Three for the required length. The Stormtech SC-310 Chambers will be used for
design purposes since they meet the design criteria for gravelless chambers per the
handout Figure A-4. More details about these chambers can be found in the
accompanying site plan sheet set.
Infiltration Trenches:
The infiltration trench design is similar to the Gravelless chamber design in that it uses
the length version of the simplified sizing method with its respective sizing Factor. Using
the maximum depth of three feet the calculation is as follows:
Lot 3 Roof Area (2,140.50 square feet) x Sizing Factor (2.0)/100=
42.81 feet
Similar to the gravelless chamber, the infiltration trench will be too long for the available
area in Lot Three, thus making an infiltration trench infeasible.
Drywells:
The drywell maximum depth is six feet for the simplified sizing method followed by using
the area to determine the diameter of the drywell. The calculations for the area and
diameter are as follows:
Lot 3 Roof Area (2,140.50 square feet) x Sizing Factor (2.5)/100=
53.51 square feet
Plan. Design. Manage
CIVIL& STRUC I URAL ENGINEERING I I -AND SURVEYING I LAND PUkNNING
PR0jF`C*1 MANAGF:MENI 1 PERMIT EXPEDITING- I FEASIBILITY
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
—:r.
FArea (squa e feet)
Diamter (feet) = 2 * L_
7r
2 153.51 square feet = 8.25 feet
I 7T
The minimum design diameter for the drywell fits into the available area on Lot Three for
an infiltration facility thus making the drywell feasible for Lot Three.
The sidewalks on the frontage will flow into the planter strips and the driveway accesses
will flow into Edmonds Way Right of way. A WWHM model of the frontage basin was
created to show compliance with the traditional method mentioned in Edmonds 2010
manual and addressed below.
All pervious areas onsite and offsite will use compost amended soil per City of Edmonds
Handout #E72 C.
The locations of each facility can be found in the accompanying site plan sheet set. It also
should be noted that the project does not exceed the flow control thresholds below under
SSMR #7 within the City of Edmonds Direct Discharge Basin.
SSMR #6 — Runoff Treatment
Proposed PGIS for this project equates to 3,491.63 square feet (The breakdown can be
found above in Table 1 - Surface Areas) which is less than the 5,000 square feet threshold
required for treatment.
SSMR #7 — Flow Control
Flow Control Facilities
"To reduce the impacts of stormwater runoff from impervious surfaces and land cover
conversions, flow control BMPs shall be implemented for all effective impervious surface
that is new and replaced and converted pervious surfaces. To meet this minimum
requirement", The LID Credit option from the Edmonds 2010 supplement was used for
all onsite runoff (Edmonds 2010).
The frontage improvements equate to 1,107.8 square feet of new plus replaced
impervious surface which falls below the threshold of 2,000 square feet or more, thus
exempting the frontage improvement basin from flow control requirements.
Conveyance Analysis
Conveyance elements proposed as part of this project are to be privately owned and
maintained and no all onsite conveyance is expected to remain onsite. The frontage runoff
requires no conveyance system as it flows directly into Edmonds Way without much
impact due to the impervious surfaces being under 2,000 square feet.
Plan. Design. Manage
OVIL & S"MUCIUPAIL ENGMEERING I LAND SUQ.V!.:.:.YING I LAND PLANNING
PRMECI MANAGEMENI I PERMI-1 . EXPEDITING I FEASIBILI-Y
11
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
SSMR #8 — Wetland Protection
No known wetlands are located within 1/4 mile of the subject site
SSMR #9 — Operation and Maintenance
Operation and Maintenance of all installed BMPs will be performed by the homeowners in
accordance with the provisions in Chapter 7 of the City of Edmonds Stormwater
Supplement.
SSMR #10 — Offsite Analysis and Mitigation
The existing downstream conveyance system was examined during the design process
and appears to be functioning properly. Minimal to no additions in the flow shows no
adverse impacts anticipated.
SSMR #11 — Financial Liability
Necessary performance bonds will be placed by the developer prior to construction. The
currently proposed limits on the future lots will require recording of a covenant to
guarantee that the impervious limits are adhered to in the future.
S. Attachments
0 VICINITY MAPS
0 PROJECT CLASSIFICATION
0 DRAINAGE BASIN MAP
0 GEOTECHNICAL REPORT
0 NRCS SOILS REPORT
0 Construction Stormwater Pollution Prevention Plan (CSWPPP) Report
Plan. Design, Manage
CIVIL & SiRLIC I URAL ENGITNETRING, I LAND SURVEYING, I I -AND PLANNING
PR0jFC**:* MAW.3EMIEN 1 1 PERMIT EXPEOPING 1 FEASIBILI-1-Y
7
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
VICINITY MAPS
NTS
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PROJECT SITE
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Plan. Design. Manage
CIVIL & SIRUCTURA-L ENG'�NEERING I I -AND SUPVE:YING 1 LAND PLANNING
PROjECI MANAGEMENT I PERMI, EXPEDITI-ING I FEASIBILFTY
8
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
PROJECT CLASSIFICATION
Per City of Edmonds Handout #E72
If you have detennined that the StorTnwater tManagenient Code
appiJes to your pjoLect ffigure-A), follow tiv Blue boxes in t1w chart.
below to detet-inine the Classification of your p!�oiect
Does the project involve I -
acre or more of land -
disturbing actiri(VI
No
Is the project part of a larger
common plan ofdevelopmenj or
sak where the total disturbed area
for (he entire plan will total I -acre
or more of land -disturbing arli pity'!
Yt,s
Does the Pr*ct involve one or more of the
following:
2,000 square teet (A) or more of new
impervivas surface, regulated replaced
impervious surface or new plus regwlared
roplared impervious surface?
OR
7,000 sf or more of land -disturbing actiri(v?
OR
50 cubic yards or more of either grading. fill. or
awavation as defined in Chapter MAIM)
ECDC?
No
Nlinor Site Project -
See Stormwatef Supplenvent
Chapter 6 for specific
requirt-InLnts
Large Site Project:
See Stormwater Supplement
yvi Chapter 4 for specific
mquirements,
Does the project cresate or add 5,000 square feet or
more of new impervious surpee, regidatrd
replaced unpersious suipee or new plus
regulated replaced impervioussurfare?
OR
Convert -Y4 acre or more of nafive vegetation to
lawn or landscaped area
OR
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inspervioussurface and convertedpervioa.v
suifaces. causes an increase of 0, 1 cubic feet per
second in the 100-year flow frequency from a
threshold discharge area as estimated using an
approved model?
10
Category I Small Site ProJect:
See Stormwater Supplement
Chapter 5 or specific
requirements
Plan. Design. Manage
CIVIL & STRUC I URAI - ENGINEERINC'. I LAND SURVEYING 1 LAND PLANNING
PR03,E(F MANAGEMENT 1 PERMI'f EXPEDITING I FEASIBILDY
Yes
9
Category 2 Small Site Drainage Report Chung Short Plat
May 2018
DRAINAGE BASIN MAP
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10
Category 2 Small Site Drainage Report
Chung Short Plat
May 2018
NRCS SOILS REPORT
Plan. Design. Manage
CIVIL& STRUCTURAL ENGINEERING, I LAND SURVEYING I LAND PLANNING
PRO)ECTMANAGEMENT I PERM IT EXPEDITI NG I FEASIBILLFY
11
USDA United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
COustorn Soil Resource
Report for
anohomish County
Area, Washington
June 16, 2016
Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can usethe surveysto help them understand, protect, orenhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/
nrcs/main/soils/health/) and certain conservation and engineering applications. For
more detailed information, contact your local USDA Service Center (http-./f
offices. sc. egov. usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation forbuildingsor roads. Clayey orwet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272
(voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and
employer.
3
Contents
Preface...................................... ........................................................................
How Soil Surveys Are Made .............................................................................
SoilMap .............................................................................................................
SoilMap ...........................................................................................................
Legend. ............................................................................................................
MapUnit Legend .............................................................................................
MapUnit Descriptions .....................................................................................
Snohomish County Area, Washington .........................................................
17—Everett very gravelly sandy loam, 0 to 8 percent slopes ..................
References ...................
..2
..5
..7
..8
..9
10
10
12
12
14
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). IVILRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more IVILRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components- Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields underdefined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year, For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
2
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
7
47- 47 38'N
4r 47 36'N
Custom Soil Resource Report ?.
Soil Map
547050 547060 547070 547080 547090 547100
Map Scale: 1:470 � printed on A landscape (11" x 8.5') sheet
Meters
N 0 5 10 20 30
Feet
0 20 40 80 120
Map projecdon: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 1ON WGS84
8
547110 547120 547130 547140
M
47- 47 38'N
47- 47 36" N
547150
3:
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AO I)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
13
Soil Map Unit Points
Special
Point Features
06
Blowout
Borrow Pit
Clay Spot
0
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial water
Rock Outcrop
+
Saline Spot
Sandy Spot
4&
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your A01 were mapped at 1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
Special Line Features
soils that could have been shown at a more detailed scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
Transportation
measurements.
++4
Rails
Source of Map: Natural Resources Conservation Service
^0
Interstate Highways
Web Soil Survey URL http://websoilsurvey.nrGs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Background
Albers equal-area conic projection, should be used if more accurate
0
Aerial Photography
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Snohomish County Area, Washington
Survey Area Data: Version 13, Sep 15, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Jul 7, 2014—Jul 8,
2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
Custom Soil Resource Report
Map Unit Legend
Snohomish County Area, Washington (WA661)
Map Unit Symbol Map Unit Name Acres in A01 Percent of A01
.17 Everett very gravelly sandy 0.4' 100.0%
loam, 0 to 8 percent slopes
Totals for Area of Interest 0.4 100.0%J
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits forthe properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, ordissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complexthat itwas impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but ratherto separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
10
Custom Soil Resource Report
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform- An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11
Custom Soil Resource Report
Snohomish County Area, Washington
17—Evereft very gravelly sandy loam, 0 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2t629
Elevation: 30 to 900 feet
Mean annual precipitation: 35 to 91 inches
Mean annual air temperature: 48 to 52 degrees F
Frost -free period: 180 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Everett and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Everett
Setting
Landform: Eskers, kames, moraines
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest, interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and gravelly glacial outwash
Typical profile
Oi - 0 to 1 inches: slightly decomposed plant material
A - 1 to 3 inches: very gravelly sandy loam
Bw - 3 to 24 inches: very gravelly sandy loam
C1 - 24 to 35 inches: very gravelly loamy sand
C2 - 35 to 60 inches: extremely cobbly coarse sand
Properties and qualities
Slope: 0 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available waterstorage in profile: Low (about 3.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Other vegetative classification: Droughty Soils (GO02XS401WA), Droughty Soils
(GO02XF403WA), Droughty Soils (GO02XN402WA)
Minor Components
Alderwood
Percent of map unit.- 10 percent
Landform: Ridges, hills
12
Custom Soil Resource Report
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Crest, talf
Down -slope shape: Linear, convex
Across -slope shape: Convex
Indianola
Percent of map unit: 10 percent
Landform: Eskers, kames, terraces
Landform position (three-dimensional): Tread
Down -slope shape: Linear
Across -slope shape: Linear
13
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T, LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. hftp://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/soils/?cid=nrcsl42p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcsl42p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 1 1th edition. U.S, Department of
Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/
portal/nrcs/detail/national/soils/?cid=nrcsl42p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. hftp://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcsl42p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. hftp-./fwww.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdbl043084
14
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 43041. http://www.nrcs.usda,gov/wps/portal/
nrcs/detaii/soils/scientists/?cid=nrcsl42p2—O54242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
hftp://www.nrcs.usda,gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcsl42p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www,nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42pLO52290.pdf
15
Category 2 Small Site Drainage Report
Chung Short Plat
May 2018
GEOTECHNICAL REPORT
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THENCE SOUTH 38o56'18" EAST ON A LINE THAT IS
PARALLEL WITH AND 10.00 FEET EAST OF THE WEST LINE
OF SAID LOT 5 A DISTANCE OF 75. 00 FEET TO THE POINT
h. REMOVE,
. sp.pa-1.
Lp
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00145500000400
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SHARED ACCE55, FRONTA&E IMPROVEMENTS,
NATER SERVICE 4 UTILITY PLANS.
e I TEE f=L-AN Fr --
SCALE I" = 10'-0" 0 10 20 40
OF BEGINNING,
THENCE CONTINUING ALONG SAID PARALLEL LINE SOUTH
38'56'16' FAST 88.39 FEET TO THE SOUTH LINE OF SAID
LOT 5;
T
THENCE NORTH 54-03'06'EASTALONG SAID SOUTH LINE
7ZO9 FEET;
[--
THENCE NORTH 42o47'19� WEST74.28 FEETTOA POINT
D-GNED 0
THAT BEARS NORTH 65ol9'09"EAST FROM THE POINT OF
BEGINNING;
�y
THENCE SOUTH 65-19'09' WEST 74.28 FEET TO THE POINT
DRAVN Or. DATL'
APPROVE Y PLANNING
OF BEGINNING;
JRA 4/15/15�
PR..T
SITUATE IN THE CITY OF EDMONDS, COUNTY OF
SNOHOMISH AND STATE OF WASHINGTON.
SARAH MI(SHT
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REMKD BY.-
JRA AS
Zon&2_RS Cozmer� Fla&
HORIZONTAL 1�)ATQM
DH '7/2
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Front
N74'00'00"E BETWEEN FOUND MONUMENTS ON 15TH
is
��AL BY-. DAM
Sides 5, STREETSW. 'S
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Rear 1-7
m
mr:l 5/117
Other
\/ERTIrAL DATUM
U�AL JO NUMSM;
NAVD 86
A
BENCHMARK
CITY co Fy
IL
2"BRASS DISK IN CASED CONCRETE MONUMENT IN
RFsuB
CENTERLINE OF 1007H AVENUE WEST 600'NORTH OF
INTERSECTION WITH SR 1041EDMONDS WAY, OPPOSITE THE
OCT 29 2019
SOUTHEAST CORNER OF CEMETERY PROPERTY, ELEVATION
= 312.10 FEET. (WGS CONTROL POINT #22)
Al�,WOODINM� —CE
40 NUMB_
LD4NGDEPARTME
calTVY OF EDMON
(00561
F-NER&'-r C,02E
2015 NASHIN&TON 5TATE ENER6`r CODE/ IFrr, EEC)
TABLE R402.1.1
INSULATION AND FENESTRATION REOUIREMENT5 13Y COMPONENT
CLIMATE ZONE
5 4 MARINE-4
FENESTRATION U-FACTOR
0.50
SK�rl_ISHIT' U-wFAOTOR
0.50
&LAZED FENESTRATION SHOO
NR
OrILINO R-VALUE '
4-1
MOV, FRAME INALL *"" R-VALUE
21 INT
MA55 KILL R-YALuml
21/21
FLOOR R-VALUE
50
oELoA &RADE � ImALL R-vALuF
10AS/21 INT + T5
OLAEP R-vALur & DEPTH
-0, � PT
TABLE R402.1.1 FOOTNOTES
FOR 91: 1 FOOT = 504.5 MM, Cl - CONTINUOUS INSULATION, INT. - INTERMEDIATE FRAMING
A RvALuFs ARE MINIMUMS. u-PAr_ToR5 AND sHer, ARE MAXIMUMS. MEN INSULATION 45
INSTALLED IN A CAVITY INHICH IS LESS THAN THE LABEL OR DESIGN THICKNESS OF _17HE
INSULATION, THE COMPRESSED R-VALUE or THE INSULATION FROM APPENDIX TABLE AIOIA
SHALL NOT BE LESS THAN THE R-VALUE SPECIFIED IN THE TABLE.
a THE FENESTRATION U-FACTOR COLUMN EXCLUDES, SKYLIGHTS. THE SH66 COLUMN APPLIES TO
ALL &LAZED FENESTRATION.
' "10/15/21.+T13" MEANS R-10 CONTINUOUS INSULATION ON THE EXTERIOR OF THE KALL, OR R-15 ON
THE CONTINUOUS INSULATION ON THE INTERIOR OF THE KALL, OR R-21 CAVITY INSULATION PLUS A
THERMAL BREAK 5ETINEEN THE SLAB AND THE BASEMENT INALL AT THE INTERIOR Or 714E
BASEMENT INALL. '110/15/21.+TB" SHALL BE PERMITTED TO BE MET NITH R-15 CAV17r INSULATION
ON THE INTERIOR OF THE BASEMENT INALL PLUS R-5 CONTINUOUS INSULATION ON THE INTERIOR
OR EXTERIOR OF THE INALL. '115" MEANS THERMAL BREAK 5ETINEEN FLOOR SLAB AND
BASEMENT INALL.
' R-10 CONTINUOUS INSULATION 19 RISOUIRED UNDER HEATED SLAB ON GRADE FLOOR6.51515
R402.2.q.1.
THERE ARE No 5H&�_ REauRemENTs IN THE MARINE ZONE.
RESERVED
RESERVED
RESERVED
THE SECOND R-vALuE APPLIES MEN MORE THAN HALF THE INSULATION 15 ON THE INTERIOR OF
THE MA95 INALL.
Resm"W
K FOR SINGLE RAFTER- OR JOIST VAULTED CEILINGS, THE INSULATION MAY M RMUCED jor
R-58.
L RESERVED
" INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING 16 INCHES ON oENTER,,AuTH
HEADERS INSULATED INITH A MINIMUM OF R-10 INSULATION.
"LOS, AND 50LID TIMBER KALLS Y41TH A MINIMUM AVERAGE THICKNE55 OF 5.5 INCHES ARE
EXEMPT FROM TH15 INSULATION REOUIREMENT.
1. A CERTIFICATE COMPLYING INITH 2015 INSEC, R401.5 15 REQUIRED TO BE COMPLETED BY
THE DESIGN PROFESSIONAL OR BUILDER AND PERMANENTLY POSTED.
2. THE BUILDING SHALL BE TESTED AND VERIFIED AS HAVIN& AN AIR LEAKAGE RATE NOT
EXCEEDING 5 AIR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED INITH A BLOINER
DOOR AT A PRESSURE Or 0.2 INCHES N.G.
5. EACH DINELLINS, UNIT 15 REOUIRED TO BE PROVIDED Y41TH AT LEAST ONE PROGRAMMABLE
THERMOSTAT FOR THE REGULATION OF TEMPERATURE.
4. DUCT5, SHALL BE LEAK TESTED IN ACCORDANCE INITH INSU RS-55 USING THE MAX. DUCT
LEAKAGE RATES SPECIFIED.
S. A MINIMUM OF '15% OF PERMANENTLY INSTALLED LAMPS, IN LIGHTING FIXTURE5 SHALL BE
H161-f-EFFICACY LAMPS,.
NHOLE HQQ5E VENTILATION
AHOLE HOUSE VENTILATION SYSTEM TO BE INSTALLED PER 2015 IRr, SECTIONS M150,73.1
THROUGH M1501.5.1.
SEE "MOLE HOUSE VENTILATION" ON THE SCHEDULE SHEET FOR SELECTED OPTION.
IRO TABLE M150-1.5.50)
CONTINUOUS INHOLE-HOU515 MECHANICAL VENTILATION
SYSTEM AIRFLOIN RATE REGUIREMENT5
(AIRFLOA IN CFM)
FLOOR AREA
NUM5FR
OF BEDROOMS
(50, PT)
0-1
2-5
4-5
- -7
>1
<1900
so
45
6
'75
110
50i 5000
45
60
'75
-10
Orl
5001 4900
60
-10
05
120
4501-6000
-5
-10
105
120
155
Too-i - iwo
.40
Orl
120
1361
150
Y1500
105
120
-
I-
IR/_ TABLE M150-7.5.5(2)
INTERMITTENT MOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS
WN TIM4M_��ISNTAGE IN 15^014 1 .25% ro% Er,%
UR SEGMENT %
0%
0
I FACTOR 1 4 1 5 1 2 1 1.5 1 1.5 �41.0
A. FOR VENTILATION SYSTEM RUN TIME VALUES BETINEEN THOSE GIVEN, THE FACTORS ARE
FERMI I I TO BE DETERMINED BY INTERPOLATION.
B. EXTRAPOLATION BEYOND THE TABLE IS PROHIBITED.
MECHANICAL
rz,ENERAL
SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLA.-_E STOVES, ROOM
HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL 50LID FUEL BURNING,
APPLIANCES SHALL COMPLY Y41TH THE PROV15ION5 OF I.R.C. R1006.2.
HEATIN&
EACH DINELLING, UNIT SHALL BE PROVIDED INITH HEATING FACILITIES CAPABLE OF MAINTAINING
A TEMPERATURE OF 66 DEGREES FAHRENHEIT AT A HEIGHT OF S'-O" A50VE THE FLOOR AND
TP40 FEET FROM EXTERIOR INALLS IN ALL HABITABLE ROOMS MEN THE OUTSIDE TEMPERATURE
15 AS SET FORTH IN THE 2015 INSE.C.
DEFINITION Or THERMAL BUILDING ENVELOPE FROM THE 2015 IAA5HIN(5TON STATE ENERGY COVE
THE BELOIN-61RADE KALLS, ABOVE-61R.-DE INALLS, FLOOR, ROOF, AND ANY OTHER
BUILVIN(S, ELEMENTS THAT ENCLOSE CONDITIONED SPACE OP. PROVIDES A BOUNDARY
BETIMEEN CONDITIONED SPACE AND EXEMPT OR UNCONDITIONED SPACE.
1. FUEL BURNING APPLIANCES LOCATED INITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR
FROM OUTDOORS, MEETING THE PROVISIONS OF 014AFTER 24 OF THE 2015 Ro.
2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE
PROVISIONS Or CHAPTER 24 OF THE 2015 IRC.
S. DUCTINORK LOCATION SHALL MEET THE PROV15IONS OF CHAPTER 24 OF THE 2015 IRC.
4. COMBUSTION AIR TO MEET THE REGUIREMENTS OF I.R.C. MI'701.1
ALL INARM AIR FURNACES SHALL BE L15TED AND LABELED BY AN APPROVED AGENCY AND
INSTALLED PER CHAPTER M1502 OF THE 2015 IRC.
NO INARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A
BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE INITH ACCESS ONLY THROUGH SUCH
ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES, AND r-1 r=CTRlr, HEATING
FURNACES.
NO INARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE V41TH A SPACE LEW
THAN 12" P41DER THAN THE FURNACE OR A CLEARANCE OF 5" ALONG THE SIDES, BACK AND TOP.
LIGUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT
OR SIMILAR LOCATION INHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES So
FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT
UNLESS SUCH LOCATION 15 PROVIDED Y41TH AN APPROVED MEANS FOR REMOVAL OF UNBURNED
(SAS.
HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND MICH GENERATE A OWN,
SPARK OR FLAME CAPABLE OF IGNITING, FLAMMABLE VAPORS SHALL BE INSTALLED Y41TH THE
PILOTS AND BURNERS OP, HEATING ELEMENTS AND SINITCHES, AT LEAST 10" ABOVE THE FLOOR
SURFACE.
FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE AALL, FLOOR OR
OEILIN6 SEPARATING A RESIDENCE (R-3 OCCUPANCY,) FROM A GARAGE, PROVIDED SUCH DUCTS
INITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.0111"
(NO. 26 GALVANIZED SHEET GAUGE) AID HAVE NO OPENINGS INTO THE GARAGE
EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM
COMPLYING INITH CHAPTER IS OF 71-E 2015 IRC.
EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE IS (SAS VENT OR TYPE BA GAS VENT SHALL
BE INSTALLED IN ACCORDANCE INITH THE TERMS OF ITS LISTING, MANUFAC-TURERS, INSTALLATION
INSTRUCTIONS AND THE REOUIREMENTS, PER CHAPTER 24 OF THE 2015 IRC.
A I Y 5 OR BPI GAS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2015 IRr,
VENT CONNECTORS SHALL BE INSTALLED V41THIN THE SPACE OR AREA IN INHICH THE APPLIANCE
19 LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OP. VENT IN SUCH A MANNER AS TO
MAINTAIN THE CLEARANCE TO COMBUSTIBLE-. PER SECTION M1803 OF THE 2015 IRc' -
HEATIN& EQUIPMENT
ALL HEATIN(S EQUIPMENT SHALL MEET THE REGUIREMENTS, OF THE 2015 NATIONAL APPLIANCE
ENERGY CONSERVATION ACT (NAIECA) AND BE 50 LABELED. EOUIPMENT SHALL ALSO COMPLY
INITH SECTION M1411 OF THE 2015 PRO
DUOTNORK
1. DUCT SYSTEMS OP. FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY
TABLE 1601.1.1 OF THE 2015 IRO.
2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE AIRTIGHT MR
SECTION M1601.4.1 OF THE 2015 IRC.
S. INSTALLATION OF DUCT5 SHALL COMPLY INITH SECTION M1601.4 OF THE 2015 IRC.
4. DUCT INSULATION SHALL BE INSTALLED IN ACCORDANCE INITH SECTION M16012 Or THE 2015
IFv_.
S. FINAL DUCT LEAKAGE AFFIDAVIT 19 TO BE PROVIDED TO THE BUILDING INSPECTOR PRIOR
TO FINAL INSPECTION. DUCT LEAKAGE AND SEALING, REOUIREMENT5 IN 2015 INS.E.C.
SECTION IZ405.5.2 To BE MET.
b. =T5 IN5ULATAED TO A MINIMUM R-8, INSULATION IN UNCONDITIONED SPACES PER INS.E.C.
SECTION R4033.1
Lwz=lAR_f;ArA
6ENERAL
ALL FRAMIN& SHALL COMPLY 11ITH THE APPLICABLE 5ECTION(5) Or THE 2015 151-ARO.
PRESSURE TREATED INOOV REOUIRED IN LOCATIONS L15TED IN IRO R311.1
2" MINIMUM VERTICAL CLEARANCE BETINEEN INOOD 4 CONCRETE STEPS, PORCH SLABS,
PATIO SLABS $ OTHER SIMILAR HORIZONTAL SURFACES EXPOSED TO THE INEATHER.
6" MINIMUM CLEARANCE BETINEEN V400P AND EARTH.
6" MINIMUM CLEARANCE BETINEEN UNTREATED MUSILL5 AND EARTH.
12" MINIMUM CLEARANCE BETINEEN FLOOR BEAMS, AND EARTH.
15" MINIMUM CLEARANCE BETINEEN FLOOR_10157`5 AND EARTH.
LOADING
ROOF 15 P5F DEAD LOAD + 25 PSF LIVE LOAD = 40 P5F
FLOOR 15 F5F DEAD LOAD + 40 PW LIVE LOAD = 55 FSF
CEILING 5 PSF DEAD LOAD + 10 PSF LIVE LOAD = 15 PSF
PECK 5 FSF DEAD LOAD + 60 P5F LIVE LOAl2 = 65 PEP
INTERIOR PARTITION '7 P5F
EXTERIOR PARTITION 10 FSF
INOOV MAKING ON OR INSTALLED INITHINY2" OF: MA50NRY OR CONCRETE To BE TREATED P41TH
AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LE-55 THAN 2x THICKNESS SHALL BE
PROVIDED AT ENDS AND AT ALL SUPPORT Or J015115 AND RAFTERS. ANCHOR BOLTS To BE
PER SHEAR INALL SCHEDULE AND FOUNDATION PLAN. T' MINIMUM EMBEDMENT. ALL METAL
FRAMING ANCHORE, AND HANGERS 5HOINN ON DRAININ65 SHALL BE STRONG TIE CONNECTORS AS
MANUFACTURED BY SIMPSON COMPANY.
PROV112E MREBLOCKIN& IN CONCEALED SPACES Or STUD KALLS 4 PARTITIONS, INCLUDING
FURRED SPACES 4 PARALLEL ROINS OF STUDS OP STAGGERED STUDS AS FOLLONSi
1. VERTICALLY AT THE CEILING 4 FLOOR LEVELS.
2 . HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET.
PROVIDE FIREELOCKIN6, AT OTHER LOCATIONS PER 2015 IFV, R302.11
APPROVED
FIRE DEPART E
IN5ULATION � MOISTURE PROTECTION
SENERAL
6ENERAL
PLAN5 rOMPLY V41TH THE 2015 INTERNATIONAL RE51DENTIAL OODE.
UNLESS NOTED oTHERHisE, INSULATION SHALL CONFORM TO THE KASHIN&TON STATE ENERGY
CODES. INSULATION BAFFLES TO MAINTAIN I" CLEAR SPACE ABOVE INSULATION. BAFFLES To
CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO
EXTEND 6" ABOVE BATT INSULATION 4 12" A50VE LOOSE FILL INSULATION. IN--AJLATr= BEHIND
CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REWIRED UNTIL
BATNTU55,5HOVERS, PARTITIONS AND CORNERS. PROVIDE FACE STAPLED BATTS OR FRICTION
ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT 15 THE CONTRACTORS RESPONSIBILITY
FIT FACED BATTS. PROVIDE 4 MIL (0.0049 POLYETHYLENE VAPOR BARRIER AT INALL5 OR USE
TO 1015ITIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED.
PVA PRIMER NITH A DRY CUP PERM RATING OF ONE (MAX). PROVIDE R-10 INSULATION UNDER
DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAININ&S.
ELECTRIC INATER HEATERS.
CODE5:
INFILTRATION CONTROL
ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLoAED
1. EXTERIOR JOINT5 AROUND ININDOIN5 AND DOOR FRAMES, OPENING-5 5ETMEN KALLS, AND
1. 2015 INTERNATIONAL RESIDENTIAL CODE (IRr-) INITH KA,5HINSTON STATE AMENDMENTS
FOUNDATIONS, BETINEEN INALLE, AND ROOF AND BETINEEN INALL PANELS, OPENINGS AT
"'A) EXCEPT CHAPTERS 11 AND 25 THROUGH 42 ARE NOT ADOPTED. KAC 51-51
PENETRATIONS OF UTILITY SERVICES THROUGH WILLS, FLOORS, AND ROOF, AND ALL
2. 2015 INTERNATIONAL BUILDING COM (IW) V41TH KA5HINSTON STATE AMENDMENTS 011SA0
OTHERS SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO
UNHEATED SPACES SHALL BE SEALED, CAULKED, &ASKETED OR YeATHER-5TRIPPW To
S. =5 INTERNATIONAL MECHANICAL CODE (IMC) INITH KASHIN&TON STATE AMENDMENTS
LIMIT AIR INFILTRATION.
(ABA) INAO 51-52
2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR
INFILTRATION AROUND THEIR PERIMETER MEN IN A CLOSED P051TION. DOORS BETINEM
4. 2015 UNIFORM PLUMBING CODE (UpC) INITH KA5HIN&TON STATE AMENDMENTS, jNAO 51-56.
S. 2015 INTERNATIONAL FIRE CODE INITH KASHIN&TON STATE AMENDMENTS, KAC 51-54A.
RESIDENCE AND (SARA9E ARE NOT CONSIDERED "FIRE -RATED" AND MUST MEET THE ABOVE
6. 2015 KASHINOTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS (jNSECJ. KAO. 51-11R.
REOUIREMENT.
5. ALL EXTERIOR ININVOIN5 SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM
BUILMN6
THE BUILDING ENVELOPE ViHlcH SHALL ISM SUBSTANTIATED By TESTING To STANDARD ASTM
CONSTRUCTION TYPE. V_15
E 255.15. SITE BUILT AND MILLV40RK SHOP MADE V400DEN BASH ARE EXEMPT FROM
OCCUPANCY GROUP. R-5
TESTING BUT SHALL BE NEATHER-STRIPPED, CAULKED AND MORE TIGHTLY FITTING.
4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER KSE.C.
APPROVED
PIPING FOR. HOT INATER / STEAM SYSTEMS Or PIPIN(S FOR CONTINUOUSLY CIRCULATING HOT
LOCAL.JURISDICTION RIEGUIRES
INATER SERVICE 15 RE(SUIRID TO BE INSULATED PER THE IN.S.E.C. HOT INATER PIPING SHALL BE
INSULATED TO A MINIMUM OP R-5 PER Azao. R40553. MECHANICAL SYSTEM PIPING SHALL BE
YES
DINELLINS UNIT FIRE SPRINKLER
SYSTEM PER IRC APPENDIX R MNO PjAxgl
INSULATED TO A MINIMUM R-6 PER A.S.E.C. R405.4
klu
VAPOR, BARRIER5 / &ROUND COVER5
AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF PECKS, N ENCLOSED
RAFTER SPACES FORMED INHERE CEILINGS ARE APPLIED DIRECTLY To THE UNIVERS�VE OF
JOB
ROOF RAFTERS, AND AT EXTERIOR KALLS. INSET STAPLED BATTS INITH A PERM RATING LESS
THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER 19 TO THE INARM SIDE, STAPLES SHALL
BE PLACED NOT MORE THAN 5" O.o. AND GAPS BETV�IEBN THE FACING AND THE FRAMING SHALL
51 TE NOR<
NOT EXCEED 1/16"
!SENQ15�LL
VAPOR RETARDER5 AT KALLS MR IRC, R'702.7
ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOVJ OR.&ANIC SURFACE SOILS. ALL
A GROUND COVER OF & MIL (0.00( 59 BLACK POLYETHYLENE OR ffouIVALENT SHALL BE LAID
BACK r-ILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS, SHALL NOT
INTEWE�.RIE INITH THE DIRECT LOAD PATH OF COLUMNS.
OVER THE GROUND IN ALL CRAM SPACE$. THE GROUND COVER SHALL BE OVERLAPPED ONE
FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION KALL.
aLIMATIC AND SE06RAPHIO DE516N ORITERIA
N[ND DESIGN
SUSJ5CT TO VAMIA6r: FROM
CA
SEISMIC
OM14
yqlNTER
DESISN
ICE BARRIER
UNDER-
LAYMENT
rLoop
AIR :
FREEZINS
MEAN
AHNJAL
UNE
-vm�m
I -
CAM=
-.1
Tmf.
..I.
HAZAPIX
SEX
TEMP
25 P.f
172
MODERATE
15,
1 SLlr+T TO
MODERATE
NO
�qIUtIvALENT FLUID PRESSURE - w PC.P. owmmAiNw KALLIS)
50 PZP. ORMTRAINED INALLS)
-POORS, NINDONS AND 5f<"rLl&HT5_
6ENERAL
THE REGUIRED EGRESS DOOR MAY HAVE A MAXIMUM I %" STEP FROM TOP OF THE THRESHOLD
TO A MINIMUM 56" DEEP LANDING ON THE EXTERIOR SIDE OF THE DOOR. OTHER EXTERIOR
DOORS MAY HAVE A MAXIMUM (2) 1 W STEPS TO A MIN. 56" DEEP LANDING. ALL GLAZING
SHALL MEET THE REWIREMENTS, OF THE 2015 INS.E.C. TABLE R402.1.1 UNLESS NOTED OTHERAISE.
ALL SKYLIGHTS AND SKYJAIALLS; SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERAISE.
ALL BEDROOM EMERSENCY EGRESS, ININVOKS SHALL HAVE A MINIMUM NET CLEAR OPENING OF
51 SGUAIRS FEET. MINIMUM NET CLEAR OPERABI E V41DTH OF 20" AND A MINIMUM NET CLEAR
OPENING HEIGHT OF 24", MAXIMUM SILL HEIGHT OF 44" MEAWREP FROM THE FINISHED FLOOR. To
THE BOTTOM OF THE CLEAR OPENING. OPERABLE ININDOINS P41TH A SILL OF MORE THAN '12"
ABOVE FINISHED THE (SR.ADE OR SURFACE BELOIN, To BE A MINIMUM OF 24" ABOVE ADJACENT
FINISHED FLOOR.
5Ar-ETY rvLAZIN(S LOOATIONS PER 2015 IRr, SEOTION R50e,.4
P-150S.4.1 GLAZING IN A" FIXED AND OPERABLE PANELS OF 51NIN&INS, SLIVIN& AND BI-FOLD
DOORS.
R506.4.2 GLAZING IN AN INDIVIDUAL FIXED OF, OPERABLE PANEL ADJACENT TO A DOOR
MERE THE BOTTOM EDGE 15 LE55 THAN 60 INCHES ABOVE THE FLOOR 4 THE
GLAZING 15 EITHER INITHIN 24 INCHES OF EITHER 51DE OF THE DOOR IN THE PLANE
OF THE DOOR IN A CLOSED P051TION OP, ON A INALL PERPENDICULAR To THE
PLANE Or THE DOOR IN A CLOSED POSITION 4 P41THIN 24 INCHE-9 OF THE HINSE
SIPE OF AN IN-SININSING, DOOR.
R50a.4.5 GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE
FOLLOINING, CONDITIONS:
1. THE EXPOSED AREA OF AN INDIVIDUAL PANEL 19 LARGER THAN 11 SWARE FEET,
2. THE BOTTOM EDGE Or THE GLAZING 19 LE55 THAN 18" ABOVE THE FLOOR
S. THE TOP EDGE OF THE OLAZINO 19 MORE THAN 86" ABOVE THE FLOOR, AND,
4. ONE OR MORE KALKINS SURFACES ARE V41THIN 96" MEASURED HORIZONTALLY
AND IN A STRAIGHT LINE, OF THE GLAZING.
R305.4.4 GLAZING IN GUARDS AND RAILINGS, INCLUDING 5TIRLICTURAL BALUSTER PANELS AND
NONSTRUCTURAL IN -FILL PANELS, REGARDLESS OF AREA OR HEIGHT ABOVE A
PLAILKINS SURFACE.
R505.45 GLAZING IN AALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUBS,
SPAS, INHIRPOOLS, SAUNAS, STEAM ROOMS, MATHITU55,5HOMRS, AND INDOOR OR
OUTDOOR SAIMMIN& POOLS INHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING
15 LE55 THAN 60 INCHES MEASURED VERTICALLY AWVF ANY STANDING OR
INALKINS, SURFACE.
RSObAb GLAZING MERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36
INCHES (q14 MMI) ABOVE THE PLANE OF THE ADJACENT INALKINS, SURFACE OF
5TAIRKAY5, LANDINGS BETINEEN FLIGHTS OF STAIRS AND RAMPS.
R06.4.1 GLAZING ADJArENT TO THE LANDING AT THE 50TTOM OF A 5TAIRAAY MERE THE
&LAZINO 19 LESS THAN 56 INCHES ABOVE THE LANDING AND INITHIN A (10"
HORIZONTAL ARO LEW THAN IaO PEOREM FROM THE BOTTOM TREAD NOSING.
FOR EXCLEPTION5 SEE IR05ECTION R308.4
i�P
17T
'17
co
q,
SHEET I Nl�)Ex
5HIEET7[_
DEC
fz,=' +-4 1
AO
5ITE PLANZ A 'I
AOci
DRAINASE P,-/AN
AOb
6RADIN&ITbEC, P4AN
Al
rO\/ER5H T
A2
SCHEDULE HEET
AB
DETAIL SHE T
A4
'N$jAIN Ao
FOUNDATION OR Fkx_,fk rnwilL._mjEcT
A5
i� C7 PL N
MAIN FLOOR f=I AN $ UPPE�-_ Ldftoiwfl"�:hhlop
A6
UPPER FLOOR PLAN 4 ROO Iqe
Al
EXTERIOR ELEVATION5
Ae,
BUILDINs SECTIONS
51
LA AL - 5HEAR HALLS, HARDAARE 4 STRUOT. NOTES
TZ�R
5:2
ILATE
L-DET811CIPUD;
E-Silol 250,1
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APPROVED DATE: 411,-1 t-1 f4AII O.'j 201.9
BLDG. OFFICIAL: 2;dc Q
A
PERMIT H!J
- - __ 4
0
/A5-
ANW MOD NM� OMCE
JO NUMSM:
TRU55 PEP PLAN
INTERIOR PARTITION-
NALL BELON PER
PLAN
TRU55 PER PLAN
TRUSS MR PLAN
SHEETROOK SACKER TO
5E NAILED & TOP OF
NALL 4 NOT TO TRUSS,
TTIP.
-51HEETROOK E5ACrER TO
BE NAILED fit TOP OF
NALL 4 NOT TO TRU55,
Trr.
i i
L . L_ . U
it I F
PRESCRIPTIVE ENERGY CODE COMPLIANCE
This project will use the requirements of the Prescriptive Path below and
incorp o rate the mi nimum values listed. I n addi t ion, ba s e d on t h e s i z e of t h e
structure, E, appropriate number of additional credits are checked.
All Climate Zones
Fenestration U-Factort
Skylight U-Factor
Glazed Fenestration SHGC"
Ceiling
Wood Frame Wall""'
Mass Wall R-Valud .
Floor
Below Grade Wall"'
slab' R-Value & Depth
R-Value'
U-Fact6r'
With use of Credit 1 a
n/a
0.30
0.28 U-Factor
WE
0.50
n/a
414
_n/a
0.026
21 int
0.056
21/21'
0.056
30'
0.029
138 R-Value (0.025)
10/15/21 int + T13
0.042
JR-10 perimeter & entire slabr
10, 2 it
n/a
JR-10 perimeter & eriffire slab
For single rafter- orjoist-vaulted ceilings, the insulation maybe reducedto R-38.;
Table R402.1.1 footnotes included on Sheet Al.
E I ac . It dwelling unit In a residential building shall comply with sufficient options from Table R4062 io as
to achieve the following minimunt number of credits:
1. Small Dwelling Unit: 1.5 points
Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of
fenestration area. Additions to existing building that are 500 square feet of heated floor area but
less than 1500 square feet.
21 2. Medium Dwelling Unit: 3.5 points
All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving
R-2 occupancies shall require 2.5 credits.
:13. Large Dwelling Unit; 4.5 points
Dwelling units exceeding 5000 square feet of conditioned floor area.
:1 4. Additions less than 500 square feet: .5 credits
ENERGY CREDIT OPTION DESCRIPTIONS
2[�bon
Description
Credig§)
la
Efficient Building Envelope 1 a
0.5
0.5 21
lb
Efficient Building Envelope 1 b
1.0
0
11C
Efficient Building Envelope 1c
2.0
ld
Efficient Building Envelope ld
0.5
2a
Air Leakage Control and Efficient Ventilation 2a
0.5
2b
lAir Leakage Control and Efficient Ventilation 2b
1.0
2c
Air Leakaae Control and Efficient Ventilation 2c
1.5
3a
High Efficiency HVAC 3a
1.0
1.0
31D
High Efficiency HVAC 3b
1.0
El
3c
High Efficiency HVAC; 3c
1.5
0
3d
High Efficiency HVAC 3d
1.0
0
4
High Efficiency HVAC Distribution System
1.0
0
5a
lEfficient Water Heating 5a
0.5
0.5
5b
Efficient Water Heating 5b
1.0
5c
Efficient Water Heating 5c
1.5
1.5 10
5d
Efficient Water Heating 5d
0.5
0
6
Renewable Electric Energy
i-1200 kwh
0
Total Credits 3.5
VAPOR RETARDER
FLOOR
4 MILPOLY
FACE STA'PLE6. KE66khS
�PLAMCCOW/EnGWE
WALL
4-MlIm POLY
=.FAC _SWUEp,RA[1KED,PATTB
r --- 1 __ W
X A MER
RiMild
�MILPMY
M FACE-swiLm 646Km5_SkftS
PVA__
&EIiJNG
=4 Mit. pay
............
FACE STAPLED BACKED
= I
SIMPLE HEATING SYSTEM SIZE
This heating system sizing is based on the Prescriptive Requirements
of the 2015 Washington State Energy Code.
This is for heating
only. ACCA
procedures for sizing cooling systems should
be used to cleterming cooling.
Indoor Design Temperature
70
Outdoor Design Temperature
F 24
Design Temperature Difference
Indoor - Outdoor Design Temp
46
Conditioned Floor Area
F__25o81
Conditioned Volume
L 2n6ol]
Glazing
Sum of UA from Glazing Schedule
Attic Ll-Factor
X Area =
UIA
R-49 0026
F__ 1-4471
F 37.60
Other:
Single Rafter or Joist Vaulted Ceilings
LI-Factor
X Area =
UIA
R-38 0-027
F___2331
Other�
Above Grade Walls UI-Factcur
X Area =
LIA
R-21 + R-10 HEADERS 0.056
F__31961
Other�
Floors LI-Factor
X Area =
LA
R-38 0.025
F 15911
F 39 781
Other,
Below Grade Walls ILL -Factor
X Area =
UA
R-21 Interior 0.042
R-10 Continuous exterior 0.064
Other:
Slab Below Grade F-factor
X Le th =
UA
R-10 Fully insulated 0.36
Other:
Slab on Grade F-factor
X L th =
UA
R-10 Fully insulated 0.36
Other:
Sum of UA
Envelope Heat Load
Btu / Hour
Sum of UA X Design Temperature Difference
Air Leakage Heat Load
Btu / Hour
((Volume X 0.6) X Design Outdoor Temp) X.018))
Building Design Heat Load
Btu / Hour
Air Leakage. Envelope Heat Loss
Building and Duct Heat Load
btu Hour
Use 1.1 if ducts are located in unconditioned space: Sum of Building Heat Loss X1.1
Use I if ducts am located in conditioned sposse: Sum of Building
Heat Loss X I
Maximum Heat Equipment Output
Btu Hour
Use 1.4 for forced air furnace; Building & Duct Heat Loss x 1.4
Use 1.25 for heat pump: Building & Duct Heat Loss x 1.25
Residential Construction Energy Compliance
AIR BARRIER AND INSULATION INSTALLATION TABLE R402.4.1.1
BARRIER C13119RIA! I_-
1141511WHON CRITERIA!
__-ROMPONENT
Air barrier and
A c.rt b m.'"" he rebuleam the
b,ildir,.�.I.�.Extrio,th,�ienml,�c,n!,!-
..... 1-1,11-1,11 - th-sred Be a sualing, material.
'p.ImIlvapr interior fianned
the_,, battle,
. . "
dra:aien Breaks or huntsur I a air
�Al
Cie. rotempor a, required 0, the side of
::,,tru,,,
do she" be led.
cWti.s.
All ca�tics in the thermal a cps shall be filledwith !mutation. The derefty of the insulation shall beat the _nufaoftxam�
produpt recommendation and said density shel be maintained for all volume, of each cmily. Bad type maulmon will show no
wide or gaps and maintain an awn density for the entire cavity. Sam insulation shall be installed in the recommanded cmity
Cavity insulation
depth. Where arr obstruction In the caxfty due to serhoes, blockhrog, bracing or oftimotatructitm miste, the halt mcluctwifil
installation
be cut to it the remaining depth of the cmity. Where the halt is cus around oWbructions, loose fill insulation shall be placed
tolillanysurfac or concealed wide, and at the manufausere'specified damily. Where faced halt is used, the installation
tabs must be st�led to the face of the and. Them hoU be no compression to the hatt at the edges of the cmfty due to
inset stapling installation tabs. Insulation that upon installation readily conform, to awflable space shall be Insisted filling
the entire caulty, and within the manufacturare'donsity recommendation.
The -ft harder in my dropped ceifing/soffit shall Ile
Batt Insulation installed in attic mof assemblies may be comprossed
aligned With the Insulation and any gaps in the ar
at extedor wall lines to allow for required attic wrallatim,
Ceifing/attiC
bamer seated. Access openings, drop down stmr or
The imulasm in any dropped calling or soffit shall be aligned with
suare wall dome to unconditioned attic spaces shall be
the air harder.
a.aled.
Oaxilies within pornme and headers shall be moulated by completely
The junction of the foundation and sill plate shelf be
filling the casity with a material himing a minimum thermal resistance
Walls
sealed. The junction of the top plat, and top of exterior
of R�3 per wil. Exterior thermal emolope insulation for trained wells
walls shall be seated. Knee walls shall be sealed.
shall be installed in substantial comeact and continuous alignment
with the air hard,,
Windows, skylights
Space between indomdoorlarba and mining and
and doors
iskylighus and flaming shall be sealed.
Rina joists
Rim joists shall Include the air barrier.
Rim joists shall be hmulated
Instal ad to maird in permanent correct with underside of subtroor
Floors (including show-
Th. ar harder sh.11 be installed at any exposed edge
decking or ritted to be in contact with the topside of sheathing
gamage and carrifickereff
Of insulation.
-onfinuou insulation installed on the underside of floor framing
and extend Imm the bottom to the top of all perimeter floor flaming.
Soil n arkented crawl spaces shall be cmmd with
Where provided in lieu of floor Insulation, insulation shall be
C.l Space watift
class 1, black vapor Warder with joints taped.
pernumenfly attached to the crewhipace walls.
Shafts, ponetrations
Duct shafts, utility penetrations, and It- hafte opering to exterior or unco,diti ... of space hall be -aled.
�.
wiles shall be cut to fit and metalled the correct
Narrow cavities
11311111-aml,
11 �tho t any wids or gaps or compression. Narrow camitle.
admety w ubyinsulaston that on installation readily conforrms, to
be I, led
the mailable Oyr pace.
Garage Separation
Air sealing shall be prouded between the garage and conditioned spaces.
Recessed fighting
Shall be eased to the drywall.
iShall be air tight, IC sted.
Batt insulat" shall be cut reality to fit amund wiring and plumbing
Plumbing and wining
in exterior walls. Them shall Is, no tifile or gaps or compression
where cut to fit. Insulation that readily conforms to axrilable space
shall extend behind piping and whing.
Shovver andlor tab
Installed at exterior walls adjacent to showers and
tubs shall separate them kom showers and lubs.
E.I.6-flatudjaceatt-howc. r tubs shall be insulated
Electricallphone bOX
Barrier shall be Installed behind al,chipal at communication boxes on exterior wall or install airrusued boxes.
Bols that parestrate building thermal e-lop. hall
HVAC register boots
be speed to the exubifloor or dly-11.
Ww" required 10 be -led, 11 1prerillms shelf "I,
be sealed in a manner that is recommended by the
Concealed Sprinklers
manulactuser. Caulking or ther adhosi,e sealants
I-
shall not be used to fill vulds between fire sprinkler
plates and wells or ceilings.
1 serfiftme .. a J lhla�!TpE! ollogualls . sMllb_elnaccofda�Wthftpn�,�imm�IICC-400.
2X STUDS
PER PLAN
5HEETROCIK
PER
/_FLAN
BATT IN5UL. PER
PLAN
SHEAR NALL
c
PER PLAN 4
SCHEDULE
-DRYNALL
BACKER
FINISH PER
ELEVATfON OVE
SHEAR NALL
HOUSE NRAIP
PER PLAN it
OVER SHEATHIN&
50HEDULE
PER PLAN
TYPICAL C.ORNr=R FRAMINIS,
FOUNDATION VENTILATION
Crawlspace Area: 1044 s.f.
Ventilation Required: 1044 s.f. / 300 501.12 s.l. Reqd
Use: 14" x 7" Foundation Vents
Vent Area 98 s.i. - 25% reduct.,1/4"mesh 73.5 s.i.
Vents Required 501.12 s.i. / Vent Area 6.82 s.i.
Provide : 7 14!'x 7" Vents, Area = 514.5 s.i.
Ventilation Provided 514.50 s.i. is Greater than 501.12 s.i. Req'd
Use: 7 14" x 7" Foundation Vents
FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS
INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER
LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING, EXCEPT ONE SIDE
OF THE BUILDING SHALL BE PERMITTED TO HAVE NO VENTS.
ROOF VENTILATION
Standard Truss I Scissor Truss Roof Frannina Assembly:
Roof Area :
1447 s.f.
Ventilation Required:
1447 s.f. x 144 / 300
694.56 s.i. RWd
Provide between 401/6 & 501/6 of the total required ventilation no more than 3 It below the ridge or
the highest 22int of the space. Remainder to be installed at save vents.
Upper Roof Ventilation:
AF50 Roof Jack (10" x 7")
TO.00 a.!. each.
Upper Ventilation MINIMUM
694.56 s.l. x 0.4 / s.i. of each vent =
6 vents
Upper Ventilation MAXIMUM
694.56 s.l. x 0.5 / s.i. of each vent =
6 vents
Provide:
6 -1 ONT' roof jacks. Ventilation
300.00 S.i.
Ventilation area remainder for save vents
394.56 s.i.
(Reti'd vent -Upper vent)
Eave Ventilation:
Birdblocking: (3)2.25" dia holes per bay =
5.96 s.i. per I.f. - 25% reduction
4.47 s.i. per Lf..
Eave Ventilation Required
394.56 s.i. / 4.47 s.i. per Lf. =
88.27 I.f.
Provide Minimum:
89 Lf. birdblockfing. Ventilation
397.83 s.i.
Minimum Ventilation Provided
697.83 s.i. IS GREATER THAN :
694.56 a.!. Resi'd
ROOF VENTILATION
Stick Framed Roof Assembly:
Roof kea:
233 s.f.
Ventilation Required:
233 s.f. x 144 / 300
111.84 s.i. Rect'd
Provide between 40% & 50% of the total required ventilation no more than 3 ft below the ridge or
the hifitherst point of the space. Remainder to
be installed at save vents.
Upper Roof Ventilation:
AF50 Roof Jack (19'x 7") -
50.00 s.i. each.
Upper ventilation MINIMUM
111.84 s.i. x 0.4 / s.i. of each vent =
I vents
Upper Ventilation MAXIMUM
111.84 s.i. x 0.5 / s.i. of each vent =
1 vents
Provide:
1 -1 ON7 roof jacks. Ventilatfort
50.00S.I.
Ventilation area remainder for eave vents
61.84 s.i.
(Req'd vent -Upper vent)
Eave Vent aton:
Birdblocking: (3)2.25" dia holes per bay =
5.96 s.l. per Lf. - 25% reduction
4.47 s.i. / Lt.
Eave Ventilation Required
61.84 s.l. / 4.47 s.i. per I.f.
13.83 Lf.
Provide Minimum:
14 I.f. birdblocking. Ventilation
62.58s.l.
Minimum Ventilation Provided
112.58s.i. IS GREATER THAN:
111.84 s.l. Reci'd
ALARM SCHEDULE
2015 IRIC SECTIONS R314 & R315
SYMBOL
DESCRIPTION
REQUIREMENTS
Smoke
*110 V interconnected w/ battery backup.
Alarm
*Installed on each floor, in each sleeping area, and
outside each separate sleeping area. Installed not less than
3 it from the door of a bath which contains a tub or shower
unless this prevents placement in a required location.
,*Listed in accordance With LIL 217 and to comply With NFPA 72.
Combination
*Installed on each floor, outside of each separate sleeping
Smoke
area in the immediate vicinity of the bedrooms, and in a
Alarm &
bedroom that contains a gas fireplace in the bedroom or
Carbon
adjacent bathroom.
Monoxide
:Smoke alarm requirements per above.
Alarm
Combination smoke & carbon monoxide alarms listed in
accordance With UL 217 & UL 2034.
WINDOW, SKYLIGHT & DOOR SCHEDULE
"
COND=LOOR SUM - UA FOR HEATING SYSTEM SIZING, =Je6 6
SUMOFALLGLAZNG 13=� (DOES NOT INCLUDE EXEMPT DOOR & WINDOW)
GLAZING TO FLOOR AREA, RAT10,M1,81
23.7%
EXEMPT DOOR AND WINDOW
ROOM UVAL CITY IN H AREA LIA
GARAGE 1,EXEMPT SWINGING DOOR (24 S.F. MAX) 0.46 1 1 1 19iq
EXEMPTWINDOW (15 S.F. MAKI 1
SUM OF AREA AND UA FOR HEATING SYSTEAs
EXTERIOR DOORS (OPAQUE)
ROOM TYPE REF U-VAL On' W H
AREA LIA
FOYER 1 1 046 1 1 1 1 3.001 &00 24.00
= N
NEP
11.04
E0.
1
1 1 1
000
0.
IDOOR
IWSEC
I
1 1
0.00
0.00
SUMOFAR-A1.UA- 24.0 11.0
AREA WEIGH
VERTICAL GLAZING
(ALL WINDOWS ARE DOUBLE GLAZED. U-FACTORS ARE DETERMINED IN ACCORDANCE WITH NFRC 100)
ROOM TYPE REF MODEL FRAME GAS LCIE E PKG UVAL SPORS OTY W H AREA LIA
MAIN FLOOR
I
I
I
1
0400
0.0
FOYER
IPICTURE
I MILGARD
8520
VINYL
AIR
IYES
suNc/flag,
0.27
1 EDGE
1 2.50
1.50
&75
1.01
DEN
IPICTURE
I MILGARD
832D
VINYL
AIR
YES
SUNC/189
0.27
EDGE
10.00
3.00
30.00
B.16
DEN
P! RE
MILGARD
832D
VINYL
AIR
YES
SUNCR89
0.27
EDGE
_1
1 g�50
3.00
7.
2.0
DEN
C E
MILGARD
85M
VINYL
AIR
IYES
SUNC/i89
0.27
EDGE
1 2.50
6.00
15.00
LF5
DEN
PICTURE
MILGARD
War
VINYL
AIR
YES
SUNC/189
aZ7
EDGE
2.50
1.50
3.75
1.01
DEN
PICTURE
MILGARD
832D
VINYL
AIR
YES
SUNIC/189
027
EDGE
_1
5.00
3.00
15.00
4JO5
DEN
PICTURE
MILGARD
832D
VINYL
AIR
YES
SUNC/189
0.27
EDGE
5.00
6.00
30.
flAo
DEN
PICTURE
MILGARD
8320
VINYL
AIR
YES
SUNCfi89
0.27
EDGE
1 5.00
1.50
7.5D
2.03
PDR
CASE
MILGARD
8520
VINYL
AIR
YES
SUNC/189
0.27
EDGE
1 1.50
4.50
6,75
I.E
DINING
PICILE
MILGARD
8320
VINYL
AIR
YES
SUNC/189
0.27
EDGE
1 1 7.001
6.001
42.00
11.341
DINING
CASE
MILGARD
8520
VINYL
AIR
YES
SUNCA89
0.27
EDGE
1 1 2.50
6.00
15.00
4*05
DINING
PICTURE
MILGARD
8320
VINYL
AIR
YES
suNctm
0.27
EDGE
1 1 5.00
6.05
30.00
&to
GREATRM
WICTURIE
MILGARD
8320
VINYL
AIR
YES
SUNCfl89
0.27
EDGE
2.50
6.00
45.00
12.15
G T M
E_
!P!CTURE
MILrARD
VINYL
AIR
YES
SUNCA89
0.27
EDGE
_L
3 2.50
1.50
11.25
3.04
,�=T RM
G.D.
MILGARD
8621
1 VINYL
AIR
IYES
SUNC/189
0.27
EDGE
1 8.00
IT00
64.00
117.21)
I
UPPER FLOOR
-
-
-
-
LALRDFY
PICTURE
MILGARD
83M
VINYL
AIR
YES
SUNC/189
0.27
EDGE
2 TOD
1.50
15.00
4.05
STAIR
PICTURE
MILGARD
832D
VINYL
AIR
YES
SUNC/189
0.27
EDGE
2.50
1.50
315
1.01
STAIR
PICTURE
MILGARD
8320
VINYL
AIR
YES
SUNCfi89
0.27
EDGE
_L
I TZ5
1.50
ila63
3*14
STAIR
PICTURE
MILGARD
8320
VINYL
AIR
YES
_SUNC489
0.27
1 EDGE
2 2.50
4.501
22.60
Soal
BONUS
SLIDER
MILGARD
8120
VINYL
ARGON
YES
SUNCfiS9
0.27
EDGE
2 5.00
4.
45.00
12.15
M BATH
CASE
MIU3ARD
8520
VINYL
AIR
YES
Nor
SUNC1189
0.27
EDGE
2 1 2.50
4.50
22.50
6JOB
M51R BR
PICTURE
MILGARD
8320
VINYL
tAIR
YES
SUNC/189
Nor"
0.27
EDGE
1 8.00
Z50
36.00
9.72
MSTR Bit
CASE
MILGARD
8520
VINYL
VINYL
IAIR
YES
SUNC489
�27
EDGE
2 2.50
50
22.50
6u)8
BEDRIM 2
SLIDER
MILGAIRD
20
I 81_1
VINYL
flNYL
A
YES
S�Ncfiffg
SU AS
0.27
EDGE
1 5.00
7. So
22.50
6.08
BEDRIM3
SUDER
MILGARD
1 8120
VINYL
ARGON
YES
SUNCID19
0.27
EDGE
1 7.50
4.50
33.75
9.11
M!2
000
000
0.00
0.00
SUMOFARE4ANDUA: 561.63
A. .. U . UAIAII.;
OVERHEAD GLAZING
ROOM TYPE REP MODEL FRAME GAS LOE LAYERS L-VAL CITY W H AREA
�AIR EL�HTILI�RD 1 191 IALUM 1A. I LS P M 422 1 0 F 11.111
,.L LGA
MU.ATH RD 1 790 IALUM JARGON lyy 1 11 4:13c 4!L.
ISKYUGHI-Imit-GARD, 1 790 JALUM JARGON IY 2N220
SUMOFAREAANDU
AREA WEIGHTED U UAIARE4:
161.64
0.1�
UA
T-1
10N
0,49
VERTICAL GLA23NG IN UNHEATED SPACES
ROOM TYPE REF MODEL FRAME GAS LO-E LAYERS UVAL SPCRS OTY W H AREA
GAR�AGFIPIC
RE
MILGARD!
8320
1VI
JARGON
SUNC4
0.00 EDGE 1 2
1.501
2z�
�EF.6-rJRE
MIDGARD
1 8320
IVINYL
ARGON
I
SUNG/
1 0.00 1 EDGE 1 1 7.0
1.
HIS
I
I 1 11
0.00
SUM OF VERTICAL GLAZING IN UNHEATED SPACES. %25
(not Included in surn of all g(aDing above)
OVERHEAD GLAZING IN UNHEATED SPACES
ROOM TYPE RBF MODEL FRAME GAS UO-E LAYERS UVAL CITY w H AREA
00
0.00
(rot hopfuded In aten of all oseling above) I I
R LEAKAGE
=nents of the building thermal envelope as listed in TABLE R402.4.1.1 shall be installed per manufacturef's
allions to Ifirlit air leakage rate to not exceed 5 air �Ihan=�'ou,,AGK
test 'I
AIR LEAKAGE CALCULATION (maximurn blower 'RK.,cat 1`-��,!,.ACTUIAIL Blower test result
maximum ACH CFMe. BLDG VOL Ile) 5ACH/WrN`rT.-'l'_.11 "T., lofm
41
if
Ing
WHOLE HOUSE T IN
op-noNi. iNTrRMffTTENT WHOLE HOUSE VENnLA-noN USING ExMbST FANS (IRC 101507,6.�)
80 MIR CFM CD 0.25 WG EXHAUST FANS FLOW RATING PER IRG TABLE M1507.3.3(l)
OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUA�OUTDOOFI INLETS.
FX_1
OPTICN2. INTERMITTEN17WHOLE HOUSE VENTLKnoN INTEGRATED WITH A FORCED -AIR SYSTEM (IRIC M1507.3.$)
PROVIDE OUTDOOR AIR AT 80 CleMPERIFROSECT1014101507.3.3
MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL
OPTION& INTERMITTENT WHOLE HOUSE VENTILATION USING A SUPPLY FAN (IRC M1507.3.6)
PROVIDE OUTDOOR AIR AT 80 CFM @ 0.40 WG PER IRIC TABLE M1507.3.3(i)
INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCUT PER IRC TABLE M1507.3.6.2
BACK -DRAFT DAMPER SELECTION:
CALIBRATED MANUAL VOLUME DAMPER
MANUAL VOLUME DAMPER
AUTOMATIC FLOvy-REGuLAnNG DEVICE
01�-,l. NTERMTTENTWHOLEHOUSEVENTLATION.SlIN.A
HEAT RECOVERY VENTILATION SYSTEM (IRC M1 507.3.7)
VENTILATION SCHEDULE
2015 IRG SECTION
M1507
SYMBOL
AT'ON
MINIMUM FAN REQUIREMENTS
4
Bath, Powder,
M1n.50cfmat0.25"WG (IRC TABLE M1507.4)
A
Laundry
rKitchen
to
Min.100cfmat0.2F'WG (IRC TABLE M1507.4)
4 B
(Rangehood or down draft exhaust fan rated at min.100 cfm
at 0.10" WIG may be used for exhaustfan requirement.)
'us
W W .1. our
hole House
Sized per "Intermittent Ventilation Flow Rate" below.
4 C
Fan
*Whole house fans located 4 ft. or less from interior grille to
haveasoneratngo 1.0 or less measured at0.1" WG
INTERMITTENT
Min. ofm = 80 a10.26' WG(IRC TABLE M1507.3.3(l))
VENTILATION FLOW
(based on 2,508 s.f. floor area & 3 bedrooms)
RATE
(daily fractional operation time = 75 %)
All fans to vent to outside. All other requirements of the 2015 WSEC and
the 2015 IRC section M1507 must be met.
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FIRAMINS, 4 FOUNDATION
FRAMING, 4 FOUNDATION
FRAMING 4 FOUNDATION
FRAMING, A FOUNDATION
FRAMING, $ FOUN12ATION
DIMENSION
DIMENSION
DIMENSION
12IMEN51ON
N OVER
DIMENSION
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2X STUDS PER PLA14
jHlEffl Y,4ft� Ml;� PLAN
4EE
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FINISH PER ELEVATION OVE
2X STUDS PER PLAN
15 LB. BUILDING PAPER
-LAN
BATT INSULATION PER PLAN
15 LB. BUILDIt 6�'ATP"ER
BATT INSULATION PER PLAN
FINISH PER ELEVATION 0 VISR
2x STUDS FER PLAN
15 L5. BUILDING PAPER OVER
SHEATHING PER PLAN
BATT INSULATION PER PLAN
15 LB. BUILDING, PAPER Om';t
SHEATHING, PER PLAN
BATT INSULATION PER PLAN
OVER SHMATHI NIS PER I
DSILL A.. LTS
OVER 5HEATf I
D5 LL A. BOLTS
15 LIS. BUIL12IN15 PAPER
OVER SHEATHING, PER PLAN
I&d NAIL 9 61, O.r'.
lbd & 4" 0.0.—
FOUNDATION I -LAN
I&cl @ (", O.C.
FOUNDATION PLAN
Z - FLASHIN& -MUD5ILL / A. BOLTS
SHEAR NALL PER E HEDULE
.0
Ibd MAIL a 6 Ir.
SHEAR AALL PER SCHEDULE
INSTALL ELVIS. PAPER BETINEEN
CONO. 4 J015T
5/4" T 46 FLYWOO SOFLOOR
I I
9/4" T.46. FLYHOOD SUSFLOOR
1:2 TRIM PER FOUNDATION PLAN
MUPSILL / A. BOLTS
MUDSILL / A. BOLTS
a DOOR, I" MAX
5LUE 6 k�ILED
a DOOR: I" MAX
GLUED 4 NAILE17
990FIONAL 4", ONr,. 5LA13 OVER
PER FOUNDATION FIL
PLYAOOD SUBFL.
PER FOUNDATION
T*16* PLY110011 5U5rL.
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OR 4" MIN
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99mil OD TO
BITUMINOUS
r5/41'T.46.
__ (SLUM, 4 NAILED
BITUMINOUS
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(SLUED 4 RAILED
PER I -LAN
BATT INSULATION PER PLAN
4" GRANULAR FILL
'(1)
DAMPPROOPIN&
or FTr--
F5ATTlIN5UL. PER PLAN
F
DAMPPROOFIN(9
TOP OF FT6.
BATT INSUL. PER PLAN
WC SLAB
4'0 SLAS
#4 BAR CONT. MAX
1,A
Toll
TO FIN. r2RADE\
TO FIN. GRADE\
I
BELopq Top or r-Np. Kq-L
\ 140
rL-7
FLP. JST5.
MR PLAN
FL
P
TFOL PER PLAN
I FME HANGER
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Ta
I
U17E.
'PLIFIL JSiS. PER PLAN
STUB OUT #4 BAR X24'
0 lb"O.C.
(1) 04 BAR CONT MAX. 6"
BISLOA TOP OF FND KALL
TOP OF
SIB OUT 94 BAR 24"
15" OL.'
I. JSTS. PER PLAN
FLANGE! HANGER
#4,BAR VERTICAL @ 16, 0.0.
17 �SAR TCA' -
WLI;,&. PAPER BTAN
57`5 z
ICAL a 15" 0.0.
#4 BAR VERT
-
#4 BAR
43 6151100
- I - -- -11-1
CONr,. 4 JOISTS
BITUMINOUS 0
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DRIZrNTl . 16
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L. a 15" O.C.
#4, Rl Z,//<
-
MIL. BLACK V.B.
C, MIL. BLACK V.5.
TOP OF M. TO
MIL BLACK V.S. cl
TOP OF ri
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4" HOOK-L.�
Moo
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BAR CONTINUOUS
Ij
(2) #4 ISAR.
(2) #4 ISAI
5" C'J-R�
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(2) #4 BAR CONT INUOUS
4" Hom
CONTINUOUS
CONITINUOL le,
4-0 FERF. FNIO. DRAIN W SCALE I.. 1._O..
4"IlI PERF. FW. DRAIN W W4,
CONT. 'IL v 1, -0
b" �4;�
4'0 PEW. FIND. DRAIN W
!lm
CONT. FILTER MM43RAM SCALB
'SOCK" AROUND PIPE
1-0
.1011
5" &ARA&E FND. NALL
RAISED 5" FND. NALL JOIST5 PAR
5) RAISED a f=Nr,>. NALL..
RA15ED 5" f=ND. NALL N/ SLAB
5 RAISED �5" FND�.��NALL N/ SLAB
FRAMING 0 FOUNDATION
FRAMING, 4 FOUNDATION' e- -
FLR. J5T5. PER PLAN
APPROACH BY OTHERS
DIMENSION
DIMEN51ON
BATT INSULATION PER PLAN
f-4" CONCA;MTE
1/21, IS.N.B. 2X STUDS PER PLAN
1/21, G.A.B. 2X STUDS PER PL.AN
5/4" T.40. PLYY400D SUBPLOOR
BUILDING, LINE BEYOND
SHEAR NALL PER 5C+E0ULr= BATT INSULATION PER PLAN
SHEAR INALL PER, Sam,, BATT INSULATION PER PLAN
GLUED 4 NAILE17
I&d NAIL a 6" O.C.
b"O.C.
450,
&ARA&E SLAB
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PER FOUNDATION PLAN—
rI&dNAIL
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I-L,
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1 K\\kl'1lr111R
lh
BATT' INSUL. PER PLAN
BATT INSUL. PER
SIDE
- ---------- - +
2 X 4 CLEAT
14�11�7`*
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r
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P. SLAB----.,
4" CON
I
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P.'T. I -05T PER I'LAN
ICKENED SLAB
OF PORCH
.- If c - ��
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L'�T
rl
@ EACH P 05T
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E31TUM NOU5 VAMPPROOFINIS j OFF LA IS HANGER
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TOP C IF FTC BLDG. PAPE T
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0
�4 1,
$ HORIZONTAL a la" O.C. - 6 MIL. BLACK V.5.
50 MIL. BLACK V.5.
1
4 HORIZONTAL 0 18 O.C,,..
4"HOO .... ..
4"HOOK
BAR CONTINUOUS
44 FERF. FND. DRAIN ri/
6
(2) #4 BAR
lz (2) #4 BAR
. . . .
4" dia. PER
CONT. FILTER MEMOR NE
51, 61-R.
_j�N.TINUOIJS
5" CLR. . CONTINUOUS
k4" k 6" k4"
--'T'lLqcTAL TF
-4"
FND. DRAIN
SCALE 1" 1'-0"
11" #42
SCALE I" - 1'-0"
S A'4L 1.
D& CONTINUOUS FOOTINry
-7 FND. NALL
5) THICKENED SLAB Q O.H. POOR
q) RA15ED a" FNP:�,,Q��.ISARAI57E
ri 0 RAISED a" FNI:;) OARA&E
GRIP 912 P MRJ NOTlEi SPACING 5ETVIEEN . INTERMEDIATE
A
VARIES
IsUARDRAIL MEMBERS TO BE SUCH THAT
RS,,., G�,j 4" PIA. SHALL NOT PASS
A SPHERE OF
1 1/411� VIA. MIN. THROUOI ANY OPENING,
HANDRAIL, CONT.
FOR FULL LENGTH HANDRA L!,5 PM
4 —2.6 STUD K'LL,
BATT INSULATION
SIDING PER PLAN
CRICKET
2 X 6 BUILT-UP CURB
Or STAIR IR C,
HOUSE ARAP
OVER FLA5HINC,
SKYLIGHT SIZE PER PLAN W
BALUSTERS TO
TO JR4, R512.12VI
FLANGE
4" MIN. CURS FLASHING AS
RECOMMENDED 13r MANUFACTURER
2077
"I" FLASHIN& PER
MANUF. 5PE05
I (2 LAYERS LAMINATED C-LA55 a
+12'-0" A.r.rJ 2 LAYERS TEMPERED
TT&5tol OR
IEGU L
4x AINDOP4 HEADER
All
1ILL'2AV"
Tlq'. -Z" MASH ING
VANPOA PER I'LAN
GLASS - 12�0" A.F.F)
2X4
a
w RIGID
4 SCHEDULE
RAFTERS OR TRUSS BEYOND
&'I IN. STAIRY4AY AIPTH
5 m
ITION
VARIES
NAILB
PER IRC R811.1.1
MM PER
t
SHIM AS NEEDED—
ELEVATIONS
Ix TRIM
SEALANT
c I 1 10" MIN.
TREAv
SEALANT
Ix TRIM, EXTENDED
TRIM PER FINISH
INSUL
OA STAIR INSTALL 1/2"
I"BEYOND KALL FINISH
ELEVATIONS
O.A.B. @ CEILINS, $ KALLS
SHIM AS NEEDED—/
u
OPTIONAL Ix4
HOUSE ARAP HOOD mm
OVER AiNVON
(5) 2XI2 STRINOER5
FLASHING FLANGE
Np INC,
INSULATION PER FL
"—FIRE
Z--
I I
WES
:
2X STUD KALL
LAN
BLOCKING 0 MID-51-AN
16416 2X4 5T
NOTE: &REATEST AND LEAST TREAD $
P41NI20N PER PLAN
4 SCHEDULE
------4
1/21, rll;lx PLYNOOD
4" 0.0 . OLD R15ER SHALL NOT VARY MORE THAN 5/5"
2xb STUD KALL'
5/e �L &Y4.
SHEATHING
(PER IRC 4 RSIL-152)
BATT I
7 I
2 LAYERS GR,-DE P
(5) 5d TOE NAIL STRINGER
,,,,,,N5ULATION
PER I'LAN
IS
5LV . PAPER MATHER
To THI;tUST BLOCK
...... (4
RESISTANT BARRIER
OR BLOCKING 0 FLOOR BELOY4 NOT TO SCALE
SCALE 1" 11-01,
CORROSION
'14)
RES15TANT (SALV)
INTERIOR STAIR
1.2) INDON HEADER
TYPICAL IN
TYPICAL AINDOIN SILL
5KYLI&HT
METAL LA114
1,15)
ROOrINry MATERIAL PER ELEVATION
OVER FELT PAPER R —5d NAILS a 4" O.C.
ROOFING MATERIAL FIER PLYHOOP OR 0.5.5.
ELEVATION OVER FELT SHEATHING NAILED
PAPER PER PLAN
ROOFING MATERIAL PER
5d NAILS o 6" O.C.
ROOFING MATER PER PLY1,400V OR 0.5.5. SHEATHING 13
iAL PER STRUCTURAL. NAILED W ed T:
ELEVATION OVER FELT
PAPER PER PLAN NAILS ap 4" O.C. 4 SUPPORTED 13
ADHERED STONE VENEER
TYPE IN"
MORTAR JOINT
TYPE "N" MORTAR—
SHEATHING FIER 5 L TRUSS PEP, P AN
NOTES
PER STRUCTURAL W
INSULATION 5AFFLE, NOTE: EXTEND 12" Ed NAILS @ 4" O.C. 4
ELEVATION OVE R. FELT
NEL EDGES
5d NAILS a 62 " O.C.,
SEATING BED
T IN 'L.1
13AT 5
DRIP EDGE FLASHING, 0
AaV. INSUL. v41 I" CLEAR AIRSPACE SUPPORTED PANEL
R I -LAN OVF
PAPER M -R
SHEATHING PIER STRUCTURAL
(5HTIS. TO BLK '&) 'I",
PER PL AN
PER I.RL. R-O5.2.55
VENTED 2x BLK'(S W (5) 2" EDGES
NOTES
)m6ff'-
TRIM/BARSr: BOA
clia. HOLES PER 24" O.C.
(E3LK'& To Touci-i Top PLATE) BATT INSUL.
2x RAFTERB
BLOCK PER TRUSS SLIF�PLIER z
- 4
26 9A SALV. CORRO51ON
PER ELEVATIONS
PER PLAN
O.H. PER PLAN IS" MAX.
PER PLAN
DRIP EDGE PLAsim r
RE515TANT AEEP
SCREED-OVERLAP BLV&. ;e
2x4 SOFFIT v41 -ON
SCREENED VENT (1'2T 1,E)
5d NAILS a 6" 0.0.
(SHT&. TO BIRD BLI"&)
BATT INSUL
RE010 PER I.Rfl.
P-105.2.5.5 >
2x4 OUT-RI&&ER AS
I -APE R-LATH TO COVER $
FLANGr=
014. PER PLAN
PR P Dr, ASHIN6
REQUIRED a 24" O.C.
PER PLAN
(5) &clj
TERMINATE ON
-LYAOOD� SHEATH (9— -
IN
12 R R.C.
(FLAT) IF OR E XCEW� lwf�
FOUNDATION KALL
ON GABLE TRU55. NAILED
R
4'MIN, (SCRED P BE
TO GRAM =LoYq
IN/ Ed NAII-5 @ 4" O.C. Yq/
TRIM/BARISE BOAR
'D
I BL
2"MIN. (SORM To PAVEMENT) MUCI-SILL
ALL EDGES BLOCKED
OVERHANG FER PLAN
PER ELEVATIONS
Y2" MIN. (VRMD TO KALKIN& SMACE)
l6d Torz-NAIL5 Q 6" O.C.
2x4 SOFFIT Yq/ CONITIN.
x RIM
CONT. METAL 55 PER PLAN
SIMPSON A95 @ 24" 0.0.
lx4 RAFTERS
WNT. PER PLAN
SCREENED VENT avy
GUTTER OVER
OVERHANG SIMPSON HI OR H25
L2x
CUMR OVER
16d TOE-NAII-5 @ W O.C.
FASCIA BOARD
c.LIP a EACH TRU55
OVM—
ELIEVATION --USE FULL HEIGHT
FINISH PER r
5IMP50N HI OR H2.5
FAWIA BOARD CLIP a EACH RAFTER
FINISH PER ELEVATION
BLOCK ONE
PERPLAN z
'4
HOUSE NRAF OVER STUDS @ GABLE END
PER PLAN
OVER 19 LB. EILDS. PAPER
RAFTER BAY 0
4D"
2x4 SOFFIT Yq COWIN
I&d
SHEATHING COVERSHEET OR RAKE AALL
2x4 SOFFIT vHql TIN. (5) I&d TOF--NAILS
OVER SHEATHING PER PLAN
O.cl.
SIMPSON A55
5C.REENED VENT (jy2" HIDE) (4) TOE -NAILS
MIR
5TRUCTURAL NOTES NOTE; IF OVERMAN&
SCREENED VENT (LL," Y41M PEP BLOCK
SHEAR KALL PER PLAN
2x STUDS BATT INSULATION EXCEEDS 12" INSTALL
SHEAR KALL PER PLAN
2x STUD5 $ BATT INSULATION
@ 161 O.C.
t SCHEDULE OR HEAVEF LL
I HAR 0 5 20A 0
PER PLAN SCHEDULE 2x& FLAT @ 24" O.C.
SLOT TOP CHORD AS
SCHEDULE OR HEADER
FINISH PER ELEVATION
PER PLAN 4 SCHEDULE
L HEIGHT
FINISH PER ELEVATION OVER HOU5F BATT INEULAIT
NOT TO SCALE
5HEAR INALL PER PLAN
REGUIRED,
OVER HOUSE Y4RAF OVER BATT INSULATION PER
SHEAR IAALL PER
:—FUL
STUDS GAME
ARAF OVER SHEATHING FER PLAN CIP14;-IMR,-�11
PLAN 4
SCHEDULE
SHEATHING PER PLAN PLAN 4 SC+EDULE
PLAN 4 SCHEDULE
@
END
0
15 ADHERED VENEER 0/ SHEATHIN&
67ABLE END DETAIL
VAULTED CEILIN6 o EAVE
�j 67ABLE END DETAIL
'24) TRU55 HEEL a FLAT OEILINCVEAVE <-
A
AD
�-IAIN FLOOR FRAKNO FLAN_
SCALE: 1/4" - 1'-0"
FLOOR FRAMIN& NOTES:
1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4
CONDITIONS PRIOR TO CON5TRUrTION.
2. ALL FLOORJOISTS TO BE 2x1O HEM -FIR #2 @ 16" ON
CENTER UNLE55 NOTED OTHERNISE (U.N.OJ
5. ALL BEAMS 6 HEADERS To BE 4xIO VF#2 U.N.O.
4. PROVIDE SOLID BLOCKIN& OVER SUPPORTS.
5. PROVIDE FIRE BLOCKING, a ALL FLUM511,16
PENETRATIONS.
6. BEARIN& KALLS ARE SHAPED.
T FLUMBIN6 AND MEC44AK[rAL FIXTURES ARE DASHED. NOTEI SEE S SH!Mr
5. ALL HOOD IN CONTACT VCTH CONCRETE TO BE PRESSURE LATERAL I"
TREATED. * ENSINES
q. SEE SHEET At FOR ADDITIONAL NOTES.
�150
W -i iC -
Ui6 ALE
STASCER JOINT5, TYR
BEAM SCHEDULE
PLAN VIEN
DESCRIPTION
DROPPED BEAM DE515NATED
ON FLOOR PLANS.
DROPPED BEAM DE516NATEI?
ON FRAMIN9 PLANS.
FLUSH AND TOP FLUSH BEAM
PC-516NATED ON FRAMINS PLANS
UPSET BEAM V1251SNATEP ON
FRAMINS PLANS.
10
COLU MN BA -Se
�R
CONO. Fx
Tc'.
ABV. PE
FRAMINO PLAN
04 IRS
l2s.
SLAB
STUB OUT #4
:T �GONCRETE OVER
BAR 24" a
4" &RANUILAR FILL
IWO/-
21-0"
101-V
T'x14" 51-REFNED,
FOUNDATION VENTS
(7) REGUIRED 17.5.
0
7, 7
5&!'xb&"xIO" rTiS. A/ #4
W' O.C. (4) MIN. LON6, *4
9, 1 C SHORT
ME Illiz =ME
2'-0"
4--o'
4'-0"
4'-0" 4'-O'__r 4--0"
41" 4'-I'� -0"
=r_4'-O" T__4'-O" 1,
T.
�_LINE
'�__'O �T.Ilml
OF BEAM
ABV. T'rFlrAL
FRAMING
PLANS, rrPICAL
16.
I
4'-0"
f f
STEP FNIV.
KALL PER
VSHEETS
STEP FND.
KALI- PER.
WSHEETS
12.5.
-LINE OF
r_OOTINr.5
TYPIOAL
J
A
5LA5 ON &RAPE
4" CONORETE 57ER _&MIL
(BLACK) V ' B. OVER
4" &RANULAR FILL,
SLOPE 4" TO VOPRS
/—LINE Or
THICKENED
SLAB
MIN. lb"x24"
CRAM SPACE
ACCESS, INSULATE
4 YeATHEI;ZSTRIP
X: = :PC :D. .� 41
24"44'X12'DEEF
C4W,. M. W 14
r-b" ams 0 a, 01C.
EACH #AY (3) MIN.
Ez = = 4 Ez = = = m = -_ = m
6
V-6- \�V�2'-O%2'-O% 4'-0.
2'-0"
cl
z
'0
32
lzr
2OU
F I'd
z .0, Z
V)
Z'
U LLI
LLJ
Z
Cie
< Z
L*
Q43-a .1
.1 14Y41
wl
A5 STUS, OUT #4
BAR 24"
O.C.
0 t4\
�CONGOVER CRAkNL
VT 4' GM�LAR FILL
Lu
SPACE 1; V
TmiL. —(f3LArr,) va %
2 IS)
AS
T 11 I'll
46"X46"X12" PIMP '7 �mu
CONC. Fw
*4 BARS EAC44
KAY .7
DAM
TROr 1/2015
20k-b"
ci DRAM B�. DATF.
96'-0" (OVERALL) JIRA 4115AB
PROECT MA AGER:
SARAH NEIGHT
5: REMSED Br. DAM
J JRA 5/21/15
u� PH
FOUNI-:;)ATI ON FLAN
SCALE: 1/4" 1'-0"
FOUNDATION NoTr=5:
'ZAL By.
1. CONTRACTOR SHALL VERIFY ALL NOTES,
7"! DIMENSIONS 4 CONDITIONS PRIOR TO z
CONSTRUCTION.
2. ALL FOOTINSS TO REST ON UNDISTURBED
A4/
SOJL. 0
5. ALL Y400P IN CONTACT AITH rONrf
BE PRESSURE TREATED. IlL.
4. SOFFiT4 INSULATE CANTILEVERED AREAS. 43
S. STEP FOUN17ATION PER 51TE CONDITIONS.
r'. 1_-00 P.S.F. ASSUMED SOIL MARINS
HEET5 PORI
.MATION
CAPACITY SHALL BE VERIFIED IN FIELD.
� T SEE SHEET At FOR ADDITIONAL NOTES.
-,.'D
DETAILS
ZUBER,
A
AS
T.a e. PLYyqOOp
SLUMP 4 NAILED.
IF -0-7 1 STAGGER JOINTS, TYP
5VA2" &L.E. 24F-V4
55 CONNECTIbN
FLR. TRUS5
H L
Nr
POINT
LOA
B. 24FV4
L-0
A.3
HDR.
NOTE: aa5 S.F.
FLOOR AREA i
NOTE:
460
S.F.
li
H � T 5IDr: OF t (
I
FLOOR
AREA
DRAFT STOP
THIS
DRAFT
51DE
STOP
or
NO'M DRAFT STOFF R
MR LRIC. R502.12 M
N&
THIS FLOOR TRUBB
I 1 11 11
DROPPED
-11,
4.250
LL
2-7310001-
-4
LO
111
'or-
(4
VA5HEV MEM5EPS:
PASH
Lit
"_ 2X6 CEILING
02
POINT
LOAD
ABV.
JOISTS @ 24" O.o.
4X12 V1112 OVER I -DR, BOT. a
DROPPED qW' A.M.F.
U)
r-ANT-L
MR. TP.USSrS
2'-0"
a
ONE E
SLOPING 6x12 Pii2IRAPTER
5LKl
PER
Lp.
2XI2,RAFTER
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MANUF.
F
2x]'2 RAFTER
L
2.-12�>
2xI2 RAFTER
11
lL[L 11 1�
11 i 2XI2 R.
I
2xI2 RAFTER
FLOOR FRAMIN& NOTES:
1. CONTRACTOR SHALL VERIFY ALL NOTES,
DIMENSIONS 6 CONDITIONS f RIOR. TO
2XI2 R.
2XI2 R. at
2A2 RAFTER
CONSTRUCTION.
2. ALL FLOOR JOISTS TO DE 15" DEEP, 2X4
Y41
A
ci
rium 02).
-12
OPEN AES FLOOR TRUSSES a 24" ON CENTER
Ae,
�V —
ILM
UNLESS NOTED OTHERIAIISE (U.N.0)
S. ALL BEAM5 4 HEADERS TO BE 4XIO PF#2 0
x
2XI2 R. It i
V
2X12 RAFTER
2X4 KALLL5 U.N.O., AT EXTERIOR AARM INIALLS,
ALL HEADERS TO BE 4XIO PF#2 W R-10
(2)&xI2 P.T..
.00 2x12 RAFTER
161D INSULATION, U.N.O.
2xI2 BARGE 130ARP�
4. PROVIDE SOLIP SLOCKINO OVER SUPPORTS.
POSTS
S. PROVIDE FIRE BLOCKING 0 ALL PLUMBING
PENETRATIONS.
2XI2 R. LED P.T.
2XI2 RAFTER
6. NINDON HEADERS 9 V-O" ABOVE FIN15HED
SUPPORT
FLOOR @ MAIN FLOOR U.N.O. AINIPPA
HEAVERS a T-O" ABOVE FINISHED FLOOR,*
T SEE PET
l2xI2 RAFTER ON SHIT AS
2XI2 RAFTER
UPPER FLOOR U.N.O.
1. SEARING KALLS ARE SHAPED.
6. PLUMBING AND MEC44ANICAL FIXTURES ARE
2x12 RAKE
DASHED.
6
-1. m INDICATES POINT LOA17 SUPPORTED BY
(2� STUDS, U.N.O.
10. ALL NOOD IN CONTACT IAIITH CONCRETE TO
5E PRESSURE TREATED.
ii. SEE SHEET Al FOR ADDITIONAL NOTES.
A
A8,
Nr--;, 'PLAN
SCALE. 1/4" = 1'-0"
-
NOTE: SEE 'S' SHEETS FOP
LATERAL INFORMATION
4 ENGINEERING DETAILS
Y
14'-0'
TTP. SILL
15
/ -N
Phi. TO
OAS
Fir,
POST PER
FRAMING
GIRADE
BIG.
s
I -LAN, TYR
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�, ,' DIRECT VENT GAS
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DESCRIPTION
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DROPPED BEAM DESIGNATED
ON FRAMING PLANS.
FLUSH AND TOP FLUSH SEAM
DESIGNATED ON FRAMING PLANS.
UPSET SEAM DESIGNATED ON
4!
TIGHT FITTING, 1-%`
THICK (MIN) SOL117
CORE SELF
CLOSING NOOP
wl� Lu
DOOR
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<
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CEILINGS $ SEA%
20--W
ADHERED
- —
— — — — — -
�b
LIGHT1,40SHT
STONE VENEER
2616 C, -M6 Pic,
NOTE:
L ANGLED
LINE OF
KALL ABV.
< POSTS
AS FRAMING _�jl
PLAN, TYP.
bx&
ANGLED
BRACE
20--b`
56'-0' (OVERALL)
A.H.
116 j15 j14
S,-O. 2'-0" 2'-0
- PAmy� 1_5`�
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FURNACE TE.
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AN 01
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0
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A
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r ABV. 4 :eI6
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5050 PlCo
Z�
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By 50E
I.—NED
TROY
1/201!
2: 5,_O"
FLOOR FLAN N017=5
DRAWN BY.
JRA
DAM
4115/1!
lw CONTRACTOR SHALL VERIFY ALL
NOTES, DIMENSIONS 4 CONDITIONS
z
Cj
PROJECT MANAGER:
TO CONSTRUCTION.
SARAH YqEIGHT
2 N,NDOA. ', POOZq A 'r N
5HO
*"r�, , : "
R,�'. By: DATE
NOTED AS NOMINAL SIZES.
5. EXTERIOR INALLS, TO BE 2X67 MOB o
JRA
PH
6/21/1!
IS" O.C. U.N.O.
4. SOFFIT DOM AREAS ARE 5HAOW.
5. INDICATES POINT LOAD SUPPORTED(�,
it- 5Y (2) 5TUD51 U.N.O.
_j
1I.ATERA BY*, DATE
MIE1 1/15/1-
--SEE SHEET Al FOR ADDITIONAL NOTES. 8
-1. Z SEE SHEET A2 FOR VENTILATION A.
ARM SCHEDULES. LATERAL JOB NUMBER;
5. PROVID STAIRIALAY ILLUMINATION PER IFZ 0117-l"To
]'�-1 A I N FLOOR FLAN
SCALE: 1/4" = '-0"
PROVIDE STAI IRKA��
N TE: SEE S' SHEETS FO
ILLUMINATION PER
LATERAL INFORMATION
8 ENGINEERING DETAIL5
ALL 5HONERHEAD 4 KIT
FAUCETS MAX I. -IS GPM.
ALL OTHER LAVATORY
FAI h
MAR 0 2019
AREA SUMMAR)'
MAIN FLOOR;
1165 S.F.
UPPER FLOOR:
1545 S.F.
TOTAL HEATED AREA:
250a S.F.
&ARA&E AREA;
5-13 B.F.
COVERrn AfRFA-
1-15 5.r.
LL
7A5
FANWI;�CLDINMILLE
PLATE a UPPER 9 la' -El %"
A.M.F. 1 -0` TRUSS HEEL
(lq'-8 AM.F)
= NAM
I
PLATE a BEV �M a W-L3 9/4"
p
A.M.F. 7 %" TRUSS HEEL
(Iq'-5 1%` AMP)
6XI2 DF02 6�0"
LONG, CANTL
2'-0" a ONE EN12
2XI2 5AReE E30ARD
NOTE: SEE 'S' SH ETS '
E Fop
LATERAL INFORMATION
I$ ENGINEERING DETAILS
ROOF FRAMIN& NOTES:
1. CONTRACTOR SHALL VERIFY ALL NOTE5j PIMS45ION5
4 CONDITIONS PRIOR TO CONSTRUCTION.
2. ALL BEAMS 4 HEADERS TO BE 4XIO VF*2 III
KALLS U.N.O., AT EXTERIOR VAARM KALLS ALL
HEADERS TO BE 4XIO D"2 VV R-10 RIGID
INSULATION, U.N.O.
5. PROVIDE vewiv BLorKmi, OVER SUPPORTS.
4. BEARING KALL5 ARE SHADED.
5. AINDOIN HEADERS a W-O" ABOVE FINISHED FLOOR,*
MAIN FLOOR u.m.o. INmDoyq HEADERS a -i,-o,, ABOVE
FINISHED FLOOR s UPPER FLOOR U.N.O.
6. ALL TRUS,15E5�
SHALL CARRY MANUFACTURERS STAMP.
SHALL BE INSTALLED 4 BRACED To
MANUFACTURERS SPECIFICATIONS *
SHALL HAVE DESIGN DETAILS 4 DRAAIN(55 ON SITE
FOR FRAMING INSPECTION.
SHALL NOT BE FIELD ALTERED YiITHOUT PRIOR
BUILDING DEPARTMENT APPROVAL OF ENGINEERS
CALCULATIONS.
. TRU55 HANGERS SHALL BE SPECIFIED BY THE
TRUSS ENGINEER.
ff INDICATES POINT LOAD SUPPORTED BY (2) STUDS,
U.N. 0'
a. INSTALL SHEAR KALL5 4/OR BLOCKING IN ROOF
STRUCTURE BEFORE INSTALLING FINISH ROOMING.
-1. SEE SHEET Al FOR ADDITIONAL NOTES.
10. SEE SHEET A2 FOR ROOF VENTILATION
CALCULATION(S).
COMPOSITION SHINGLE' , OVER
I -LATE a UPPER o Ial-5 5/4"
A.M.F. + I �O" TRU55 HEEL
(1-1�a 5/4" AMP)
/_7\
NIV
10"X-V ATTIC ROOF
JACKS (1) RESI'D a
VEN/PDR/FOYER
ROOF
LINE OF CONTINUOUS
METAL OUTTER, TYR
PLATE a DEN
o W-I" A.M.F.
/Ii %;Li
OA5 W
F24� 5.6. 4 OBSCURE
r
8940 PIC GLASS
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LAUN.
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2XI2 FA501A
I P.T. VP#2
C) Ds. W-O" LONG,
CANTL 21-0" 0
ONE END
H. TYR. a
2:12 FAVES
FTER
FTER
FTER
FTER
R.AKE
IfD:, A
ROOF FR-t-NIN& PLAN
SCALE: 1/4" = 1--0"
BEAM SCHEDULE
LA11 VIEH
P f-LAN VIEK
DESCRIPTION
PpoPPED BEAM DESIGNATED
7
ON FLOOR PLANS. � -
DROPPED BEAM DESIGNATED
ON FRAMING PLANS.
FLUSH AND TOP FLUSH BEAM'
DESIGNATED ON FRAMING PLANS.
T BEAM DESIGNATED ON
rull.-
RAMIN6 PLANS.
PLATE a UP! ER o
6x12 PM 10'-0' LON&,
4'-O'o ONE 50,
W-D 5/4" A.M.r.
TOP o 22'-0 AMP.
12
TF
1 2
2
t�[
L 6i-e 1, 14'-0"
2--a" V-6" L 14�oll
�O"
0 O.H.
-H' 'PL�TE . UPPER W-6 A.M.P.
�MONNO TRU55
SC
MONO TRUSS
y
ViHOLE HOUSE 0
FAN C Nil
T� VBL.
BEAM SLM 9 0--BEAM-11 137
ASV.
Lu
C,
AD
r-I -I IL
u _j
AIL,
c..
iz
0—
. ........
IDESIGNED BY
TROY 1/201!
DRAWN BY-. DATI
JRA 4/[L/I!
14'-
z
13 PROJECT MANAGER:
5ARAH Ve*HT
REVISED BY. DATI
JRA &/21/1!
NOTIEt SM'S'SHEIETS FOP MAR 0 '7/25/14
LATERAL INFORMATION Wil lwny, t i
O.YO,- a�;"'Lj�;j
4 ENGINEERING DETAII 5
UFFER FLOOR FLAN �—Al_ BY: DAT
r 1/1,/,
SCALE, I/W;c 1'-0" FLOOR PLAN NOTES: m �j
1. CONTRACTOR SHALL VERMY ALL N LATERAL JOB NIUMBER:
DIMENSIONS & CONDITIONS PRIOR Tr"
Y4HOLE HO'6`5E VENTILATION: CONSTRUCTION. z
VENTILATION sysTem INTEGRATED YiiTH FORCED AIR PROV Dr: 5TA I RAAY 2. P41NDOM 4 DOORS ARE SHOV4N 4 NOMD
IV
FURNACE INCLU17ES 24-HOUR TIMER LABELED 4 ILLUMINATION PER IF 5. :� �NOMINAL SIZES.
MOUNTED TO THE FURNACE. TIMER SHALL OPERATE RSOS.IT 4 RSO5.a OR Y4ALL5 TO BE 2X& STUDS a 16" Ck Ab
S-HOURS IN EVERT4-HOUR CYCLE IN ACCORDANCE — -N.O. tu
4. SOFFIT DOAN AREAS ARE SHADED. IL
V41TH M150-7.5.5 ANDTABLE M150-7.5.50.5Y`15TEM ALSO ALL 5HOMRHEAD 1, KIT SUPPORTED 13
INC,LUM5 6" ROUND PUCT, MOTORIZED DAMPER AND FAUCETS MAX 1:15 GPM. S. m INDICATES POINT LOAD
AALL FRESH AIR INTAKE HOOD ALL OTHER LAVATORY BY (2) STUDS, U.N.O.
FAIJOETS MAX 1.0 GPM 6. SEE SHEET Al FOR A17PITIONAL NOTES 7A5
I FRovii7r=Louvr=REvDooRoRamEkonNiNrorAT SHEET A2 FOR VENTILATION AND
LEAST 100 90. INCHES PER IRC, SEC. 624945 AT ALARM SCHEDULES. I FANW WO11111— 01111
PROVIDE 5TAIRAAY ILLUMINATION MR Inc. <1
LAUNDRY FOR MAKE-UP AIR.
R505.11 4 R505D
BEAM PM
I -LAN
APPLY INOOD STAIN r
PRESERVATIVE To
(,xI2 BEAMS, TYP.
CONT. METAL GUTTER
OVER 2xI2 FASCIA
BOARD, TYPICAL a
2:12 EAVES
—FLATE a PEN
LINE OF
VOYqNSF
TYP.
2xr, BARGE BOARV lx2 TRIM OVER 2XI2
4040 SKYLIGHT TYF . a 5:12 GABLE BARGE BOARD, TYP.
W/ LAM. GLASS ENDS It RAKES @ 2:12 GABLE ENDS
4`W SKYLIGHT --MAX- HEIGHT, HIGH RIDGE 4 RAKES
12 H/ LAM. GLASS EL. 51621
ELEV. 316.10 W SMOOTH
F5-12-1 LAP, SIDING
C4, TOP OF: BEAM
12
21—
TPUS5 HEEL TPU55 -- - ------ -------
HEEL -------------
- - - ----------
PLATE a PLATE o
UPPER UPPER
B M PER
N
LINE OF J _7
VOIAINSpOUIT, d)
Typ. 71
In -T
i, ELEV. 50.2.1
VASH LINE OF SU5FLOOFZ 5UBFLoOR "Ji
SUBIFLOOR SMOOTH
HARDIE ANGLED
DASH LINE OF CEILING I -LATE @ MAI�_ \FLATE @ MAIN BRACE
PA514 LINE OF STEM Y4ALL 4 PT9. PER PLAN
--- - ----- - — - — - - ---------- - ------------------------------ - ------ - - - - - - - — -------------
- - - - — - - - - - - - - -- — - ------ - -------------- - ------------------ - ------ - - - - ---- -
R10HT ELEVATION
5-1ALE: 1/4" = 1'-0"
REAR ELEVATION
5CALE, 1/4'' = I'-0`
T
ELEV. 2-115:2
MAIN FLOOR -1 -1 .1 MAIN FLOOR
ERVATIVE TO
POSTS 4 6X6
�ES, 7YP.
ADHERED
,zz:�SHIN&LES
TYPICAL
CONT. METAL GUTTER
4'4* SKYLIGHT
OVER 2x& FASO JA
F
LAM. GLASS
BOARD, TYPICAL a
—5,12 EAVES
BEAM PER,
��W
PLAN
TRU55 HEEL
g,
PLATE a UPPER
FF
EAM PER
61, SMOOTH
PLAN
ViINDovi TRIM
2
PLATE
L!L2
0 OEM
m
BEAM PM
PLAN
----�LINE
j
IL
or -
VOIAIN5POUT, M,
TYP.
Li
IN FLOOR
ELEVATION NOTE5:
1. VERIFY SHEAR AALL KAILIN(5 ilt HOLPOIAINS PER PLAN PRIOR To
FRON7
ELEVATION
INSTALLING SPINS.
2. MASONRY � NOOV FRAME CHIMNEYS ARE TO BE CONSTRUCTED MR
SCALE: 1/4" 1'-0"
R.O. CHAPTER 10.
5. CAULK ALL EXTERIORJOINTS 4 PENETRATIONS.
4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT
EXTERIOR K6LL ENVELOPE PER R1703.8
S. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.C. RqO5.2 4
R-103.2.1
6. PROVIDE AEATHER STRIPPING AT ALL EXTEERIOR 4
SARASE-INTERIOR VOOR5.
1. PROVIDE CONTINUOUS GUTTERS 4 DOIAINSPOUTS v ALL EAVES, TYP.
5. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE
FROM THE iTREET FRONTAGE. HUMBER5 To BE MIN. 4" HIGH AITH YY
ADE STROKE 4 CONTRASTING BACKGROUND.
-1. PROVIDE 57AIRKAY ILLUMINATION PER IRC R505.7 4 PBO3.0
10 . SEE COVERSHEET FOR ADDITIONAL NOTES.
LEF7 ELE\/A71 ON
5C,6LE: 1/4" = 1'-0"
o
N
.w�
Z,
Lu 3::
x
0
Zx
F3 L2
%,D 1 U)
z W
:p
T
0 6 N
z
f- P JOL
DESIGNED B DAM'
TROY 1111 Ols
DRAWMN BY: DAM-
JRA 4115/15
z
(3 PROXCT MANAGER'
tn SARAH )AIZI&HT
5: REVISED 8�. D -
JRA 5/21/15
PH 'T/25/15
�LAIERAL BY.� 1/1 DATE-.
ca MEI 5/1-71
jJ) LATERAL JOB NUMIIRZ
Ok 01_1_1.10 � I
A-1
LL
t.,� '' I AID
AR (11; �6'19
ullat Vc. =MOIIN
N�IAE .9-.El
N�IJEIE
1 0
c,0561
Ix2 TRIM OVER 2xI2
BARGE BOARD, TYP.
a 2:12 6AELE ENDS
AS
4 RAKES
-----------
T20
COMPOSITION SHINGLES OVER
FELT PAPER OVER CDX OR
0.5.5. SHEATHING PER PLAN,
STAGGER JOINTS, TYPICAL
R-4-1 INSULAT ON
TYP. a FLAT
L_A_N_ CEIL NGS.
15EAM FER F
2x6 STUDS v 16"
O.C.. W/ 9-21
INSULATION TYP.
FIN15H PER
ELEVATION OVER
HOUSE ARAP
OVER CIDX OR
O.S.B. PER
STRUCT. NOTES
BEAM PER PLAN
2'-0"
GANT'L
4" CONCRETE OVER 6 MIL.
(BLACK) VS. OVM
4" GRANULAR FILL,
SLOPE 4" TO O.H. DOORS
W/
BLOCKING PER FLR
TRY55 MANUF. 5FI
&ARA6E
&ARACPE NOTE:
INSTALL Y." 6.1AI.B. 0
KALLS 4 POSTS.
TYPE X, &J,4B.
CEILINGS 4 BEAMS.
(E4ALL SEC,710N
SCAL5 1/2" = 1�0"
TRUSS HEEL
PLATE @UPPER
PLATE a MAIN
MAIN FLOOR
LOIA� 5 . LAB
BEAM PEF
5IMP50N
[X!2 TRIM OVER 2xI2
SARI BOARD, TYP.
0 2:12 6A5LE ENDS
$ RAKES
NTR
J
El
—4:: CONCRETE C
I" �'4 GRANULAR F
COMPOSITION SHINGLES OVER
FELT PAPER OVER rZ).X. OR
O.S.B. SHEATHING PER
STRUCTURAL, STAGGER
JOINT$, TYPICAL
_14N
4949 SKYLIGHT
v4/ LAM. GLASS
Al' I I re i lx2 TRIM OVER 2xI2
t24
- ------- BARGE BOARD, TYP.
1--R-44 (k-G AS 0 2:12 GABLE ENDS
TRUSS, HEEL
WNT �WAL GVM' 4 RAKES
OVER 2xb FAWIA
NOTE.
BOARD
PLATE a UPPER I � . _,,l �AT 2; 12 ROOF
..... .....
iTcHes, APPLY ion
2x& STUDS o 16"
O'C. N1 R-21 4 NATER SHIEL12
-------- UNDr
INSULATION TYP. SRLAINT
-IN15H PER 12 RAFTERS
r �:)NU 5TAIRNELL
ELEVATION OVER
0 24" O.C.
HOUSE ARAP
OVER clD.X OR . 6 , " —7T, I
L
0.5.B. PER FEFEE, L WARD
te OF
i, INsUcATION TYP.
9TRuCT. NOTES RAIL.
OVERIa-vemp,
5UBFLOOR —2. OYN� CEILINGS
4T TRUSWS RAFTER
PLATE a MAIN
JL
Sim.
A
r NJ IL
PER— @j
ENTRY
A
FI
Kllrl N
PANEL
. T G.
T. PLYP4001,
r 2XIO HWF #2 F.J.
p . ... .. ... ' 7
...wl R-55 INSULATION
MAIN FLOOR FLOOR
4' NCAM OVER
6 MIL i ORAAL AM5
;-0R5T-"-,r i 4- &RARLAR FILL
i
i
i VB.
C-OMP051TION SHINGLES OVER
FELT PAPER OVER
CIDX OR O.SZ.
PER STRUCTURAL ' STAGGER
JOINTS, TYPICAL
R-55 INSULATION TYP
a VAULTED CEILINGS
,2xl2 RAPTERS
0 24" O.C.
H=.
AT 2; 12 ROOF
PITCHES, APPLY ICE
4 HATER SHIELD
UNDERLAYMENT
E
DEN
---
---
-------
CONT. t-ETAL
G
L 2X& STUDS a 16"
SVrTER OVER 2X12
O.C. V41 R-21
FAWIA 50AF47
LATO
1117]INSU6LATION TYFI
FINISH PER J
ELEVATION
B/WT-46-
OVER HOUSE
PLYV400P OVER
ARAP OVER
2xIO HF 02 F,.l. V41
CDX OR
-P-, 511 INSULATION
o S.B. PER
ili5I�T. NOTES
& MIL.
(BLACK) V.S.
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1\� SCALE: 1/4" 1'-0"
BUILDIN.
SCALE: 1/4" = 1'-0"
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--------
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DESIGNED
ft. DATE:
�y 1/2011
DRAM BY: DATE-
JRA
4/15/15
PROJECT AMAGM
SARAH IAeI(9HT
REMSED BY. DATE-
JRA
5/21/15
z
BY, DATE-.
�LATERAL
MI
/I
1 SIM
LATERAL OB N
ol,L,.,�MBER:
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2
AA
STRUC,'TURAL NOTES (MITCHELL EN&NEERIN&)
CODE
PE51(9N is IN ACCORDANCE AITH THE 2015 INTERNATIONAL 5UILDIN& CODE (1.5.0)
AS AMENDED BY THE LOCAL BUILDIN& PEPARTMENT.
LIVE L
ROOF ----------------- 25 PSF
FLOOR -- - --------- - - 40 par
LATERAL V41ND ------------------------ EXPOSURE B; W MP14 / 110 MPH (ULT)
SEISMIC --- - -------- - ------- 51TE CLASS D
FOUNDATIONS
EXTEND poOTINSS To FIRM UNDISTURBED SOL, ASSUMED 5EARIN55 CAPACITY OF 1500 PSF-
ALL EXTERIOR FOOTIN&S SHALL EXTEND A MINIMUM OF 1�&" BELOA ADJACENT EXTERIOR
FIN15HED (WRADE.
CAST-IN-FLAOrz CONCRETE
Pa = 2,500 PSI a 28, DAYS. MINIMUM 5-1/2 BACKE, OF CEMENT PER CUBIC, YARD OF
CONCRETE AND A MAXIMUM OF 6-5/4 GALLONS OF AATER PEP, 144# SACK OF CEMENT. NO
SPECIAL INSPECTION REWIRED. MAXIMUM SIZED ASSREOATE5 19 1-1/2 INCHES. MAXIMUM
SLUMP 15 4 INCHES. ALL PHASES OF NORK PERTAININS TO THE CONCRETE CONSTRL�--TION
SHALL CONFORM TO 5UILDIN& COVE REGUIREMENT5 FOR REINFORCED CONCRETE. ALL
REINFORCINS STEEL, DOAELS, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN
P051TION PRIOR TO FOURIN& CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL
PLATES To FOUNDATION NALLS To BE 516 INCH DIAMETER AITH I INCH MINIMUM EMBEDMENT
INTO CONCRETE AND MAXIMUM 5FACIN(5 or 2 FEET ON CENTER. MINIMUM 2 BOLTS PER SILL
PLATE PIECE. ONE BOLT TO BE PLACED V41THIN & INCHES OF EACH END OF THE SILL PLATE.
PIPPED (qALVANIzEP CONNECTORS SHALL CONFORM To ASTM STANDARD 153 AND HOT
PIPPED cALVANIZED coNNECTOR5 $HALL CONFORM To ASTM A655M CLA59 0-165.
SIMPSON PRODUCT FINISHES CORRE5PONDIN6 TO THESE REOUIREMENTS ARE ZMAX (HOT
DIPPED &ALVAINZW (6185), STAINLE59 STEEL.
fPEINF0Rjr,IN9 STEEL
ALL REINFOMCIN& STEEL SHALL BE PLACED IN CONFORMANCE Y41TH THE BUILDINS, COPE
RIS2UIREMENTS FOR REINFORCED CONCRETE AND THE MANUAL OF STANDARD PRACTICE
FOR REINFORCED CONCRETE CONSTRUCTION BY CRSI. DEFORM07 REINFORCAN& STEEL
BARS SHALL CONFORM To ASTM A-615 (9RADE 40 FOR ft AND SMALLER REINFORCEMENT
AND (SPADE 60 FOR #6 AND LA"ER. ALL REINFORCIN& BAR BENDS SHALL BE MADE
COLD AITH A MINIMUM RADIUS Or 6 BAR DIAMETERS W-l" MINIMUM). CORNER EARS (2'-0'-
BEND) SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCIFMENT. LAP ALL EARS A
MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHEIRAISE.
UNLESS NOTED OTHERAISE ON THE DRANI"S REINFORI-INS 57MEL SHALL HAVE THE
FOLLOAIN& MINIMUM COVER,
CONCRETE CAST ArAINST EART44 9 INC+ES
CONCRETE EXPOSED TO EARTH OR AEATHER:
#6 THROU&H #16 BARS 2 INCHES
#5 BAR AND SMALLER 1-1/2 INCHES
STRUICVRAL STEEL
STRUCTURAL 57EM SHALL CONFORM To ASTM A-56, fy=56,000 P51. ALL AELDINS SHALL BE
IN CONFORMANCE P41TH ASr-1 AND AWS STANDARDS AND SHALL BE FEIPPORt"IED By AAW
CERTIFIED AELDERS. STEEL TU5IN& SHALL CONFORM TO ASTM ABOO fg=50,000 PV.
97RU0M)RAl- TI
ALL LUMBER SHALL CONFORM TO ANPA (SRADIN& RULES FOR AESTERN LUMBER, LATEST
EDITION. PROVIDE CUT AA51-ERZ UNDER ALL NUTS AND BOLTS BEARINS A(5AINST MOD. ALL
NOOD IN CONTACT AITH CONCRETE SHALL BE PRESSLIRE TREATED. ALL STRUCTURAL LUMBER
SHALL BE AS NOTE17 BELON,
2X FLOOR JOISTS HEM -FIR #2 - - -------------- - -- flo 650 PSI
2X ROOF RAFTERS HEM -FIR #2 ---- - --------------- Fb 850 P91
4X BEAMS POUS-FIR,1LAI;VH #2 - - --- - ---- Fb 590 PSI
6X BEAMS DOUC,-FIPI-AF;VH #2 -------- - -- Fb 550 P51
LUMBER NOT NOTED HEM -FIR #2 ---- - --------------- r-b 850 PSI
MISCELLANEOUS HAWERS To BE SIMPSON OR APPROVED EGUAL. ALL HAN&ERS 514ALL BE
FASTENED To AOOP NITH PROPER NAILS. ALL HOLES SHALL BE RAILED. MACHINE BOLTS
To BE A -Sol. ANCHOR BOLTS INTO CONCRETE SHALL BE 5/8, INCH DIAMETER AITH I INCHES
OF EMBEDMENT INTO CONCPZM UNLESS NOTED OTHERoNISE ON THE PLANS. ALL NAIL5 SHALL
BE COMMON AIRE NAILS. NAILIN& SHALL BE IN ACCORDANCE AITH THE CURRENT 1.5-C.
SCHEDULE.
5TRUOTURAL LAMINA-TED LJ)MMR (GRA17E 2 0)
Fb = :2f,00 PSI
E = :2,000,000 F51
Fv = 2ar, PSI
FLOOR SHEATHI
SHEATHIN6 SHALL BE 5/4 INCH TONGUE 4 GROOVE, A.P.A. RATED 5141EATHINS, SPAN RATINS 46/24
V41TH LON& DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERIAIISE "L INITH
ad COMMON NAILS AT & INCHES ON CENTER AT SUPPORTED PANEL ED&E-5 4 10 INCHES
ON CENTER AT INTERMEDIATE SUPPORTS.
HAI-L e4-E-ATHINry
SHEA114ING SHALL BEWIWAFA. RATED SHEATHIN& SPANRATING24/0. PANFLENDJOINT55RALLOC-CAR
AT SUPPORTS. NAIL PANEL ED&E5 Y41TH ad NAILS AT 6 INCHES ON CENTER AND 10 INCHES
ON CENTER AT INTERMEDIATE SUPPORTS UNLE55 NOTED OTHERA15E ON THE DRAININGS.
61-U-LAMINATrED TIMBr:R
LAMINATED TIMBER SHALL BE VOUiSLAS-FIR/LARCH KILN PRYED. STRESS &FACE
COMBINATION OF 24r-V4 FOR SIMPLE SPANS AND 24F-V5 FOR CANTILEVER AND
CONTINUOUS BEAMS.
ROOF S+C-ATHIN&
5HEATHIN& SKNLL BE 5/8' A.P.A. RATED 5HEATHINS. SPAN RATINS 52/16, INSTALLED AITH LON& DIMEN51ON
ACROSS SUPPORTS PANEL END JOINTS SHALL OCCUR AT SUPPORTS. MAIL PANEL EPSE5
AITH ad NAILS AT 4 iNCHM ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE surpoRT5.
PLOOR FRAMINC,
PROVIDE FULL DEPTH BLOCKINr, FOR JOIST AT THE SUPPORTS. FLUSH BEAMS (F5) AND
HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2X&. ALL VERTICALLY LAMINATED
COLUMNS AND HEADERS SHALL BE SPIKED T06eTHER P41TH Cld RAILS SPACED AT a INCHES
ON CENTER.
MAKIN& KALL FRAMINS
ALL POOR AND AINDOA HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2X6
HEM -FIR #2 V41TH ONE CRIPPLE AND ONE STUD AT EACH END FOR OPENINSE, 4 FEET AIDE OR
LE55. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE (2) 5TUD5 SPIKE12
TOOETHER P41TH 12d NAILS AT 12 INCHES ON CENTER. PROVIDE 2 LAYERS OF BUIL121NO
PAPER 5ETMEN NOOD AND CONCRETE. AALLS SHALL HAVE A SIN&LE BOTTOM PLATE AND
A E70UBLE TOP PLATE. EN12 NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD AITH
2-Ibd RAILS. FACE NAIL DOUBLE Top PLATE AiTH lbd NAILS AT 10 INCHES ON CENTER. LAP
AND PACE MAIL PLATES AITH 2-16d NAILS AT EACH SPLICE, CORNER INTERSECTION.
5TA&SER SPLICES A MINIMUM OF 45 INCHES.
ROOF Tipus
TRUSSr5 SHALL ISE PLANT FABRICATED OF POUr.LAS-FIR/LARl-H OR HEM -FIR. TRUSS
MANUFACTURER SHALL SUBMIT SHOP PRAAIN&S AND CALCULATIONS STAMPED, 516NEP AND
DATED BY A KA5HINSTON STATE LICENSED STRUCTURAL ENSINEER. SUBMIT TRUSS DRAIAIINs,
TO ENSINEER OF RECORD AND EUILDINS DEPARTMENT FOR REVIEN AND APPROVAL PRIOR
TO FABRICATION. ROOF TRUSSES SHALL BE PES16NEP AS ATTIC TRUSSES NITHOUT
5TORA&E.
REV.
T
REV.
/---�FOIJNVATION MALLS 4 HARViNARE)
Q'/l-;z--17W = �P-w
P.T. 5xb W %" dia. x 12" ANCHOR
BOLTS @ 24" ar- W (5ALVANIZED
3"0'94" PLATE AA514ER.
MERE J51'5. ARE HUNG FROM
MLV-SILL, USE P.T. 5x RIPPED To
STEM KALL AIDTH W COUNTERSUNK
Wdlo. A2" ANCHOR BOLTS @ 24"
O.C. N/ 5"x5"vV4" PLATE KASHER
AT ORIP 0: ANCHOR BOLTS PER
DETAIL 11/52
REV.
r4')
T
SHEAR NALL SCHEDULE
NAIL SPACINS
TOPABOTTO
SHEAR ViALL
NAIL
HEM -FIR #2
DESISHATION
SIZE
EDSIES
STUDS
PLATE
I BLOCKINS REWIRED
*/T-'T.
PI-6
ad
YES
210
FI-4
ad
4"
121,
4"
YES
510
PI-S
ad
E..
121,
51,
YES
400
PI-2
ad
2.1
12..
21,
YES
525
F2-3
ad
5.
12"
5.1
YE5
600
P2-2
ad
'..
W,
YES
1050
—12"
SHEAR AALL NOTES:
1. FI- % A.P.A. RATED PLYNOOD OR. ORIENTATE12 STRAND BOARD (0.5.5) ON ONE SIDE
OF NALL.
F2- 1(6 A.P.A. RATED PLYNOOP OR ORIENTATED STRAND BOARD (0.513) ON EACH 5112E
OF NALL.
2. FOR pi-E, PI-2,1-2-5 4 F2-2 SHEAR NALLS, USE 5. STUDS AT ADJOININS PANEL EDOE5.
RA SHALL BE 5TAOGEREP.
MAILIN&
5. LE, SHALL M ad COMMON (0.151" DIAMETER).
4. AHERE PLYNOOD 15 INSTALLED ON BOTH SIDES OF AALL, PLYINOOD JOINT5 SHALL
FALL ON SEPARATE STUDS, EACH SIDE.
5. ALL PANEL WrSEE, BLOCKED NITH 2-INCH NOMINAL FRAMINS FOR Fll-b 4 PI-4 SHEAR
AALLS. ALL PANELS 13ACKED Y41TH Ox FRAMING, AT 1-1-5, PI-2, P2-5 AND P2-2 SHEAR
KALLS. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. SPACE NAILS s 10
INCHES ON CENTER AT INTERMEDIATE SUPPORTS.
6. ALL ANCHOR BOLTS SHALL BE INSTALLED AITH HOT PIPPED &ALVANIZEP PLATE
NASHERS.
'I. REFER TO FOUNDATION PLAN FOP ANCHOR BOLT SIZE, SPAOIN55 AND MUP5ULL/mM
CONNECTIONS.
LATERAL RESTRAINT HARDINARE
'*MITC.HELL EN61NEERiNI55*
SYMBOL
HOLPOAN TYPE
SIMPSON STHD14. INSTALL 1-1/2" FROM CORNERS
OR ROUC-H OPENIN&S, USE (30) lad NAILS.
SIMP50N HDU5. INSTALL PER 12ETAIL 12/52, 19)52 OR 15A/92
SIMP50N MST'12. INSTALL PER PETAIL 14/52
SIM.
DETAIL AS sHom ON ARcHiTISmiRAL cAo PLAN SHEETS
Sim.
ENSINMERIN6 DETAIL AS SHOAN ON 97RWTLRAL C59 SHEErS
- - - - -
INPICATES SHEAR NALL
5
52
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SC �IN
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DRAM Br. DATE,
JRA 4/15/1
PROJECT MANAGER:
5ARAH Ml(5HT
REMSED Br. DATE-.
JRA 6/21/15
PH
m_—
LATERAL BY. DATE:
ME1 1/1 9/111
LATERA JOB NUMBER:
011-170
51 /
52
ANW WDODINMLLE OFFICE
JOBNUMBERt
160561
NOTE: DETAIL SHOAN
ON PLAN 5HEET AS
5�FNND�." 10 �IA'&E
AALL
NOTE; DETAIL SHOIAIN
ON PLAN SHEET AS
F NN D YA, 'A' I LL LL
:05
2 1�06T51-ARNLLEL
NOTE: VETAIL 5HOAN
ON PLAN SHEET AS
e;�&' FND. AALL
1'-0" JOI�,TS FTERFENDICULAR
NOTE: DETAIL SHOAN
ON PLAN SHEET AS
THICKENED 5LA5 @ O.H. DOOR
NOTE: DETAIL 5HOVIN
ON PLAN SHEET AS
FNI:;>. INALL a HOUSE/&ARA&E
51-11LE: I" m 11-01, J015T5 PARALLEL
NOTE: DETAIL 5HOJAIN
ON PLAN SHEET A5
FND. AALL HOU5E/6ARA&E
10
4,vw L
7
`vv
HOLr;)OAN t;'ETAIL
r 7
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HOLDOAN DETAIL
A
WALE, 1" 1'-0"
T.$(9. FLYNOOD SUBFLOOR
PER PLAN, 6LUIEP 4 NAIL ED7
111" I1EEPl2x4 OPEN 111EB
!J
FLIR. TRU55E5 PEP. PLA]
So all O.C.
c:l c
3
III NAILS
BLOCK PEP. r . TRU55
PER BLOCK -LR
V I
MANUF. DES16N BLOCK
A I FOP 400# FORCE IN
THE PLANE OF THE
r
SHEAR YiALL M BLOCK
PLAN 4 SCHEDULE
OR HEADER --v/1-
LATERAL DETAIL
WALE, I"
EXTEND HEADER
-7 DOUBLE TOP PLATE
TO END Or IAIALL
F
* -
- -----------
KALL
p
OMITTED
(5) ROvL1-
ad a S"
O.C.
ad o 5,, oz. To
STUDS, PLATES,
< -
4 BLOCKIN9
----- VL—
A
5x STUDS 4
5LOCKIN6
SHEAR NALL PER
I -LAN 4 50HEDULIE
SIMPSON STHD14
HOLDOJAIN tAil (5S)
ad 5INKER5 P.T. 5xb W (2) 5/4" dia.
12" ANCHOR 5OLT5
V41 SALVANIZED
5"x5'Wv4`FLATIE
JAIA5HER
x
.A� A
REV. -
(5) #4 BARS -
VERTICAL
W 4.. HOOK
4
o FOOTINS
SLAB
4
ON
SRADE -
4
. A=
4.,
4
ad a 3" O.C. TO
EACH TOP 12L��=e
. . . . . . . .
(a) ROY4E
ad a 51,
O.C.
A
TOP PLATE
2x STUDS
FIER PLAN
5HEAP KALL PER
PLAN 4 SCHEDULE
P.T. 5x RIPPED
EXTEND HEADER
TO all K/ SIMPSON
TO END OF KALL
W, Clio. x a)v,
(5) #4 EARS
STPONS BOLT
(9 VERTICAL W 4"
acl @ 311 O.C. TO STUDS
a 12" O.C.
0-0- a PoOTIN&
PLATES, 4 BLOCKINS
w/ &ALV. 5"x55vv4'
�-HOOK
PLATE ViA5HER
5x STUDS t BLOCKING
#4 BAR5 e lo"
SHEAR 104ALL PER
SHEAR ViALL -J7�
I LAN 4 SCHEDULE
PER PLAN a
O.C. HORIZONTAL
SIMPSON STHD14
_L
SCHEDULE 'LAN
PER PLAN
HOLDOJAIN w/ (50)
acI 5INKER5
2x STUDS
PER PLAN
SHEAR PqALL PER
PLAN 4 SCHEDULE
PEP, PLAN
LATERAL DETAIL LATERAL DETAIL
P.T. 5x(o Y4/ (2) W do. x 12"
ANC,HOP BOLTS W
&ALVANIZED 5"x5"xV4"
PLATE YqASHER -LL
jj-= 9
. al -
in
4'.
AB ON
4 L &RAPE
71
.4. (5) #4 EARS
VERTI AL
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a FOOTIN&
4
< N</
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\�//\\ /�O/no/ z 0/
#4 5ARS a loll #4 BARS a loll
O.C. HORIZONTAL O.C. HORIZONTAL
L �ATI Er- R A LL R �E51 IT R"A �INN IT IF �AN E LL� L A T E- R A L R I = 5 T R A I N T f I A N E L
r = V-0-��
DOUBLE STUD & HOLDONN PL'T`Y40OD 51.15PLOOR
FER FL N, 9LUED 4 NAILED
SIMI-SON MST HOLVOIAIN PER SHEAR m
LF
PLAN N1 ALL HOLES FILLED 1. 1 =EDUILE
v41 [ad COMMON NAILS
16d C.C.
CENTERLINE
1114" L.S.L. RIM -
OR RIM PER
FLOOR TRUSS
SUPPLIER
laid TOE-NAILS-
c", O.C.
z". DEEP, 2x4
SHEAR 104ALL OPEN I^E5
SHEAR ViALL PER
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PER I -LAN 4 FLR TRUSSES
PLAN 4 SCHEDULE
50HEDULE PER' PLAN
OR HEADER
Q,
—Z;oU5LIE STUD 9 HOLDOIAIN
116" DEEP, 2x4
OPEN YeB
2
MR. TRJ)sSES
117.
PER PLAN
—
AT SIM. DETAIL ADD
A55 (9) b" O.C.
sw&4
X22
15;-/4xt,
'wj hlb
-)5" INTERIOR 5TEM YiALL HOLPONN DETAIL
SCALE: I" = 1'-0" @ 5'-ALE; I" = 1'-0"
T.46- PLYIAlOOV 5UBFLOOR
PER PLAN, SLUED $ NAILED --7
SHEAR HALL PEP,
PLAN 4 SCHEDULE
Ibd 0 (01, O.C. —
11,4" L.S.L. RIM
OR RIM PER
FLOOR TRUSS
SUPPLIER
I&cl TOE-NAIL5
a 6" 0.0.
SHEAR INALL PE
PLAN 4 SCHED1.
OR HEADER
H D 0 1 N N DE IT A 11
1�
LATERAL DETAIL
LATERAL DETAIL
I L I"'--
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T.$&. PLY161000 5U5FLOOR
MR PLAN, &LUED 4 NAILED
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12
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SHEAR NALL PER
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A,,
A,
PLAN 4 SCHEDULE
OPEN INES
FLR.TRUSSES
Z
LTP4 HORIZ
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@ 12" 0.0.
114" L.V.L.
izzz-
BLOCK
STAIR OMITTED
FOR CLARITY
SIMP50N A55
A3ra
5HEAR KALL PER
a 12" 0.0,
PLAN 4 SCHEDULE
OR HEADER
PLYHOOD INSTALLED
CAN BE ON
EITHER FACE OF THE KALL
C�r
LATERAL DETAIL LATERAL DETAIL /—,,LATERAL DETAIL
SCALE, I" = 1--o" 200 SCALE: I" = 1'-0" SCALE, I" - 1'-0"
P.T. 2xb vi/ SIMPSONv,211 dio,
x 5 YY STRON(S BOLT a 12"
O.C. v41 GALV. 5"x5"xY4"
PLATE VNIASHER (4) MIN.
(5) #4 EARS
�j VERTICAL W 4"
1 11 HOOK @ FOOTIN6
14 #4 13ARS a 10.1
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A*-7
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PLAN il: SCHEDULE OPEN JAIEB
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R PLAN
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1110,0E00a
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SHEAR KALL PER __.s
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OR HEA12ER .......
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LATERAL D
1-7 SCALE. 1'-0"
tA z
NOTE: DETAIL ........
SHOIAIN]
L= NSHEETAS JDESIG�E— DA
TROIr I/2QI5
DRAM Br. DATE:
D COLIN& a EAVE JRA 4/15/15
:21
PROJECTMA AGER:
REMSED BY. DATE:
JRA 6/21/15
PH '7425/15
NOTF: DETAIL SHOIIN
0'
'T VE S IL'f
[N�NIPLAN SHFE�T A3:1 -.11
LATERAL B1. DATE'
ME
(5ABLE END DETAIL =1 1/15/1-7
LATERAL 409 NU
WALE: I" = 1'-0" 2077 1 -ITO
z
IL
NOTE: DETAIL SHOIAIN (73
ON PLAN SHEET A5 3
2
MAN, li- 1`3 AW WOOIMLLE 0
FLAT CEILIN(5 @ EAVE JOB NUMBERI�CE
160561
-L- L I'- r
2 4: