BLD2018-1467Type: RESIDENTIAL BLDG Owner/ Business: THOMAS CHUNG
Status: ISSUED
Subtype: NEW SINGLE FAMILY
Parcel No: 00745300000500 Site Address: 719 EDMONDS WAY EDMONDS,WA 98020-5125
Applied: 11/8/2018
Subdivision: 003900, 007453 Lot:
'1ssued: 6/22/2021
Fire Sprinklers: No Lot Area: 35 Zoning: RS-6
Final:
Valuation: $312,810.76 Occupancy Type: R-3 Construction Type: VB
Expiration Date: 6/1 22
��01
Code Edition: 2015 No. Stories: 2 # of Dwelling Units: 1
Issued by: NED
Scope of Work: CHUNG NEW SINGLE FAMILY RESIDENCE LOT 3
WA State Contractor L & I #: MCLEOEL916PW City of Edmonds Business License #: 602454996-001-0001
NAME TYPE NAME
ADDRESS
PHONE
EMAIL
APPLICANT SUI H & LAI S/CHUNG STEPH
18321 3RD AVE SW, SHORELINE
(206)708-5538
THOMASCHUNG_1999@YAHOO.COM
CHUNG
WA 98177
CONTRACTOR MCLEOD ENTERPRISES LLC
8517 S 114TH ST, SEATTLE WA
98178
OWNER THOMAS CHUNG
18321 3RD AVE SW, SHORELINE
(206)708-5538
THOIMASCHUNG_1999@YAHOO.COM
WA 98177
FEE
INFORMATION
DESCRIPTION
ACCOUNT
AMOUNT
PAID
PAID DATE
RECEIPT #
2019 TRAFFIC IMPACT FEE
112.502.345.86.000.00
$6,249.14
$6,249.14
6/22/21
R13076
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
REC074750
B-MECHANICAL PERMIT FEE
001.000.322.10.000.00
$160.00
$160.00
6/22/21
R13076
B-PLUMBING PERMIT FEE
001.000.322.10.000.00
$334.00
$334.00
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
PARK IMPACT ADMIN FEE
001.000.322.10.000.00
$50.00
$50.00
6/22/21
R13076
PARK IMPACT FEE
332.100.345.85.000.00
$2,734.05
$2,734.05
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
$240.00
$240.00
6/22/21
R13076
FEE
STORMWATER GENERAL FACILITY
422.000.379.00.000.00
$799.00
$799.00
6/22/21
R13076
CHARGE SFR UNDER 5000
TRANSPORTATION IMPACT ADMIN
001.000.341.82.000.00
$50.00
$50.00
6/22/21
R13076
FEE SFR
X-TECHNOLOGY FEE
001.000.321.99.100.00
$35.00
$35.00
6/22/21
1 R13076
TOTALS: $16,067.69 $16,067.69
Printed: Tuesday, June 22, 20211:57:34 PIVI 1 of 4
CONDITION TYPE
STATUS NOTES
48 HRS NOTICE-ENGR FINAL
FOR
INFORMATION
48 Hours notice is required when requesting your FINAL engineering inspection.
DAMAGE TO FRONTAGE
FOR
Contra ctor/Owner shall be responsible for repair/replacement of all damage to utilities
nd/or frontage improvements in city right of way per city standards that is caused by or
IMPROVEMENTS
INFORMATION
:ccurs during the permitted project.
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. 425-290-1309
ENG INSPECTIONS
FOR
INFORMATION
ESC REQUIRED
FOR
INFORMATION
MAINTAIN EROSION & SEDIMENT CONTROL PER CITY STANDARDS
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
Call for all required inspections. All work shall be inspected prior to backfill.
INFORMATION
Lot Lines Staked
Lot line stakes must be in place at the time of foundaticn/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 propcsed 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 on 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 approval 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 inform2lion.
Printed: Tuesday, June 22, 2021 1:S7:34 PM 2 of 4
�4
RESIDENTIAL BLDG Permit
PERM11T NU BE
City of Edmonds tk
121 Sth Ave N, Edmonds WA 98020 BLD2018-146'7 A
www.edmondswa.gov 425.771.0220
Any request for alternate design, modification, variance or other administrative deviation
(hereinafter "variance") from adopted codes, ordinances 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 identified, requested and considered
by the appropriate city official in accordance with the appropriate provision of city code
or state law does not approve any items not to code specification.
PRV Required
Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water
shutoff.
SHY DISTANCE
FOR
Maintain a minimum of 2 ft shy distance from structure to paved surface as required per
INFORMATION
approved plans.
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
7:00am to 6:00pm on weekdays and 10:00am and 6:00pm 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.
STORM COVENANT
FOR
INFORMATION
A stormwater covenant shall be approved for recording prior to project final approval.
UNDERGROUND UTILITY
FOR
Call for locates of underground utilities prior to any excavation.
LOCATES
INFORMATION
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 42S-290-1400.
Water Service Shutoff
Pursuant to UPC 60S.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
house timer control that reads "Whole House Ventilation" (see operating instructions).
so 0"Mrsuffl,
SEQID
INSPECTION TYPE
INSPECTOR
COMPLETED RESULT c NOTES
DATE
E-3 STRM FOOTING DRAIN
E-3 STRM MGMT FACILITY
E-3 STRM TIGHTLINE
E-4 WATER SERVICE LINE
B-4 DRYWALL FASTENING
B-2 FOOTINGS
B-2 FOUNDA ION WALL
B-4 FRAMING
Printed: Tuesday, June 22, 20211:57:34 PIVI 3 of 4
B-3 GAS PIPING TEST
RESIDENTIAL BLDG Permit
City of Edmonds PERMIT NUMBER
121 5th Ave N, Edmonds WA 98020 BLD2018-1467
www.edmondswa.gov 425.771.0220
B-4 HEIGHT VERIFICATION
B-5 INSULATION ENERGY
B-3 MECH ROUGH IN
B-3 PLUMB ROUGH IN
B-3 ROOF SHEATHING
B-2 SLAB INSULATION
B-3 UNDERFLR FRAMING
A-1 BUILDING PRECON
B-1 SETBACKS
B-3 STUCCO
B-4 INTERIOR SHEAR
X-3 BUILDING FINAL"
X-2 ENGINEERING FINAL
B-7 BUILDING OTHER INSP
E-S DRIVEWAY SLOPE
A-1 TESC AND MOBILIZE
E-3 STRM CONVEYANCE
E-3 STRM PERVIOUS
SURFACES
E-3 STRM COVENANT
E-5 ENG SPECIAL INSPECTION
Printed: Tuesday, June 22, 20211:57:34 PIVI 4 of 4
Of EC)A4041
Nc. I B90
CONTRACTOR INFORMATION:
SIDE SEWER
PERMIT APPLICATION
Company Name: pet�od v Site Contact:
Company Address: � 2-P 2- 1 t�le- .5,tj Phone#: I —Mr & -.;? da-r
hla,"1641c,— 201`176
City: Zip: Email #:
"r/"
State License # -7�m nclmc� 7116 City Business License
Expiration Date:
PROPERTY INFORMATION:
Address: *72-
Owner's Name:
7-,�"
Phone #:
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 ,&t�zl DATE
Contractor or Agent
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
OCT 7 9 ME
z,Lc%�u
a-7v r)!-- L-�Dl' 1-101IX:)p
After recording return to:
City Clerk
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
Document Title(s)
Declaration of Covenant - Private Storrawater 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, range, quarter/quarier)
721 Edmonds Way - Lot 1, 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:
Permeable Pavement Ll Drywel I
21 Gravelless Chamber
Ll Rain Garden / Bioretention Cell Ll Other
Ll Infiltration Trench
WHEREAS, the City of Edmonds has allowed installation of the LID BA4P, 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: 721 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:
I 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 quallity 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, Exh%it 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 right, but not the obligation, to
enter upon the property described on Exhibit A at all reasonable times for the purpose of
inspecting the private stormwater 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 perform 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 LBD 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:
.,ey 2ew
DECLARANT(S):
(Signature) V
&Ul 111A10 �1-141AI&
(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 kjz-// //Z/A/& C111)1416
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.
SUBSCREBED AND SWORN before me this day of .20W.
jp
(S
5
(Name legibly printed or stamped)
Notary Public in and for the State of Washington.
Residing at: Zy VIVW,4� 4,0
Z/ Tox .9-09 A�� /Q
C-)
My commission expires 0 ?/0 2120 2 2.
Exhibit A
LOT 1
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 51
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, SAID POINT BEING THE POINT OF BEGINNING;
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 65019'09" EAST 74.28 FEET, -
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 THAT IS 104.82 FEET DISTANT FROM THE
POINT OF BEGINNING;
THENCE SOUTH 74000'00" WEST ALONG SAID NORTH LINE 104.82 FEET
TO THE POINT OF BEGINNING;
SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH AND
STATE OF WASHINGTON.
32-,2"
GRAVIELLES
CHAMBER
INV=288.87
72 I':EDMION DS WAY
PERM.-EARLE _wJ,
PAVME.INTI
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DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION
121 5h Avenue N, Edmonds, WA 98020
Phone 425.771.02200 Fax 425.771.0221
City of Edmonds
PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS
PR�TEV �DDRESS (Street, Suite # City State Zip)-
&0(*M&Ad S U wk 566.21-D
Parcel #: 04000
& V7 41-�
Subdivision/Lot #:
Project Valuation: $
APPLIC�NT:
2 Vo ot"
Phone:
"6_7aJ;1r;J1_
Fax:
I
Jressl'treet City, State Z*P):q
4a- 4
;3 1 d 6A J1,, qA,
-7 -7
'-Alai] Addres
-h,-) Mir
f . �Catf_ PD. C�,
PROPERTY OWN : %. 1 9
Phone-
ax*
Address (Stfeet ity Ctate Zi V
iL 1-7 7 14 A&-f_ /'.k tp)* e,�Ptj_
(7
IE-Mail Addres
tk CL (iq I ccw,
LENDING'AGENUY:
Phone:
Fax -
Address (Street, City, State, Zip):
E-Mail Address:
CONTRACTOR:*
Phone:
F;77—
Address (Street, City, State, Zip):
E-Mail Address:
*Contractor must have a valid City of Edmonds business license prior to
doing work in the City. Contact the City Clerk's Office at 425.775.2525
WA State License #/Exp. Date:
City Business License #/Exp. Date:
DETAIL THE SCOPE OF WORK:
PROPOSED NEW SQUARE FOOTAGE
FOR THIS PROJECT:
Basement: 0 -sq. ft.
_J Unf
Select Basement Type: Finished inished LJ
I` Floor: sq. ft.
Garage/Carport: JE -sq. ft.
2 Id Floor: sq. ft.
Deck/Cvrd Porch/Patio: sq. ft.
Bedrooms #__2� Full-3/4 Bath # Half -Bath #
Other: sq. ft.
Fire Sprinklers: Yes
LJ
N o [, �Cj
I Retaining Wall: Yes LJ
No
kJ
Grading: Cut cu. yds. Fill cu.yds.
I Cut/Fill in Critical Area: Yes D No
I declare under penalty ofpeijury laws that tht information I have provided on thiNformlapplication, iN true, correct and
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.
PrintName: Owner 91 Agent/OtherEJ (specify).
Signature: Date:
FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New driveTorin A2014.docx Updated: J/17/2014
Fla
OV EDAf
01
10
On
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION FORM A
1215" Avenue N, Edmonds, WA 98020
City of Edmonds
Phone 425.771.0220 It Fax 425.771.0221
Equipment Type
MECHANICAL
Appliance/Equipment Information (new and relocated)
Total #
Furnace
Gas #1 Elec #—Other:— # BTUs: <100k 4�>10,0k�_ Location(s)
Air Handler / VAV
(circle selected)
Gas # Elec # Other: # CFM: <10k >10k Location(s)
AC / Compressor
Boiler / Heat Pump
Gas #—Elec #—Other:— #_ BTUs:—<100k, 100k-500k, 500k-lMil
Roof Top Unit
HP: <3,3-15,15-30 Location(s)
(circle selected)
Hydronic Heating
Gas #—Elec #—In-Floor —Wan Radiant— Boiler BTUs: Lo6tion
Exhaust Fans (single
Bath # Kitchen # Laundry # Other: #
duct)
Fireplace
Gas # ""Elec #—Other:— # Location(s)
Dryer Duct
A0
Appliance Type
AppliancefEquipment Information (new and relocated)
Total #
AC Unit
BTUs: Location(s):
Furnace
BTUs: Location(s):__&_V#—
Water Heater
BTUs: Location(s):
Boiler
BTUs: Location(s):
Other:
BTUs: Location(s):
Fireplace/Insert
BTUs: Location(s):
Stove/Range/Oven
Dryer
Outdoor BBQ
TOTAL OUTLETS
PLUMBING FIXTUR�, COUNT
Fixture Type (new and relocated) Total # Fixture Type (new and relocated)
Total #
Water Closet (Toilet)
Pressure Reduction Valve/Pressure Regulator
Sink (ldtchen, laundry, lavatory, bar, eye wash, etc.)
Water Service Line
Tub/Sbower
*?7
Drinking Fountain
Dishwasher
Clothes Washer
Hose Bib
Backflow Prevention Device (e.g. RBPA, DCDA, AVB)
Water Heater Tankless? Yes;Ej No[]
Hydronic Heat in: Floor Wall
Floor Drain/Floor Sink
Other:
Refrigerator water Supply (for water/ice dispenser)
t
Other:
FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New drive\Fonn A2014.docx Updated: 1/17/2014
f 31'V'
BEYLER
G 0 N S Ij LTJ N G
Lakewood Office
5920 100TH St. SW Ste #25
Lakewood, WA 98499
253-984-2900
STORMWATER MEMO
FOR
CHUNG SHORT PLAT - LOT 3
719 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
November 27, 2019
RESUB
DEC 10 2019
MW, 011 Iff
MTIIIF-NT
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J�� W -0 19 - ) 4 V?
Ir
Chung Short Plat - Lot 3
1. Project Description: The proposed project will develop Lot 3 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 3. 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 drywell. 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.
i ame i - imDerVIOUS Areas
F;
1W, W&V
House 2,141 0.049
Driveway 498 0.011
Walkway 1 0 0.000
Total Impervi ous 2,639 0.061
Total PGIS 498 0.011
3. Onsite Stormwater Management
Permeable Pavement Surfaces:
The driveway and walkway will be built with either permeable concrete or pervious
pavers. The permeable pavement will have a slope greater than 3% so check dams have
been included to the design. 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 ol STRUCTURAL ENGINEERING I LAN-D SURVEYING I LAND PLANNING
PROJECT MANAGEMENT I PERMIT EXPEDITING I FEASIBILITY
2
Chung Short Plat - Lot 3
Figure 1 - WWHM2012 Permeable Pavement Information
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
Diamter (feet) = 2 * F�rea 'square feet)
JT
53.51 square feet
2 * -1 7r = 8.25 feet
Plan. Design. Manage
CIVIL, & STRUCTURAL ENGINEERING I I -AND SURVEYING I LAND PI-ANNING
PROJECT MANAGEMENT I PERMIT EXPEDITING 1 FEASIBILITY
3
Chung Short Plat - Lot 3
A catch basin with a riser will be included upstream of the chambers to provide pre-
treatment.
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
PROJECT MANAGEMENT I PERMIT EXPEDITING I FEASIBILITY
4
BEYLER
C ON S 13 LT INC,
Lakewood Office
5920 100TH C:;t. SW Ste #25
Lakewood, \NA 98499
253-984-2900
-'-.5TORMWATER MEMO
FOR
CHUNG SHORT PLAT - LOT 3
719 Edmonds Way
Edmonds,, VVA 98020
Applicant:
Thomas Chung
721 Edmonds Way
Edmonds, WA 98020
Prepared by:
COMPLIES MTH APPLICABLE
CITY STORMW
CODE
Lance Hollingsworth & Brian Lewis
Beyler Consulting
5920 100TH St. SW Ste #25
Lakewood, VVA 98499
253-984-2900
Job No. 16-089
June 25, 2019
/7
REMO
OCT 2 S 2019
BULDVG DEPARTMEN'
OfTY OF EDMONMQ
3L�Pzo i q - )
Chung Short Plat - Lot 3
1. Project Description: The proposed project will develop Lot 3 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 3. 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 wil ' I be constructed with permeable pavement. Runoff from the house will
be collected and sent to a drywell. 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.
i ame i - imoerVIOUS Areas
House
2,141
0.049
Driveway
498
0.011
Walkway
0
0.000
Total Impervious
2,639
0.061
Tot�I'OGIS
498
0.011
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 FEASIBILITY
2
Chung Short Plat - Lot 3
Figure 1 - WWHM2012 Permeable Pavement Information
Facility Name
Oudetl''- Oudet2 Outlet 3
Downstream Connecdon
Facility Type P'"Wilent
Quick Pwment
tf_Djmension,J
Facility Dimensions Oioerflow Data
Pav-rxA Length (IQ
Pam rient Bottom Wdh Ift)
Poniling; DepthAbove Pavemw (ft) 05
.Effective Total Depth (lo
Bottom slope (Rift)
EffetfimVokm Factor,
F—El- =—IF
Layers for Permeable Pavement
Payement T hickness ftj
Diameter Height
Pavement polosity (�jj.
Subkm I THckrm##tj
Underdralh.""" ro--Ajjo—��,
sw& W 1 potosity (&I)
Subk" 2 Thickness (4)
'S
Infiltration Ty —es -1-11
StorawYlAmwat Top of Pavement (ac-ftj .003
Meavxed Infitrahon Rate fk0v)
Reduction Facto (inWfactor)
Show Pavement Table 10panTat9e----.j
'Use WettedSudacaAma (sidew*1 No -Al
I I
TofalVolwie Infiltiated 1" 0.224
ToWVduwThiwohFa6*UW' 0.224
TotalVoltaie Through Riser (ac4t) a
Peicent Infbated 100
Size Pavemerd
D[ywells:
The drywell maximum depth is six feet for the simplified sizing method followed by using
the area to determine the diameter of the dirywell. The calculations for the area and
diameter are as follows:
Lot 3 Roof Area (2,140.50 squarefeet) x Sizing Factor (2.5)/100=
53.51 square feet
Diamter (feet) = 2 Ere:a :(square fee,)
IT
2 5 3.5 1 square feet = 8.25 feet
7T
Plan. Design. Manage
CIVIL & STRUCTURAL ENGINEERING I LAND SURVEYING I LAND PLANNING
PROJECT MANAGEMENT I PERMIT EXPEDITING I FEASIBILITY
3
�L
Chung Short Plat - Lot 3
A catch basin with a riser will be included upstream of the chambers to provide pre-
treatment.
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 l3MPs 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
PROJECT MANAGEMENT I PERMIT EXPEDITING 1 FEASIBILITY
51
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743m-S
SHEAR WALL SCHEDULE
Shear
Wall
Designation
Nail
Size
Nail Spacing
ALLOWABLE SHEAR
Hem -Fir #2
#/Ft
Edges
Studs
Top/Btm.
Plate
Blocking
ReqId.
PI-6
8d
611
1211
611
Yes
210
PI-4
8d
411
1211
411
Yes
310
PI-3
8d
311
1211
311
Yes
400
Pl-2
8d
211
1211
211
Yes
525
P2-3
8d
311
1211
311
Yes
800
P2-2
8d
211
1211
311
Yes
10so
Shear Wall Notes:
I . P I - 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 PI-3, PI-2, P2-3, & P2-2 shear walls use 3x studs at adjoining panel edges. Nailing shall be staggered.
3. Nails shall be 8d common. (d =.131 inch)
4. Where plywood is installed on both sides of wall plywood joints shall fall on separate studs each side.
5. All panel edges backed with 2-inch nominal framing for PI-6 & PI-4 shear wall. All panels edges backed with 3x fraining at
PI-3, PI-2, P2-3, & P2-2 shear walls. Install panels either horizontally or vertically. Space nails@ 10 inches on center@
inten-nediate 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 mudsill/rim comiections.
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, 8 5MPH/1 1 OMPH(ULT)
SEISMIC -------------- SITE CLASS D
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY
OF 150OPSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF l'-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 MAXIMUM 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
MINIM-UM EMBEDMENT INTO CONCRETE AND MAXRvfUM 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 THE 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 SST 300 (STAINLESS STEEL). FASTNERS
FOR PRESSURE TREATED AND FIRE -RETARDANT TREATED WOOD SHALL BE
ZMAX HOT DIPPED GALVANIZED (GI 85), OR STAINLESS STEEL.
RFUNFORCING 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 BAR BENDS SHALL BE MADE COLD WITH A
MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MINIMUM). CORNER BARS (2'-0"
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 3 INCHES
CONCRETE E)TOSED 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,OOOPSI.
STRUCTURAL TEVEBER:
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 ------------------ Fbr--850 PSI
2X ROOF RAFTERS
HEM-FIR#2 ------------------ Fb--850 PSI
4XBEAMS
DOUG-FIR/LARCH #2 ---- Fb=850PSI
6XBEAMS
DOUG-FIRJLARCH #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 NAILS. ALL HOLES
SHALL BE NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO
CONCRETE SHALL BE 5/8 INCH DLAMETER WITH 7 INCHES OF EMBEDMENT INTO
CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE
COMMON WIRE NAILS. NAILING SHALL BE 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
FLOOR SHEATHING:
SHEATHING SHALL BE % 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 SHEATHMG:
SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING, SPAN RATING 24/0.
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 TIMBER:
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.
ROOF SHEATHING:
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 BE SPIKED
TOGETHER WITH 16d NAILS SPACED AT 6 INCHES ON CENTER.
BEARINGWALL FRAMING:
ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE
(2) 2X8 HEM-FIRtQ 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 INCHES 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 10 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
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.
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BEAM CALC.,ULATIONS FOR
FLAN M241�5A2F-OR
TO 5E E3UIL7 IN
EDMONDS/ �NA.
FOR
THOMAS C.,HUN&
LOAD I NO
ROOF
15 F5F Dead Load
+ 25 P5F Live Load
Floor
15 PSF 1�)eod Load
+ 40 PSF Live Load
C'eiline
5 F5F Dead Load
+ 10 F5F Live Load
Deck
5 F5F Dead Load
+ 60 FSF Live Load
Interior v�oll
Exterior Nall
PEFLEG-71ON
Roof
I / 560 Live Load, I
/ 560 Total Load
Floor
I / 4,50 Live Load, I
/ 560 Total Load
NOTE: This stamp applies to the,
members and assemblies described in
these calculations only. And is valid if it
has a v,4et stomp.
B"off- 14&-7
�j LO
MAR 2019
Architects Northv�est -.105 No. 160560
ZA EDMONDS r�CRRECTICN
12/20/15
40 F5F=
55 F15F
15 F5F
65 FSF
0-7 F5F
10 p5F
5046 GISTERED
�EFR HITE
ST OF VASHINGTON
ARr—,HITEGT5 NORTHNEST, Inc..
151�15 142nd Avenue NE Suite 100
V400dinville, V�A q5O-7.2
(425) 455-4qOO FAX (425) 4b7-6555
voNvq.Architer-tsNPN.corn
Project: M2495A2F-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: L/360
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 115
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=l. 15 CI=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:
Fe - 650 psi
Fc - -L'= 650 psi
D
enise Hall
Architects Northwest
18915 - 142nd Ave NE
�',Woodinville, WA 98072
StruCalc Version 10.0. 1.4 2/14/2019 1:53:46 PM
ROOF LOADING
Side One:
Roof Live Load:
ILL
25
psf
Roof Dead Load:
DL=
15
lost
Tributary Width:
TW
I
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
WrWV1 I �Fl MJQUO I r-LJ L-r-N%2 I r10
AIMU LUA
6.75 ft from left support
Adjusted Beam Length:
Ladj =
13.5
ft
Created by combining all dead and live loads.
Beam Self Weight:
BSW
10
plf
Controlling Shear: -4712 lb
Beam Uniform Live Load:
wL=
425
plf
At support.
Beam Uniform Dead Load:
wD_adj =
273
plf
Created by combining all dead and live loads.
Total Uniform Load:
WT =
698
plf
Comparisons with required sections: Read 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: M2495A2F-OR
Location: 02. BM BETWEEN KITCHEN & FOYER
Uniformly Loaded Floor Beam
[2015 International Building Code(20115 NDS)]
3.5 IN x 11.25 IN x 5.5 FT
#2 - Doug las-Fir-La rch - Dry Use
Section Adequate By: 64.4%
Controlling Factor: Moment
DEFLECTIONS Cente
Live Load 0.02 IN L/3294
Dead Load 0.01 in
Total Load 0.03 IN L/2178
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 - Doug las-Fir-Larch
Base Values
Ad*usted
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--L'= 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: Rgcf d 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
142nd Ave NE
18915
..............
.' Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:53:49 PM
5.5 ft
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FILL
40 psf
40 psf
Floor Dead Load
FDL
15 psf
15 psf
Floor Tributary Width
FTW
2.2 ft
14 ft
Wall Load
WALL
80
plf
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: M2495A2F-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 - Doug las-Fir-Larch - Dry Use
Section Adequate By: 218.3%
Controlling Factor: Moment
DEFLECTIONS
Left
Cente
a4t
Live Load
0.01 IN 2L/7674
0.00 IN L/MAX
0.03 IN L/4881
Dead Load
0.00 in
0.00 in
0.02 in
Total Load
0.01 IN 2L/4882
0,00 IN L/9158
0.04 IN L/2914
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: U360
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 Cente 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 C/=O, 99 CF= 1. 00 Ci=O. 80
Fv = 170 psi
Fv' 156 psi
Cd= 1. 15 Ci=O. 80
E = 1300 ksi
E'= 1235 ksi
Ci=0.95
Fc - -L = 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: Read 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 96072
StruCalc Version 10.0.1.4 2/14/2019 1:53:52 PM
. .. ......... .
-2.25ft A 3.75 ft B -10.25ft-
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
Total Live Load
150 plf
150 plf
150 plf
Total Dead Load (Adjusted for Roof Pitch)
91 pif
91 plf
91 plf
Beam Self Weight
14 plf
14 plf
14 plf
Total Load
255 plf
255 Plf
255 r)lf
Project: M2495A2F-OR
Location: 04. BM OVER OUTDOOR LIVING
Multi -Loaded Multi -Span Beam
[2015 International Building Cocle(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: L/480 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
1
Camber Required
0,2
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Bending Stress: Fb = 2400
Fb—cmpr= 1850
Cd= 1. 00 Cl= 1. 00
Shear Stress: Fv = 265
Cd=1.00
Admusted
psi Controlled by:
psi Fb'= 2392 psi
psi Fv' = 265 psi
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:
Rec0
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
'4Denise Hall
Architects Northwest
18915 - 142nd Ave NE
Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:53:55 PM
UNIFORM LOADS
Center
Uniform Live Load
130 plf
Uniform Dead Load
49 plf
Beam Self Weight
17 plf
Total Uniform Load
196 plf
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 plf
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: M2495A2F-OR
Location: 05. STAIR WINDOW HEADERS
Roof Beam
[2015 International Building Code(20115 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 L1726
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 Ib
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 Cl= 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:
Fc - 650 psi
Fc - -L'= 650 psi
Denise Hall
Architects Northwest
18915 - 142nd Ave NE
Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:53:58 PM
--12.5ft
ROOF LOADING
Side One:
Roof Live Load:
ILL
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
-1-1 -1— -1. " I no M11ALJ L_UA
6.25 ft from left support
Adjusted Beam Length:
Ladj =
12.5
ft
Created by combining all dead and live loads.
Beam Self Weight:
BSW
13
plf
Controlling Shear: 5141 lb
Beam Uniform Live Load:
wL=
500
plf
At support.
Beam Uniform Dead Load:
wD_adj =
323
plf
Created by combining all dead and live loads.
Total Uniform Load:
wT =
823
plf
Comparisons with required sections: Redd 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: M2495A2F-OR
Location: 06. DEN TRANSOM HEADER (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 + 11)
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 100.2%
Controlling Factor: Moment
DEFLECTIONS
Left
Ce nte
Right
Live Load
0.01 IN 21J6122
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 U1893
Live Load Deflection Criteria: L/360
Total Load Deflection Criteria: U360
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 (11.5 F.S)
-734 Ib 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 - Doug las-Fir-La rch
Base Values Ad'usted
Bending Stress: Fb = 875 psi Fb'= 798 psi
Cd=1.15C1=0.99CF=1.00Ci=0.80
Shear Stress: Fv = 170 psi Fv' 156 psi
Cd= 1. 15 0=0, 80
Modulus of Elasticity: E = 1300 ksi E'= 1235 ksi
Ci=0.95
Comp. -L to Grain: Fc; - I = 625 psi Fc--L'= 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: Read 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
'IDenise Hall
Architects Northwest
18915 -142nd Ave NE
'Woodinville, WA 96072
StruCalc Version 10.0.1.4 2/14/2019 1:54:02 PM
. ....... . . ----- ------ . .. .. . ... ......... -------
2.25..7-1 3ft-
ft A -lift C
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 =
5
ft
5
ft
5
ft
Wall Load
WALL =
0
plf
0
plf
0
Of
Total Live Load
200 plf
200 plf
200 pif
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: M2495A2F-OR
Location: 07. DINING WINDOW HEADER
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)J
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 Cente
Live Load 0.00 IN
L/8400 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
8 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 (11.5 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
A6usted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb-cmpr= 1850 psi
Fb_cmpr'= 1836 psi
Cd=1.00 C1=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 - J-'= 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:
Read
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
Denise Hall
Architects Northwest
18915-142ndAveNE
Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:54:05 PM
Uniform Live Load
477
plf
560
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
I * 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
0.58 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: M2495A2F-OR
Location: 08. GARAGE DOOR HEADER
Uniformly Loaded Floor 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: 31.6%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.26 IN U765
Dead Load
0.16 in
Total Load
0.42 IN U474
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360
REACTIONS
A Q
Live Load
4191 lb 4607 lb
Dead Load
2582 lb 2831 lb
Total Load
6773 lb 7438 lb
Bearing Length
2.03 in 2.23 in
BEAM DATA
Center
Span Length
16.67 ft
Unbraced Length -Top
2 ft
Floor Duration Factor
1.00
CamberAdj. Factor
1
Camber Required
0.16
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' = 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: 28963 ft-lb
8.335 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -7438 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Rg(;Cd Provided
Section Modulus: 146.09 in3 232.55 in3
Area (Shear): 42.1 in2 84.56 in2
Moment of Inertia (deflection): 1458.31 in4 1918.51 in4
Moment: 28963 ft-lb 46104 ft-lb
Shear: -7438 lb 14939 lb
'7*1'�r� A Denise Hall
Architects Northwest
18915 - 142nd Ave NE
-.Woodinville, WA 9a072
StruCalc Version 10.0.1.4 2/14/2019 1:54:08 PM
_-_ ------ - - ............ .... ..... . ....... . .........
.. . . . . ...... ..............
116.67 ft -
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FILL =
40 psf
40 psf
Floor Dead Load
FDL =
15 psf
15 psf
Floor Tributary Width
FTW =
2 ft
10.3 ft
Wall Load
WALL
100
plf
BEAM LOADING
Beam Total Live Load:
wL=
490
plf
Beam Total Dead Load:
wD =
284
plf
Beam Self Weight:
BSW =
18
plf
Total Maximum Load:
wT =
792
plf
POINT LOADS - CENTER SPAN
Load Number
One
Live Load
630 lb
Dead Load
378 Ib
Location
13.83 ft
Project: M2495A2F-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: L/480 Total Load Deflection Criteria: L/360
REACTIO S
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
I
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 C1=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.
Adeusted
Controlled by:
Fb'= 2387 psi
Fv' = 265 psi
E' = 1800 ksi
Fc--L'= 650 psi
Comparisons with required sections: Re_q�d 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
� - �_71�� 'i
D
enise Hall
Architects Northwest
L_ 18915 - 142nd Ave NE
h��` `-Woodinville, WA 9&072
StruCalc Version 10.0.11A 2/14/2019 1:54:11 PM
........ ..
... . ...... . .. ......... . .. . . . .. ....... . ...... ..
A 8.33 ft
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FILL =
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
plf
Total Maximum Load:
wT =
625
plf
Project: M2495A2F-OR
Location: 10. MSTR BEDRM 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: L1360 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 1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adiusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb'= 2743 psi
Cd= 1. 15 C/=O. 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
M��Architects Northwest
18915 - 142nd Ave NE
',Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:54:14 PM
8.33 ft
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:
— 1 11 —
Ladj =
_ ---
8.33
ft
4.165 ft from left support
Beam Self Weight:
BSW
6
pit
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.
Created by combining all dead and live loads.
Total Uniform Load:
wT =
741
plf
Comparisons with required sections: Reqd 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: M2495A2F-OR
Location: 11. PANTRY DOOR HEADER
Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)]
5.5 IN x 11.5 IN x 6,0 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 146.0%
Controlling Factor: Moment
DEFLECTIONS
Cente
Live Load
0.02
IN U3926
Dead Load
0.01
in
Total Load
0.03
IN L/2806
Live Load Deflection Criteria: U480 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 Values
Adwusted
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 - -L = 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: Rgq�d 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
D
enise Hall
Architects Northwest
18915 - 142nd Ave NE
-Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:54:17 PM
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FILL =
40 psf
40 psf
Floor Dead Load
FDL =
15 psf
15 psf
Floor Tributary Width
FTW =
11 ft
33 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: M2495A2F-OR
Location: 12. MSTR BATH WINDOW HEADER
Roof Beam
[2015 International Building Code(20115 NOS)]
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
enise Hall
Architects Northwest
18915 - 142nd Ave NE
Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:54:20 PM
DEFLECTIONS Center
LOADING DIAGRAM
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
5.33
ft
B
Unbraced Length -Bottom 0 ft
Roof Pitch 3 :12
Roof Duration Factor 1.15
ROOF LOADING
MATERIAL PROPERTIES
Side One:
#2 - Doug las-Fir-Larch
Roof Live Load: LL
25 psf
Base Values
Admusted
Roof Dead Load: DL=
15 psf
Bending Stress: Fb = 900 psi
Fb'= 1238 psi
Tributary Width: TW
16 ft
Cd= 1. 15 C/= 1. 00 CF= 1. 20
Side Two:
Shear Stress: Fv = 180 psi
Fv' 207 psi
Roof Live Load: LL
25 psf
Cd=1. 15
Roof Dead Load: DL=
15 psf
Modulus of Elasticity: E = 1600 ksi
E'= 1600 ksi
Tributary Width: TW
2 ft
Comp. -L to Grain: Fc--L= 625 psi
Fc - -L'= 625 psi
Wall Load: WALL
0 plf
Controlling Moment: 2611 ft-lb
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
2.665 ft from left support
Created by combining all dead and live loads.
Adjusted Beam Length:
Ladj =
5.33 ft
Controlling Shear: -1960 lb
Beam Self Weight:
BSW
7 plf
At support.
Beam Uniform Live Load:
wL=
450 plf
Beam Uniform Dead Load:
wD_adj =
285 plf
Created by combining all dead and live loads.
Total Uniform Load:
wT =
735 plf
Comparisons with required sections: Read 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
Project: M2495A2F-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 - Douglas -Fir -Larch - 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 IN21_1798
0.04 IN U3008
Live Load Deflection Criteria: L/360
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 - Douglas -Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Comp. -L to Grain:
Base Values
Admusted
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 Ci=O. 80
E= 1300 ksi
E'= 1235 ksi
Ci=0.95
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: Reg'd 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
Denise Hall
Architects Northwest
18915 - 142nd Ave NE
`.Woodinville, WA 98072
StruCalc Version 10.0.1,4 2/14/2019 1:54:23 PM
. . . . ............. . . ................ _ .. . ..............
L ..... . ..
10.25 ft -
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
I I
Project: M2495A2F-OR
`A�Denise Hall
Location: Fl. FTG at BM 04a s Architects Northwest
Footing 18915 - 142nd Ave NE
[2015 International Building Code(2015 NDS)] -Woodinville, WA 98072
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. StruCalc Version 10.0.1.4 2/14/2019 1:54:26 PM
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
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. (ACI-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.
LOADING DIAGRAM
12 in
10 in
3 in
- 2.5 ft —
--6 in
ID in
3 in
2.6 ft
Live Load: PL 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: M2495A2F-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. O.C. / (4) min.
Reinforcement in Short Direction -center band (Equal to width of short side): #4
Bars @ 7.00 IN. O.C. 1(5) min.
Reinforcement in Short Direction -outside bands: #4 Bars @ 9.00 IN. O.C. / (1)
Each band.
Section Footing DesignAdequate
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 AND BASEPLATE SIZE
Column Type:
Concrete
Column Width:
m=
8 in
Column Depth:
n =
42 in
FOOTING CALCULATION
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1282 psf
Effective Allowable Soil Bearing Pressure:
Qe =
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./Temp. (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.
'IDenise Hall
Architects Northwest
18915 - 142nd Ave NE
"'--.Woodinville, WA 98072
StruCalc Version 10.0.1.4 2/14/2019 1:54:30 PM
LOADING DIAGRAM
- ----- 42 in
10 in
3 in
5.5 ft
8 in
10 in
3 in
k- 3 ft
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
Fc-41
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DESIGNED BY: DATE:
TRO" 1/2015
DRAWN BY: DATE:
JRA 4/15/15
PROJECT MANAGER:
SARAH �NE16HT
REVISED BY: DATE
JRA a/21/15
1�)H 7/25/la
ANW WOODINVILLE OFFICE
JOB NUMBER,
1&0560
COW, Pr&. W/ (2)
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DESIGNED BY: DATE:
CD TRO"( 1/2015
DRAWNBY: DATE:
JRA 4/15/15
z
PROJECT MANAGER:
5ARAH V06HT
REMSED BY: DATE:
Lo JRA 5/21/15
IL I�)H -7/25/15
ANW WOODIN\ALLE OFFICE
JOB NUMBER:
0� .,
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ENER(5"r C,012E
:2015 AASHINOTON STATE ENEROY C.ODF1 lEr-r� (ASEO)
TABLE R4102.1.1
INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT
CLIMATE ZONE
5 4 MARINE A
FeNesTRATON u-rAcToR
0.50
SKY-ISHT' U-FACTOR
0.50
SLAZW PENE5TRATION SHC�-
NR
OEILINS R-vALur: �
4q
noov m-,mr: AALL '" R-VALUE
21 INT
MA56 KALL R-vALurzl
21/21
FLOOR R-VALUE
so
BELON GRAM "' KNLL R-VALUE
10/15/21 INT . TB
SLABU R-VALUIE $ Off-TH
10, 2 FT.
TABLE R402.1.1 FOOTNOTES
FOR. 51: 1 FOOT = 504,15 MM, Cl - CONTINUOUS INSULATION, INT. = INTERI-WIATE IFRAmm.
A R_VALUEE, ARE MINIMUMS. u-r-AcToR5 AND sH&c, ARE MAXIMUMS. MEN INSULATION is
INSTALLED IN A CAVITY MICH 15 LESS THAN THE LABEL OR DESIGN THICKNESS, Or THE
INSULATION, THE COMPRESSED R-VALUE OF 714E INSULATION FROM APPENDIX TABLE AIOIA
SHALL NOT BE LE59 THAN THE R-VALUE SPECIFIED IN THE TABLE.
THE FENESTRATION u-r-AcToR COLUMN EXCLUDES SKYLIGHTS. THE sH&c COLUMN APPLIES To
ALL GLAZED FENESTRATION.
' "10/15/21.+T13" MEANS P-10 CONTINUOUS INSULATION ON THE EXTERIOR OF THE ImALL, OR R-15 ON
THE CONTINUOUS INSULATION ON THE INTERIOR OF THE KALL, Op. R-21 CAVITY INSULATION PLUS A
THERMAL BREAK 5ETNEEN THE SLAB AND THE BASEMENT KALL AT THE INTERIOR OF THE
BASEMENT NALL. "10/15/21.+TB" SHALL BE FERMITTED TO BE MET 941TH R-15 CAVITY INSULATION
ON THE INTERIOR OF THE BASEMENT KAU PLL15 R-5 CONTINUOUS INSULATION ON THE INTERIOR
OR EXTERIOR OF THE KALL. 15" MEANS THERMAL BREAK BETKEEN FLOOR SLAB AND
BASEMENT INALL.
P R-10 CONTINUOUS INSULATION 15 REQUIRED UNDER HEATED BLAB ON GRADE FLOORS. SEE
R4022.14.1.
THERE APE No SH&C REQUIREMENTS IN THE MARINE ZONE.
RESERVED
RESERVED
RESERVED
THE SECOND R-vALuE APFLiE5 MEN MORE THAN HALF THE INSULATION 15 ON INTERIOR OF
THE MASS KAU.
RESERVED
FOP. SINGLE RAF�i-eR- op.JoisT VAULTED CEILINGS, THE INSULATION MAY BE REDUCED TO
R-58.
RESERVED
INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING 16 INCHES ON CENTER Y41TH
HEADERS INSULATED P41TH A MINIMUM OF R-10 INSULATION.
N LOS AND SOLID TIMBER nALL5 NITH A MINIMUM AVERAGE THICKNESS OF 55 INCHES ARE
EXEMPT FROM THIS INSULATION REQUIREMENT.
I . A CERTIFICATE COMPLYING AITH 2019 MEO R4013 19 REQUIRED TO BE COMPLETED BY
THE DESIGN PROFESSIONAL OR BUILDER AND PERMANENTLY POSTED.
2. THE BUILDING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT
EXCEEDING 5 AIR CHANGES PER HOUR. TESTING SHALL BE cONDUCTED)NITH A BLO�IER
DOOR AT A PRESSURE Or 0.2 INCHES A.G.
5. EAC44 DOELLIN& UNIT 19 REQUIRED TO BE PROVIDED IN" AT LEAST ONE PR06RAMMABLE
THERMOSTAT FOR THE REGULATION OF TEMPERATURE.
4. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE 1,41TH W.0 R-9-55 USING THE MAX. DUCT
LEAKAGE RATES SPECIFIED.
S. A MINIMUM OF15% OF PERMANENTLY INSTALLED LAWS IN LIGHTING FIXTURES SHALL BE
HIOH-MIFFIOACY LAMPS.
NHOLE HOUSE VENTILATION
AHOLIE HOUSE VENTILATION SYSTEM TO BE INSTALLED FIER 2015 IRY- SECTIONS M1501.5.1
THROUGH MISO-1.5.1.
SEE 1�IHOLE HOUSE VENTILATION" ON THE SCHEDULE SHEET FOR SELECTED OPTION.
IRO TABLE M150-7.3.5(1)
CONTINUOUS MOLE-HOU5E MECHANICAL VENTILATION
SYSTEM AIRFLOIN RATE REQUIREMENTS
(AIRFLOA IN CFMI)
FLOOR AREA
NUMBER
Or BEDROOMS
(so. PT)
0-1
2-5
4-5
6-11
>It
�1500
ao
45
60
qO
ISO! � 5000
45
60
-10
105
9001 - 45W
60
-10
105
120�
4501 - 6000
-10
105
120
155
6001-1500
clo
[or,
120
155
150
Orl
120
Iss
150
65
IRZ TABLE M1501,53=
INTERMITTENT N40LE-HOUSE MISCMANICAL VENTILATION RATE FACTORS
N TIME PEROENTASE IN EACH 50%
4-HOUR SEGMENT I - I - I I .. 1 - 1 -0-
I FACTOR 1 4 1 5 1 2 1 15 Iz 1 1.0 1
A. FOR VENTILATION SYSTEM RUN TIME VALUES BETHEEN THOSE SIVEN, THE FACTORS ARE
FERMI, I TO BE DETERMINED BY INTERPOLATION.
5. EXTRAPOLATION BEYOND THE TABLE 15 PROHIBITED.
MECHANIOAL
&ENERAL
50LID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM
HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUM BURNING
APPLIANCES SHALL COMPLY P41TH THE PROV15IONS Or 1.R.C. R1006.2.
HEATIN6
EA1,H VVELLINS UNIT SHALL BE PROVIDED YqITH HEATING FACILITIES CAPABLE Or MAINTAINING
A TEMPERATURE OF 65 DEGREES FAHRENHEIT AT A HEIGHT OF V-O" ABOVE THE FLOOR AND
TY40 FEET FROM EXTERIOR KALLS IN ALL HABITABLE ROOMS VNEN THE OUTSIDE TEMPERATURE
15 AS SET FORTH IN THE 2015 A.S.E.C.
DEFINITION OF THERMAL BUILDING ENVELOPE FROM THE 2015 AASHINSTON STATE ENERGY CODE
THE BELOA-GRADE KALLS ABOVE-6RADE KALLI-5 FLOOR ROOF, AND ANY OTHER
BUILDIN& ELEMENTS THAT ENCLOSE CONDITIONED SPACE OR PROVIDES A BOUNDARY
BETPEEN CONDITIONED SPACE AND EXEMPT OR UNCONDITIONED SPACE.
1. FUEL BURNING APPLIANCES LOCATED NITHIN THE BUILDING ENVELOPE SHALL 05TAIN AIR
FROM OUTDOORS, MEETING THE PROVISIONS Or CHAPTER 24 OF THE 2015 IRJ--.
2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE
PROV15IONS Or CHAPTER 24 OF THE 2015 IRC.
5. DWTV40RK LOCATION SHALL MEET THE PROVISIONS Or CHAPTER 24 OF THE 2015 IRC.
4. COMBUSTION AIR TO MEET THE REQUIREMENTS OF I.R.C. M11101.1
ALL AARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND
INSTALLED PER CHAPTER M1502 OF THE 2015 IRC.
NO KARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A
BEDROOM, BATHROOM, CLOSET OP IN ANY ENCLOSED SPACE NITH ACCESS ONLY THROUGH 5UCH
ROOM OF SPACE, EXCEPT DIRECT VENT FURNACE, ENCL05W FURNACES, AND ELECTRIC HEATING
FURNACES.
NO KAIRM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OP, ALCOVE NITH A SPACE LESS
THAN 12" HIDER THAN THE FURNACE OR A CLEARANCE OF 5" ALONG THE 51DE5,15ACK AND TOP.
LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT
OR SIMILAR LOCATION V44ERE HEAVIER THAN AIR OA515:5 MIGHT COLLECT. APPLIANCES 50
FUELED SHALL NOT BE INSTALLED IN AN A50VE &RADE UNDER FLOOR SPACE OR EASEMENT
UKLE55 SUCH LOCATION 15 PROVIDED Y41TH AN APPROVED MEANS FOR REMOVAL OF UNBURNED
GAS.
HEATING AND COOLIN(5 APPLIANCES LOCATED IN A GARAGE AND MICH GENERATE A SLON,
SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED NITH THE
PILOTS AND BURNERS OR HEATING ELEMENTS AND 5NITCHES AT LEAST 18" ABOVE THE FLOOR
SURFACE.
FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE K4LL, FLOOR OR
CEILING SEPARATING A RENDENCE (R-5 OCCUPANCY) FROM A GARAGE, PROVIDED SUCH DUCTS
VJITHIN THE 6AIRA&E ARE CONSTRUCTED OF STEEL HAVIN6 A THICKNESS NOT LESS T14AN 0.0114"
(NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARA&E
EVERY APPLIANCE DESIGNED To BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM
COMPLYING NITH CHAPTER IS OF THE 2015 IRC.
EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 5 GAS VENT OR TYPE BA GAS VENT SHALL
BE INSTALLED IN ACCORDANCE NITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION
INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 24 OF THE 2015 IRx-
A TYPE 5 OP. BV4 GAS VENT EiHALL TERMINATE PER CHAPTER 24 OF TI-E 2015 IRC
VENT CONNF-TOR5 SHALL BE INSTALLED V4rrHlN THE SPACE OR AREA IN AHICH THE APPLIANCE
19 LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OP VENT IN SUCH A MANNER AS TO
MAINTAIN THE CLEARANCE TO COMDUST15LEE, PER SECTION M1505 Or THE 2015 IR4-
HEATlN(9 EQUIPMENT
ALL HEATING EQUIPMENT SHALL MEET T14E REQUIREMENTS or THE 2015 NATIONAL APPLIANCE
IENER�-Y CONSERVATION ACT NAECA) AND BE 90 LABELED. EQUIPMENT SHALL ALSO COMPLY
NITH SECTION M1411 OF THE 2015 IRC
DurITNORK
1. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE Or METAL AS SET FORTH BY
TABLE 1601.1.1 OF THE 2015 IRC.
2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL 15E AIRTIGHT PER
SECTION MI&OIAI OF THE 2015 IRC.
5. INSTALLATION OF DUCT5 SHALL COMPLY NITH SECTION M1601.4 OF THE 2015 pC-
4. DUCT INSULATION SHALL BE INSTALLED IN ACCORDANCEINITH SECTION M16013 OF THE 2015
IRIC1.
S. FINAL DUCT LEAKAGE AFFIDAVIT 15 TO BE PROVIDED TO THE BUILDING IN51-ECTOR PRIOR
To FINAL INSPECTION. DUCT LEAKAGE AN12 SEALING REQUIREMENTS IN 2015 N.S.E.C.
SECTION RAOS.5.2 TO BE MET.
C, DUrT5 IN5ULATAED To A MINIMUM R-5 INSULATION IN UNCONDITIONED SPACES PER NSE.C.
SECTION R4033.1
0ARFENTR"r
&ENERAL
ALL FRAMING SHALL COMPLY)NITH THE APPLICABLE SECTION(S) OF THE 201515CARC.
PRESSURE TREATED V4000 REQUIRED IN LOCAT-)NS LISTED IN IRr- R.311.1
2" MINIMUM VERTICAL CLEARANCE 5ETMEN V400D $ CONCRETE STEPS, PORCH SLABS,
PATIO SLAE35 4 OTHER SIMILAR 14ORIZONTAL SURFACES EXPOSED TO THE YEATHER.
b" MINIMUM CLEARAN,,E BEn�EEN NOOD AN12 EARTH.
5" MINIMUM CLEARANCE BETNEEN UNTREATED MUSILLS AND EARTH.
12" MINIMUM CLEARANCE BETMEN FLOOR BEAMS AND EARTH.
18" MINIMUM CLEARANCE BETNEEN FLOOR JOISTS AN17 EARTH.
LOADINO
ROOF 15 P5F DEAD LOAD + 25 P5F LIVE LOAD . 40 MF
FLOOR 15 PSF DEAD LOAD + 40 P5F LIVE LOAD - 55 MF
CEILING 5 FSF DEAD LOAD + 10 F5F LIVE LOAD . 15 PSF
DECK 5 PSF VE-D LOAP + 60 FSF LIVE LOAD = 65 PsF
INTERIOR PARTITION 1 PSF
EXTERIOR PARTITION 10 FSr
Yioov BEARiNs ON OR INSTALLED nTHiN Yi,, or mAsoNRY OR CONCRETE To BE TREATED mTH
AN APPROVED PRESERVATIVE. SOLID BLOCKIN6 Or NOT LESS THAN 2x THICKNESS SHALL BE
PROVIDED AT ENDS AND AT ALL SUPPORT OF -1015T5 AND RAFTERS. ANCHOR BOLTS TO BE
PER SHEAR KALL SCHEDULE AND FOUNDATION PLAN. T' MINIMUM EMBEDMENT. ALL METAL
FRAMING ANCHORS AND HANGERS SHOM ON PRANINSS SHALL BE STRONG TIE CONNECTORS AS
MANUFACTURED BY SIMPSON COMPANY.
PROVIDE FIREEILOCKINS IN CONCEALED SPACES OF STUD KALLS 4 PARTITIONS, INCLUDIN6
FURRED SPACES 4 PARALLEL ROM OF STUDS OP. 5TA,56ERED MIDS AS FOLL01,115;
1. VERTICALLY AT THE OEILIN6 t FLOOR LEVELS.
2 . HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET.
PROVIDE FIREBLOOKIN6 AT OTHER LOCATIONS MR 2015 IRc, R302.11
-IN5ULATION 4 MOISTURE FROTECTION
.&ENERAL
6ENERAL
PLANS COMPLY V41TH THE 2015 INTERNATIONAL RESIDENTIAL GODE.
UNLESS NOTED OTHEIRAISE, INSULATION SHALL CONFORM To THE K45HIN&TON STATE ENERGY
CODES. INSULATION BAFFLES TO MAINTAIN I" CLEAR SPACE ABOVE INSULATION. BAFFLES To
COWRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR To
EXTEND 6" ABOVE BATT INSULATION 4 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND
CONSTRJ-'TION- CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL
5ATHTU55,5HOAERS, PARTITIONS AND CORNERS. PROVIDE FACE STAPLED BATTS OP, FRICTION
ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT 15 THE CONTRACTORS RESPONSIBILITY
FIT FACED 5ATT5. PROVIDE 4 MIL (0 . 004") POLYETHYLENE VAPOR BARRIER AT KAUS OR USE
TO IDEN:TIFY ALL 1;�ISCREFANCIM TO THE ARCHITECT AT THE TIME THEY ARE NOTED.
PI/A PRIMER HITH A DRY CUP PERM RATING OF ONE (MAX). PROVIDE R-10 INSULATION UNDER
DIMEN-6 NONE, TAKE PRECEDENCE OVER SCALED DRANIN65.
ELECTRIC HATER HEATERS.
CODES:
INFILTRATION CONTROL
ALL APPLICABLE CODES AND AUTHORITIES NAVIN& JURISDICTION SHALL BE FOLLOV4ED
1. EXTERIOR JOINTS AROUND Y41NDOM AND DOOR FRAMES, OPENINGS BETAEEN NALLS AND
1. 20!5 INTERNATIONAL RESIDENTIAL CODE (iR,--) P4iTH KAsHIN&TON STATE AMENDMENTS
FOUNDATIONS, BETNEEN KALL5 AND ROOF AND IBETNEEN KALL PANELS, OPENINGS AT
0-aA) EXCEPT C+IAPTER5 11 AND 25 THROUGH 42 ARE NOT A00FTED. KNO 51-51
PENETRATIONS OF UTILITY SERVICES THROUGH KALL5, FLOORS, AND Roor, AN12 ALL
2. 2(NE, INTERNATIONAL BUILDING CODE (151-) AITH AASHIN&TON STATE AMENDMENTS (YNSA)
OTHERS SUCH OPENING. IN THE BUILDIN& ENVELOPE, INCLUDING ACCEB5 PANELS INTO
KING51-50
UNHEATED SPACES, SHALL BE SEALED, CAULKED, (SASKETED OR VJEATHER-STRIPPED To
3. 2015 INTERNATIONAL MECHANICAL CODE (IMC) Arri-I KASHIN&TON STATE AMENDMENTS
LIMIT AIR INFILTRATION.
(YOA) YiAr, 51-52
2. ALL EXTERIOR DOORS, OTHER THAN IFIRE-RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR
4. 2015 UNIFORM FLUTIBIN(s, CODE NFC) INITH KASHIN&ToN STATE AMENDMENTS, AAC 51-96.
INFILTRATION AROUND THEIR PERIMETER MEN IN A CL05ED POSITION. POORS BETPEEN
S. 2015 INTERNATIONAL FIRE CODE PqITH KA---HIN&TON STATE AMENDMENTS, K64 51-54A.
RE51DENCE AND GARAGE ARE NOT CONSIDERED "NRE-RATIED" AND MUST MEET THE ABOVE
6. 2015 KASHIN6TON STATE ENERGY CODE, PZ-51MNTIAL PROV15IONS (I?6FC). K-4 51-11R.
REQUIREMENT.
S. ALL EXTERIOR Y41NDOM SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM
BUILD:NG
THE BUILDIN6 ENVELOPE MICH SHALL BE SJ55TANTIATED BY TESTING To STANDARD A5TM
CONSTRUCTION TYPIE- V-B
E 269.70. SITE BUILT AND MILLY40RK SHOP MADE NOODENI SASH ARE EXEMPT FROM
OCCUPANCY GROUP. R-5
TESTING BLrr EHALL BE MATHeR-STRIFT cAdJILKED AND MORE TIGHTLY FITTING.
4. RBICBEGEID LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER N.S.E.C.
ALL WO:RK SUBJECT
PIPING FOR HOT NATER / STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCAJLATINC7 HOT
HATER SMVIOE 15 REQUIRED BE IN51JLATED
LOCAL JURISDICTION REQUIRES ym TO F:IELD
EINSPECTION :FOR
TO PER THE 104S.E.C. HOT KokTl-:R PIPING SHALL BE
INSULATED TO A MINIMUM OF R-9 PER A.S.E.C. R4035.5. MECHANICAL SYSTEM PIPING
-]
VNELLIN6 UNIT FIRE SPRINKLER CTIOjq 0
SHALL BE
INSULATED TO A MINIMUM 9-6 PER R405.4
SYSTEM PER IRC APPENDIX R ZNO
CODE COMPLIAMC]E
\/APOR BARRIERS / (SROUND COVERS
AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED
APPROVF-L)
RAFTER SPACES FORMED MERE CEILINGS ARE APPLIED DIRECTLY To THE UNDERSIDE Or
Fl Rl,,U,.DEPA RTM Lfll
ROOF RAFTERS, AND AT EXTERIOR KALLS. INSET STAPLED BATTS P41TH A PERM RATING LEW
THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER 19 TO THE YAARM SIDE, STAPLES SHALL
BE PLACED NOT MORE THAN 8" O.C. AND CAP. BETPEEN THE FACING AND THE FRAMNS SHALL
SITE 60SK
NOT EXCEED 1116"
6ENERAL
VAPOR RETAIRWER5 AT VIALL5 PER IRC R'102.-t
ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOA ORGANIC SURFACE SOILS. ALL
BACK i�ILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT
A GROUND COVER or b MIL (0.0069 BLACK POLYETHYLENE OR EMIVALENT SHALL BE LAID
INTERFF�RE P4rrH THE DIRECT LOAD PATH OF COLUMNiS.
OVER THE GROUND IN ALL CA.Vil- SPACES. THE GROUND COVER SHALL BE OVERLAPM-D ONE
FOOT AT EACH JOINT AND SHALL EXTEND To THE FOUNDATION NALL.
APPROVED
PLANS MUrgy 0�
`:bD
om JOB WE
CLIMATIC AND SE06RAPHIC DES16N CRITERIA
NINP DESIGN
9JBEOT TO DAMME FROM
El
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VNDER-
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NO
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So P.C.F. (RESTMAINED KALLS)
1200R5, NINDONS AND 5<�'rL16HTS
SENERAL
THE REQUIRED EGRESS DOOR MAY HAVE A MAXIMUM '1 5/4" STEP FROM TOP OF THE THRESHOLD
TO A MINIMUM 56" DEEP LANDINS ON THE EXTERIOR SIDE OF THE DOOR. OTHER EXTERIOR
DOORS MAY HAVE A MAXIMUM (2) -1 5/." STEPS TO A MIN. 36" DEEP LANDING. ALL GLAZING
SHALL MEET THE REQUIREMENTS OF THE 2019 A.S.E.C. TABLE R402.1.1 UNLESS NOTED OTHE"ISE.
ALL SKYLIGHTS AND 5KYAALLS SHALL HAVE LAMINATED GLASS MLE55 NOTED OTHER-HISE.
ALL BEDROOM EMERGENCY EGRESS AINDOV6 SHALL HAVE A MINIMUM NET CLEAR OPENING OF
5.1 SQUARE FEET. MINIMUM NET CLEAR OPERABLE Y41PTH OF 20" AND A MINIMUM NET CLEAR
OMNIN(S HEIGHT OF 24", MAXIMUM SILL HEIGHT or 44" MEASURED FROM THE FINISHED FLOOR TO
THE BOTTOM OF THE CLEAR OPENING. OPERABLE AINDOM Y41TH A BILL OF MORE THAN'12"
ABOVE FINISHED THE GRADE OR SURFACE BELON, TO BE A MINIMUM Or 24" ABOVE ADJACENT
FINISHED FLOOR.
SAFETY (9LAZINC7 I-Or-ATIONS PER 2015 IRO SECTION R506.4
R306.4.1 GLAZING IN ALL rIXM AND OPERABLE PANELS Or BANGING, SLIDING AND BI-FOLD
DOORS.
R508.4.2 GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT To A DOOR
MERE THE BOTTOM EDGE 15 LESS THAN 60 INCHES ABOVE THE FLOOR 4 THE
GLAZING 15 EITHER P41THIN 24 INCHES OF EITHER SIDE OF THE DOOR IN THE PLANE
OF THE DOOR IN A CLOSED P051TION OR ON A NALL PERPENDICULAR. TO THE
PLANE Or THE DOOR IN A CLOSED POSITION 4 AITHN 24 INCHES OF THE HINGE
SIDE Or AN IN-SAINOIN& DOOR.
RSOBAS GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE
FOLLONINS CONDITIONS:
1. THE EXPOSED AREA OF AN INDIVIDUAL PANEL 15 LARGER THAN -1 SQUARE F=i
2. THE BOTTOM EDGE OF THE GLAZING 15 LESS THAN 15" A50VE THE FLOOR;
B. THE TOP EDGE OF THE GLAZING 19 MORE THAN 56" ABOVE THE FLOOR; AND
4. ONE OR MORE AALKINO SURFACES ARE AITHIN 96" MEASURED HORIZONTALLY
AND IN A STRAIGHT LINE, Or THE GLAZING.
R505.4.4 GLAZING IN GUARDS AND RAILINGS, INCLUPIN& STRUCTURAL BALUSTER PANELS AND
NONSTRUaTURAL IN -FILL PANELS, REGARDLESS or AREA OR HEIGHT ABOVE A
KALKIN& SURFACE.
R506.4.5 GLAZING IN KA"S, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUBS,
SPAS, V�HIRPOOLS, SAUNAS, STEAM ROOM5,5ATHTUB5,5HONER5 AND INDOOR OR
OUTDOOR 5AIMMINC, FOOLS MERE THE BOTTOM EXPOSED EDGE OF THE GLAZING
IS LESS THAN 60 INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR
KALKIN& 5URrAOE.
RSODA6 GLAZING AHERE THE BOTTOM EXPOSM? EDGE OF THE GLAZING 15 LESS THAN 5r.
INCHES M14 MM) ABOVE THE PLANE OF THE ADJACENT KALKIN& SURFACE OF
5TAIRAAYS, LANDINGS BM?MEN FLIGHTS OF STAIRS AN12 RAMPS.
R06.4.-t GLAZING A0JACENT TO THE LANDING AT THE BOTTOM OF A STAIRKAY MERE THE
GLAZING 15 LESS THAN 56 INCHES ABOVE THE LANDING AND I?4rrHIN A 60"
HORIZONTAL ARC LESS THAN 160 DEGREES FROM THE BOTTOM TREAD NOSIN6
FOR EXCEPTIONS SEE lf;V� SECTION R506.4
CITY OF EDMONDS
BUILDING DEP:WRTMENT
WORK -crip
ADDRESS
OWNER
ANN17G APPROVED DATE: 1 IT kbili
BLDG. OFFICIAL: -6z;-1
PERDT91T HUMBER
. F M P . IS
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BUILDIN6 NS
!0-
51
=ATERAL - SHE I L-5-HARDWARE-C-SM-0T. NOTES
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RooFIN& MATERIAL IMIR ELEVATION
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NOTES,
(SHIT&. To BLKG)
:26 6A &ALV. CORROSION
RESISTANT MIEF
TRIM/EARSIE BOARD
PER ELEVATIONS
2x4 50FFIT Yq/ CONTIN.
did. HOLES PEP 24" 0-1,-
(5LKI& TO TOUCH Top PLATE) BATT IN5LIL.
PER PLAN
bd NAILS 0 6" O.C.
2� RAFTERS
OH. PER PLAN 15" MAX. PER PLAN
1
BLOCK PER TF 55
DRIP EvelE FLASH
PROJEa MMAGM-
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PAPER. -LATH TO 6 s
SCREENED VENT MY AIDE)
CA. PER PLAN
(5HTS. To BIRD BLK&)
DRIP EDGE FLA5HIN&
5 ATT INSUIL
2x4 OUT-RI&SER AS ER PLAN
P .1
REGUIRED 0 24" O.C.
REG'12 PER I.R.C.
RqO52bJS
REVISED BY-. DAW--
JPA 6/21/15
TERMINATE ON FLA IS
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rH -1/25/15
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ALL EDSE5 BLOCKED
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PER ELEVATIONS
Ix4
J�WtAl BY** DAM'
MEI 1/13/1'7
�MA 9 NU
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J5' MIN. (SCREW TO PZK19�WAZ
ird TOE -NAILS @ b" O.C.
lx4 2X RAFTERS
2x4 SOFFIT W CONTIN. X PIM
5CREENED VENT (V211 yqIDE)
COW. METAL TRUSS . PER PLAN
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CIONT. PE R PLAN
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CUTTER OVER OVERRANS PER FLA 91
FASCIA BOARD
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A
4
FINISH MR. ELEVATION OVER —USE FULL HEIGHT
HOUSE ARAP OVER ISTUD5 @ &ABLE END
SHEATHING coVIERSHEET OR RAKE ViALL
51MR50N HI OR H2.5
FASCIA BOARD CLIP o EACH RAFTER
PER PLAN
(5) lad oE-NAILS
FINISH PER ELEVATION- 2x EILOCKONJE
OVER 15 LE. BLDG. PAPER RAFTER BAY a
O.C.
CLIP a EACH TRU55
PER PLAN 13
2x4 SOFFIT v41 CONTIN.
_(4) X
4
emucTURAL NOTES NOTE: IF OVERHAN(5
2x4 SOFFIT vq/ CONTIN.
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PER BLOCK LU
SHEAR YiALL PER PLAN
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IL
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PER PLAN 4 5CHEVULE 2x6 FLAT @ 24" 0.0.
SHEAR YiALL PER PLAN SLOT TOP CHORD AS
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PER PLAN $ SCHEDULE
_FULL HEIGHT
FINISH PER ELEVATION OVER HOUSE
BATT INSULAT10N PER
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ANW M-N— OMC
END
I—
15 ADHERED VENEER 0/ 5HE,4
END DETAIL
VAULTED rEILIN& (9 EAVE
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-
M ORFRAMIN& NOTE5:
1. CONTRACTOR SHALL VERIFY ALL NOTE5,12IMENSIONS 4
CONDITIONS PRIOR TO CONSTRUCTION.
2. ALL FLOOR JOISTS TO BE 2XIO Hr=M-r]R #2 a 16" ON
CENTER UNLESS NOTED OTHERAISE (U.N.0)
5. ALL BEAMS 4 HEADERS To BE 4xio DF#2 U.N.O.
4. PROVIDE SOLID 5LOCKINO OVER SUPPORTS.
S. PROVIDE FIRE BLOCKIN6 @ ALL PLUMBIN6
PENETRATIONS.
6. BEARINS KA"S ARE 5HAPE12
�Fopl
7. PLUMBING, AND MECHANICAL riXTURE5 ARE DASHED.
NOTE: SEE S' SHEETS ii
LATERAL INFORMATION
5. ALL P40012 IN CONTACT P41TH CONCRETE To BE PRESSURE
4 EN&INMRIN& n�TAII
TREATED.
q. SEE SHEET Al FOR. ADDITIONAL NOTES.
WU6-i �7AEE-
STAGGERJOINTS, TYF.
BEAM50HEDULE
PLAN VIEN
DESCRIPTION
DROPPED BEAM DESI&NATED
ON FLOOR PLANS.
DROPPED BEAM DE516NATED
ON FRAMIN& PLANS.
FLUSH AND TOP FLUSH BEAM
DESI&NATED ON FRAMINS PLANS.
UPSET BEAM DEV&NATED ON
FRAMINS, PLANS.
COLUMN BASE 'l"x14" 51-REENED
101, DEEP—\
CONO. X A5V. PER
#4 B FT6. N1 (2) FRAMINC, PLAN FOUNDATION VENTS
F* EA KAY D.S. REOUIRED AS
\\F
SLA
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5TU5` W IINI-1111 1\11
OUT #4 (4) MIN. LON(9, #4
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151, O.C.
FF-2-1
STEP FNV.
KALL FER.
5'5HEETS
vs.
Z-O"
4'-0'
4'-0"
4�-c
4'-0'
4'-0" 4'-0' 4*-0"
EL.-::::: -- ::_ EL = = = W: = =
WINE OF BEAM
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TYPICAL
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(BLACK) V.B. OVER
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LINE or
THICXENW
V-Icy.2" AB
--POSTS PER
FRAMIN&
PLANS, TYPICAL AS
4'-0' 1-2--o.
.. . 2-4-
MIN , lx24"
CRAY4L SPACE
ACCESS, INSULATE
4 Y-EATHERSTRIP
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2t4�"'x24'X12"VEMEP
4 &.W#4
0ONO. FTS. W #4
BAft o 61 04.
EACH MY (9) MIN.
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W-01" 4'-0'
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21-0.. 2.-0.. 4'--0"
2
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F- �g
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—.—I
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IRA
!i/15/15
A-!
56-0" (OVERALL)
PROECT
MANAGER:
SARAH �\EISHT
REASED B�.
A
DATEt
AS
Z:
'7/25/15
FOUN:�)ATION
FLAN
DAlE'.
SCALE: 1/4" 1'-0"
FOUNDATION NOTE5:
1. CONTRACTOR SHALL VERIr
-Y ALL NOTES,
DIMENSIONS 4 CONDITIONS PRIOR TO
CONSTRUCTION.
2. ALL FOOTIN&S TO REST ON UNDISTURBED
A4
SOIL.
B. ALL Y400D IN CONTACT AITH CONCRETE TO
BE PRESSURE TREATED.
IL
4. 5OFFIT$ INSULATE CANTILEVEREP AREAS.
C,
At
5. STEP FOUNDATION PER 51TE CONDITIONS.
6. 1�500 P.S.F. A55UMED 501L 5rARINS
NOTE: SEE'S SHEETS FOR CAPAr-Ir( SHALL BE VERIFIED IN FIELD.
LATERAL INFORMATION -7. SEE SHEET Al FOR ADDITIONAL NOTES.'
s EN&INEERIN6 DETAILS ANW WOO MILE *1111
" N�-
160560
A
AD
TAG. PL'rkqOOV
SILLED $ NAILED.
W1 STAGGER JOINTS, T-(P.
r041
-LUSH
5 Ys,"xID" &J-D. 24FmV4 Ir
5 Ya"xWO.L.B. 2 4FV4
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FLOOR AREA
NOTE:
460
S.F.
THIS SIDE or I(
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I
FLOOR AREA
DRAFT STOP
STOPPING
TH15 SIDE OF
D 5T
NOTE: DRAFT
PER I.R.C. R502.12 ALONG
TH15
FLOOR
TRUSS
FLOOR
TRUSSES
o 16"
OC.
1
4
Pol 5T
,7
LL
4XIN
2
PRORPED.
4250*LL—
DASHED MEMBERS:
2x& COLIN&
POINT
LOAD
A5V.
JOISTS a 24" O.C.
4xI2 1:�F#2 OVER PVR, BOT. a
-I'-I" A.M.r.
rL.R. TRUSSES
CANT'L
2'-0"
a ONE END
11 ILI III
SLOPINsiXi2_ DF#2 RAFTER
BLK'(
PER
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2XI:2 RA
TmmRu
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2X12 RAFTER.
05
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2XI2 RAFTER
2XI2 R.
FLOOR
FRAMIN& NOTE5:
2x12 R.
2x12 FtAFTER
2XI2 RAFTER
d?
a
. <
1.
CONTRACTOR SHALL VERIF'T' ALL NOTES,
4 CONDITIONS PRIOR TO
2X12 Ft.
mX
IS 2X12 RAFTER
2.
DIMENSIONS
CONSTRUCTION .
ALL FLOOR JOISTS To BE 15" DEEP, 2X4
r -19--1
12
OPEN AE5 FLOOR TRUSSES a 2W,ON CENTER
UNLE55 NOTED OTHERAISE (U.N.0),
AD
I:Lic 2X12 R.
x
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5.
ALL BEAMS 4 HEADERS TO 5E 4XIO DF#2 0
2X4 HALLS U.N.O., AT EXTERIOR AAAM KALLS,
ALL HEADERS TO BE 4XIO VF#2 YV R-10
0
�(Wlxlr2
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4 Q F 2xI2 RAFTER
RIGID INSULATION, U.N.O.
2xI2 BARGE BOARV�
T�
4.
S.
PROVIDE SOLID BLOCKINS, OVER SUPPORTS.
PROV Ve MIRE BLOcKIN6 0 ALL PLUI-MINS�
2XI2 R\Z__4k_ANSLEp
p.T. 2xI2 RAFTER
b.
PENETRATIONS.
VAINDON HEAVERS o a�O` ABOVE FINISHED
"651 PFORT
- OOR @ MAIN FLOOR U.N.O. ININDOA
PL
12X12 RAFTER
POONS.T.71AE.1 Per
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UPPER FLOOR U.N.O.
T
BEARING KAI-LS ARE SHADED.
2xI2 RAK�E
a.
PLUMBING AND MECHANICAL FIXTURES ARE
DASHED.
-1.
m INDICATES POINT LOAD SUPPORTED BY
(2) STUDS, U.N.O.
10.
ALL ?qOOP IN CONTACT V41TH CONCRETE TO
BE PRESSURE TREATED.
A
11.
SEE SHEET Al FOR ADDITIONAL NOTES.
AS
UFFER
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FLOOR FRA�-11NO,'FLAN-
NOTE: SEE'S'SHEE FO
T5 R
LATERAL INFORMATIO
),I
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2xb FULL HEIGHT
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FRAMED AALL,
— STUDS 0 121, O.C.
PLATE a PPR
a W-I" A.M.F.
POST PER
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PLAN,TYP.
F.P. FLUE
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�ARA&E NOTE:
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a GARAGE
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4
2
11
KALL A5V.
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6X12 P.T. Dr*2
6.-0., LONG,
cANTIL 2*-0" a
ONE Ew
BEAM 5(:,HEPULE
PLAN VIEV4
DESCRIPTION
DROPPED BEAM DESIGNATED
ON FLOOR PLANS.
DROPPED BEAM DESIGNATED
ON FRAMING PLANS.
FLUSH AND TOP FLUSH BEAM
DESIGNATED ON FRAMING PLANS.
UPSET BEAM Dm&NATEr, ON
I" V BALLOON PRAPIEP KALL i,
101-01, A -2'-&" lu T
I L21-c -0
VAULTED A
Fo .12"
L
OAS
16pap OA4.' VENEER HARDAOOv LL
GARAGE I t � I ------ OLNS o FOR
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NOTE: V. To mp
L — — — — — i P a :265 r H.S. �s
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LOIAI
4 .1 DAM:
BRACE TRor 1/20
101-01 DRAWN BY-. DATE-.
10 S OOR PLAN NOTE5: 0 1 ri,
YY - JR"A 4/15/11
1. CONTRACTOR SHALL VERIFY ALL z
204";;,� DIMENSIONS 4 CONDITIONS 13 PROJECT MANAGER:
NSTRUCTION. H Y4EICHT
PRIOR TO 00
-.56'-0" (oVERA1.Q HINPOIAIS 4 VOOR5 ARE SHOY4N REMS 8�. DATE-.
NOTED AS NOMINAL SIZES. RA 5/21/15
EXTER, R L5 TO M 2X& STUDS a H 'TZ25/15
11 0.6.01=L
SOFFIT POVAN AprA5 ARE GmAvrp.
S�, I
N NDICATE5 POINT LOAD SUPPORTED
5r (2) STUDS, U.N.O. -1
b. SEE SHEET Al FOR ADDITIONAL NOTES. I-ATERAL BY., DATE:
1. SEE SHEETA2 FOR VENTILATION AND MIEI 1/15/7
NOTE: 5EE'VSHFE 'Oft AL
LATERAL INFORMATION 6. PROVIDE STAIRKAY ILLUMINATION PER IRC 3
14 ENGINEERING DETA" PsoWl 4 Rsoae,
ARM SCHEDULES. LATERAL JOS NU. ER:
MAIN FLO07'R F AN
SCALE: 1/4" = 1'-0" .1� i
PROVIDE STAIR& y
ILLUMINATION P ry,.0
IALL SHOIAIERHEAD 4 KIT
FAUCETS MAX 115 GPM.
ALL OTHER LAVATOR'T'
PA Ur
3
AREA 5UMMARr
MAIN FLOOR�
IIC,5 S.F.
UPPER FLOOR.
IE345 S-F.
TOTAL HEATED
2505 S.F.
GARAGE AREA:!!!!tj
5-15 5-r.
L=
1113 S.r..
F
Ci
PLATE a UPPER a 10�5 %"
A.M.F 11011 TRUSS HEEL
'A.M.F)
PLATE o 5EDRM a W-5 5/4"
A.M.F * +7 Wb" TRUSS HEEL
(IGI'-5 B(b" A.M.F)
LONG' CANT'L
2'-0" 0 ONE END
5 FOR
ION
YLS
ROOF FRAMIN& NOTES:,
1. CONTRACTOR SHALL VERIFY, ALL NOTE5j DIMENSIONE
4 CONDITIONS PRIOR To CONSTRUCTION_
2. ALL BEAMS 4 HEADERS TO 5E,4XIO DF*2 a. 2x4
KALL5 U.N.O., AT EXTERIOR'KARM KALLS ALL
HEAVERS To BE 4XIO DF*2 W R-10 RIGID
INSULATION, U . N.O.
S. PROVIDE VENTED BLOCKING OVER SUPPORTS.
4. BEARING V4ALLS ARE SHADED.
5. ININDOA HEADERS @ &-0" ABOVE FINISHED.
IN PLI� V N - X)N�.W NVAZI-SMS 0 7
F INISHED FLOOR 0 UPPER FLOOR U.N.O.
11. ALL TRUSSES;
SHALL CARRY mmurAcTuRER,s 6TAmp.
SHALL BE INSTALLED 4 BRACED TO
MANUFACTURERS SPECIFICATIONS.
* SHALL HAVE DESIGN DETAILS 4 ORMINS5 ON SITE
FOR FRAMING INSPECTION.
SHALL NOT BE FIELD ALTERED NITHOUT PRIOR
BUILDING DEPARTMENT APPROVAL OF ENGINEERS
CALCULATIONS.
* TRUSS HANGERS SHALL BE SPECIFIED BY THE
TRUSS ENGINEER.
'I. III INDICATES POINT LOAD SUPPORTED BY (2) STUDS,
U.N .0.
8. INSTALL SHEAR KALL5 4/OR BLOCKING IN ROOF
STRUCTURE BEFORE INSTALLING FINISH ROOFING.
-1. SEE 51 EBT A] FOR ADDITIONAL NOTES.
10. SEE SHEET A2 FOR Roor VENTILATION
CALCULATION(S).
OOMP05ITION SHINCLE5 OVER
ROOF FRAKNO FLAN-
51-ALE: 1/4" = 1'-0"
BEAM 5CHEDULE
PLM VIEN
DESCRIPTION
DROPPED BEAM DESIGNATED
ON FLOOR PLANS.
DROPPED BEAM DESIGNATED
ON FRAMING PLANS.
FLUSH AND TOP FLUSH BEAM
DESIGNATED ON FRAMING PLANS.1
I
BEAM DESIGNATED ON
JUPSET
FRAMING PLANS.
- PLATE o UPPER. o 161-5 9/4"
A'Mr- * + 1'--0" TRUSS HEEL
(W-6 %" A.M.r)
10"X'I" ATTIC ROOF
JACK5 (1) REOV a
vr-N/FVR/FOYER
ROOF
LINE OF CONTINUOUS
METAL GUTTER, T-I'P.
PLATE a DEN
W-I" A.M.F.
2xI2 rASrIA
&XI2 P.T. VI`02
61-01, LONG,
CANT'L 2'-0" 0
ONE END
2'-0" O�H. TYP. 0
2,12 EAVE5
PLATE v UPI E a
-,5 0/14, A.M.F.
MONO TRU55
A SCALE: /W = 1�0"
6x12 VM I"N LON$,
41-01 o ONE MO,
TOP 0 2X-0 W XM.F.
12
14--0"
LATE 0 UPPEF
MONO TRU55
7%,
2646
cr,AS eP40PIC
(2)264' 6A5 A/
E.G. 4 OEGOLRE
GLASS
UFFER FLOOR
SCALE; 1/4" 1'-0"
NHOLE HOUSE VENTILATION:
VENTILATION symm, INTEGRATED iNrr+i rOPCED AIR
FURNACE INCLUDES 2441OUR TIMER LA5ELEr;l 4
MOUNTED TO THE FURNACE. TIMER SHALL OPERATE
5-HOURS IN EVERY 47HOUR. CYCLE IN ACCORDANCE
AITH MISO'7Z.5 AND TABLE M15(77.5.5(2). SYSTEM ALSO
INCLUDES 6" ROUND PUCT, MOTORIZED DAMPER AND
AALL FRESH AIR INTAKE HOOD
PROVIDE LOVVERED DOOR OR OTHER OPENING OF AT
LEAST 100 50. INCHES PER IRC, SEC. &245-1.5 AT
LAUNDRY FOR MAKE-UP AIR.
a
8,0"
AN
TAI-Y
ON PER IRC
I-LLUM111-A-TS
R505.1 $ P-305.5
ALL SHOINERHEA0 4 -IT
FAUCETS MAX 115 6 Z.
ALL OTHER LAVATO
FAJG
p-!p!1p,p
49
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u LLJ 3,
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10-
DRAM BY OAM-
RA 5/15
J RA �kl
PROJECT MANAGER:
SARAH AEIGHT
REMSED
ESr.WE.
j
JRA 6/21/15
"1/25/18
NOTE: SEE '5 FOR
N
PH
ERIN& DETAILS
FLOOR PLAN No-T-Es-�
B1. lhklr�
Mel 5/17
I. CONTRACTOR SHALL VERIFY ALL NOTES,
0
111.
LATERAL JOB NUMBER:
DIMENSIONS $ CONDITIONS PRIOR TO
1)
011-135
CONSTRUCTION.
2. AINDOI�15 4 DOORS ARE: 5HOAN 4 NOTED
7-
AS NOMINAL SIZES.
Abol
5. EXTERIOR KALLS TO BE 2X6 STUDS a 16"
C�
0.0. U.N.O.
tu
4. IT Dom AREAS ARE SHADED.
it-
5. s INDICATES POINT LOAD SUPPORTED
Q�
BY (2) STUDS, U.N.O.
/A5
6. SEE SHEET Al FOR ADDITIONAL NOTES.
1. SEE SHEET A2 FOR VENTILATION AND
ALARM SCHEDULES.
a. PROVIDE sTAIRYqAr ILLUMINATION PER IRC
Fzw—nammuMIR2MCE
R505.17 4 R505.8
I L1�065660
I jil'
lx2 TRIM OVER 2XI2 W-
2x& BARGE BOARD, m BARGE BOARD, TYP.
21-0" 21 0 404' SKYLIGHT rtofl @ 5:12 SABLE @ Z12 GABLE ENDS COMPOSITION
ENDS 4 RAKES -HEI(5HT- H16H RIDGE RAKES zz:::�Z9LE5 TYPICAL
Yq/ LAM. GLASS 4"40 SKYLIGHT KAY
12 V41 LAM. GLASS ELIEV. 315,517
".. SM�
F5--I:2� LAP SIDING 4P4' SKYLIGHT
J F4-1-21
TOP OF BEAM LAM. GLASS CONT. METAL SUTTER
BEAM PER OVER 2xb FASCIA
PLAN 12 BOARD, TYPICAL @
BEAM PER -5.12 EAVES
TRUSS ---- - ------- PLAN M.pd W
55 HEEL , i Ez�l
61 HEEL ----------- - TRUSS HEEL
---- ----------- - - - - I
PLATE a 'PLATE o --- --- ----------
APPLY HOOP STAIN It UPPER UPPER
ATE
PRESERVATIVE TO z a UPPER.
&xI2 BEAM5, TYP. TE= PL PER
.1
CONT. METAL GUTTER LINE OF T —5EAM PER
T
r
OVER 2XI2 FASCIA >ONNSPOUT, I -LAN 61, SMOOTH
1:2 AINDO101 TRIM F.
F2-1-2-1 71 F
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2:12 EAVES o�o
7 qK!gqzosf2
ELEV. 50IA4
PLATE a VEN DASH LINE OF SUBFLOOR SUBFLOOR SU5FLOoR. SMOOTH bX&
E HARD I E ANGLED P
---------- -- FANEI BRACE EE a DEN
- - ------------------- DASH - LINE OF - CEILING - ---------------------------------- PLATE a MAIN \PLATE @ MAIN cij E
PEP
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PLAN BEAM PER !9
PLAN
-LINE Or 0
z
DoviNSPOUT,
LINE OF U Lu ;Re
—TYP. T-ia Voyc5POUT, a-
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SMOOTH IAIOOD STAIN R
------------ 1 -56 E �� §
HARDIE I PRESE.—l— --,p
PANEL bxI2 POSTS 4 &X& 0
--------- BRACES, TYF.
ELEV. 2ql.2q
MAIN . FLOOR MAIN L -Loop
MAIN r
'.7
EL. 2-11.04
0
AOHEf;MP
DASH LINE OF STEM JAIALL 4 rT&. PER PLAN IRS
--- - - ---- ------------- - ---------- - - ----- - - - -------- - ------ - - --- - LIOHT�IMIGHT -Z
L -------- - ------------------- - - - - - - - - - - - - — - - - ---------------------------------------------------------------- - ---------- - --------------- I
L STONE VENEER----- < z
--- (LEvaEsToNE) - --- - - - -------- - --- - - - - - ----------------- - ------
ELEVATION NOTE5: FRON7 ELEVA71 ON
R10HT ELEVATION
SCALE: 1/4" 1'-0` 1. VERIFY SHEAR KALL NAILING 4 HOLDOANS PER I'LAN PRIOR TO SCIALE: 1/4"
INSTALLING SIDING.
2. MA50NRY 4 IAIOOV FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER
I.P.(:,. CHAPTER 10.
5 ' CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS,
4. PROVIDE APPROVED CIORRO51ON RESISTANT FLASHING AT
EXTERIOR AALL ENVELOPE PER I.R.C.,R'105h
S. PROVIDEFLASHIN& AT ROOF PENETRATIONS PER I.R.C. RqO3.2 s
R-105.2,1
(I. PROVIDE reATHER SMPPIN& AT ALL EXTERIOR 4
SARAGE-NTER. OR DOORS.
-T. PROVIDE ,-ONT:NUOU5 GUTTERS 4 VOIAINSFOUT5 @ ALL EAVES, TYP.
5. Ar)DkEi,�, OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE
FROM THE STREET FRONTAGE. HUMBER5 TO BE MIN. 4" HIGH IAIITH Y2"
HIDE STROKE 4 CONTRASTING BAC*�GROUNP.
q. PROVIDE SrAIRAAY ILLUMINATION FOR IPr, R905.1 4 R30315
HEr
10 SEE COVER- =T FOP, ADDITIONAL NOTES.
12
4040 SKYLIGHT 44' SKYLIGHT 12 5
ri/ LAM. GLASS vq/ LAM. GLASS 5
E5-- 1-2
'U - , ZT/
TRU55 HEEL Tpjr-Sa z
I HEEL
'PLATE a UPPER PLATE 0 Lu
UPPER
Ill-, -3 Ill Ill T, BEAM PER
OBSCA)RE PLAN
GLASS, i LZ
Q Q z
12
So
Su5PLOoR
i PLATE
:2xIO SMOOTH TRIM
I'LATE @ MAIN :2.10 SMOOTH TRIM -------------- �-.-PLATE a 14AIN OxI2 POST DEN
IL TROY 1/2015
'ER 43 13
APPLY kNOOD 7AIN BEAM I DAM
0
PRESERVATUTZ, PLAN IRA 4115/15
5h. CIX12 F0575 4 &x6
519. BRACES, TYP.
P05T PER = 13 TROJECT —MMAGER
7 P057 PER bxb SARAH AEISHT
PLAN ANGLED
PLAN 5.6. SMOOTH B.G. BRACE REMSM Or. &/201AM,
HARVIE J;?.A As
'7/25/15
ro PANEL VH
MAIN FLOOR MAIN FLOOR
L�jl MAIN FLOOR =EK
DATE,
Ir ILITEIAL BY:
----------------- - - - -------------------------------- - - - 5 5/1
M ,
LAMAL JOB NUV El:
---------- - - - - ------------
- ---- - — - - - ---------------- - -- - ------- - - ---------------- - - - - — - - - ------------------------- - - - ---------
Al
3.
REAR ELEVATION R10HT ELEVA710N
SCALE, 1/4" 1'-0"
WALE, 1/4" 1'-0"
F.. WOODW. ..El
JOB N
lx2 TRIM OVER 2xI2
5AR6E BOARD, TYP.
ISDN
9 2:12 6ABLE ENDS
4 RAKES
------------
BEAM PER I*LIA.
COMPOSITION 5HIN&LE5 OVER
FELT PAPER OVER r,.r'.X. OR
0.5.5. 5HEATHIN(9 FER
STRUCTURAL, STAGGER
JOINTS, TYPICAL
R-44 INSULA7 . [ON
I -TYP. a FLAT
— CEILIN(5e
�'
_@AS
5/ T $ 6. PLYNOOD
4
SILv 'OVER 15" DEEP, 2X4
Typ.
OPEN VeIS FLR. TRUSSES
yq/ R-Sa INSULATION
2X6 STUDS I&,
0.0. vi/ R-21
INSULATION TYP.
FINISH PER
ELEVATION OVER.
HOUSE ARAP
OVER r-.D.X. OR
0.5.5. PER
STRUCT. NOTES
5L6CKiN& PER FLR.
TRUSS MANUF. SPECS.
BEAM PER PLAN
C,ANT'L
&ARASE
OAP.A&r: NOTE;
INSTALL YY S, N.B. @
KALLS 4 POSTS.
W, TYPE x S.AB. 0
CEILINSS 4 BEAMS
4" CONCRETE OVER 6 MIL.
(BLACK) V.D. OVER
4" SRANULAR FILL,
SLOPE 4" TO O.H. DOORS -
PRIVEVW(t
4�: CONCRETE OVER
4 GRANULAR FILL
(�4ALL SEC,,71ON
SCALE, 1/2" = 1'-0"
PLATEaDUPPER
5U5FLOOR
MAIN FLOOR
LOPA SLAB
7
Q
BEAM FEF
SIMPSON,
jx!� TRIM OVER 2�12
BAR&E BOARD, TYP.
0 2:12 GABLE EN05
4 RAKES
4:� CONCRETE O""eR
4 SRANULAR. FILL
ad
COMPOSITION SHINGLES OVER.
FELT PAPER OVER 2.D.X. OR
0.9.5. SHEATHtN9 PER
STRUCTURAL, STASSER
TYPICAL
'qg'
14 -Na:FR
4940 5KYLI&HT AS 12 R
vi/ LAM. &LASS
VENTEP
IX2 TRIM OVER. 2xI2 T.F
ATTIO
i2 7 BLOCKING 24 BARC-E BOARD, TYP.
AS
INSULATION 'rTlP.
TRUSS HEEL T CEILINS5 COW. �ETAL 0 2:12 (SABLE EN129
SLITTER t RAKES
--------------------------------- 8flF
OVER 2X6 FASCIA Nor, HBO
11 1 a
PLATE 0 UPPER;.-' 1 2:12 ROOF
2X6 STUDS a 161, 1� I- PITCHES, APPLY ICE
:s YtATER SHIELD :1
O.C. K/ R-21 c
INSULATION TYP. UNVERLAYMENT
FINISH FER
TR':
ONU 2XI2 RAF LLJ
M5 a 24" Oz.
ELEVATION OVER
HOUSE ARAP
-WT-ff
OVER CIDX OR pill, Lu
0 5.5. PER
.5.5. PER
STRXT. N 7p
-as IWSU�ATI
-A. L HE 00' �L"*
'R 0
OTE5 r. PLY� OV*E*R 161, DEEP ',r NIX. Oki
SUBF-LOOR, FTcR_
2X4 OPEN YeB FLR.
TRUSSSSES RA l:IL
PLATE 0 MAIN
SIM. N N
-A
PER-);
2H
j < Z
LA.
EN
x
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T'(P
e �4 T'4rff PLYWOOP
y PANEL PANEL
W - :' 11-
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N5ULATiON
�.d" LA
j MAIN
MAIN FLOOR a=
FLOOR.
77-
CONCRETE OvER
POST* BEAMS
r,RAI* am r
6 MIL IF
&RANuLAR FILL
K) V.B. PER. PLAN C,
COMPOSITION SHINSLES OVER
FELT PAPER OVER
C.D.X. OR O.S.B. SHEATHINC,
PER STRUCTURAL, STA96ER
JOINT5, TY)FICAL
R-56 INSULATION TYP.
6 VAULTED CMLINS5
2 X12 RAFTERS
a 24" O.C.
NOTE.
AT 2; 12 ROOF
PITCHES, APPLY IcE
4 AATER SHIELD
UNPERLAYMENT
PLATE
DEN
9 DEN
HT
COW. �ETAL
2�6 STUDS a 16"
-oz. W R-21
6UTTER OVER 2xI2
FASCIA BOARD
ENTRY
INSULATION TYP.
: .
'V4" T.4&
PLYY40012
FINISH MR
ELEVATION
OVER HOUSE
OVER
2XIO HF #2 F.J. W
Y4RAP OVER
r
.,DX. OR
R W INSULATION
LLL . . . . . . . . . .
05B. PER
5TRUCIT. NOTES
CONCRETE OVER
,SRANULAR FILL
MAIN FLOOR
& MIL.
(BLACK) V.5.
(-,--�5UILL�)IN& SEC-J�ON
�f) SCALE: 1/4" = 1'-0"
IX2 TRIM OVER 2xI2
BA"E BOARD, TYP.
404* SKYLI&HT @ 2d2 &ABLE ENDS
2X6 5AR6E BOARD, /LAM.r.LAS5 F 4 RAKES
TYR @ 9: 12 GABLE
ENDS 4 RAKES � (R) y
ATTIC
LL
COMPOSITION
5HIN6LE5 OVER FMT
PAPER OVM CDX.
OR 0.55. 5HEATHINr,
ZZ .7!j
PER STIMnRAL, —NOTE '-AL
5TASSER JOW5, AT 2:12 ROOF GA
TYPICAL PITOHMS, APPLY ICE
4 kNATER SHIELD
12
RLAYMENT SIM.
2 UNDE,
PLATE 0 UPPER
- --- - ----------------- .............. ....
........
FINISH PER
......
k44 iF6kATIbt4
ELEVATION
TYP.
a FLAT IL N95
OVER HOUSE
PIRAP OVER
CDA. OR
LINE
.OF Poor-
A
L UN.
0 S.S. PER
�4 T-46. PLYY400P
STRUCT. NOTES
_7 L
OVER 16" DEEP, 2X4
-OPEN YYEB RLR. TRUSSES
..N-61RDER. FLOOR
..rRUSS
7:773] co'=A =3
! r
26RA&E
6ARAGE NOTE,
INSTALL)'2" J1.13 a
AALL5 4 POSTS.
W, r1rFE X, ex.5. 6,
CEILIN65 4 BEAMS.
4" CONCRETE OVER 6 MIL.
(BLACK) VB. OVER
-----------
4" &RANUL;R FILL,
(BLACK) V.B.
SLOPE 4" TO O.H. DOORS
I L r;) I N 0
SEGTION
17RUSS HEEL
I
PL�'TE a UpPep.
<OVER
Z
2X12 FASCIA
50ARD
'n
-2x& STUDS a 1611
<
O.c'. N1 R-21
(4
INSULATION TYP.
SU5FLOOR
PLATE a MAIN
IDRAWN BY.
A
JJRA 4/1511
Z
13
PROAW WNAGEW.
SAFLAH HEI&HT
R.Bm BY.
JRA a/21/15
lb
PH
Z
MAIN FLOOR
By. DAM:
Mr:I 1/13/1-,
fill
LATERAL JO NUMBER:
ffA 011-155
A5
ILI
tL
REbuB
1:,MAR 0 5,2019
�ClLfftl DEPARTIVIEW
I— . 'OFEDM(I!JDS
1(005(90
5TRUCTURAL NOTES(MITOHELL EN5INrzEFINr5)
rlovE
DESI&N 19 IN ACCORDANCE V41TH THE 2015 INTERNATIONAL 51JILDIN& CODIE
AS AMENDED BY THE LOCAL BUILDING DEPARTMENT.
LIVE LOADS
ROOF ----- - - - ------ - 25 FSF
FLOOR------------4O PeF
LATERAL - --------- - ------ - --- EXPOSURE B; 65 MPH / 110 MP14 (ULT)
SE15MIr ----- - ------ - ------- SITE CLASS 12
FOILINVATION15
EXTEND FOOTINGS To FIRM UNDISTURBED SOIL, ASSUMED MAKIN& CAPACITY OF 1500 P5F.
ALL EXTERIOR FOOTIN65 SHALL EXTEND A MINIMUM OF I'-b" BEL0114 ADJACENT EXTERIOR
FINISHED 6RAVE.
0A5T_-IN-F_LA0r= QQNQRZTE
Fld = :2,500 MI 0 :26 DAYS. MINIMUM 5-1/2 SACK!5 OF CEMENT PER CUOICYARD OF
CONCRETE AN12 A MAXIMUM OF CI-314 (SALLON5 OF NATER PER 114* 5AorK OF CEMENT. NO
SPECIAL INSPECTION REOUIRED. MAXIMUM 51ZED A(SCIRE&ATES 19 1-1/2 INCHES- MAXIMUM
SLUMP 19 4 INCHES. ALL PHASES OF YqORK PERTAININS TO THE CONCRETE CONSTRUCTION
SHALL CONFORM TO BUILVIN& CODE REGUIREMENTS FOR REINFORCEP CONCRETE. ALL
REINpORCIN(q STEEL, DoveLs, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN
POSITION PRIOR To POURINS CONCRETE ANCHOR BOLTS FOR PRESSURE TREATED SILL
PLATES To FOUNDATION VtALL5 To BE 5/6 INC44 DIAMETER P41TH *7 INCH MINIMUM EMBEDMENT
INTO CONCRETE AND MAXIMUM SPACINO OF 2 FEET ON CENTER. MINIMUM 2 ISOLT5 MR SILL
PLATE PIECE. ONE BOLT To BE PLACED VJITHIN 6 INCHES OF EACH END OF THE SILL PLATE.
DIPPED (5ALVANIZED CONNECTORS SHALL CONFORM To A5TM STANDARD 155 AND HOT
DIPPED &ALVANIZED, CONNECTORS SHALL CONFORM TO ASTM A655M CLASS (5-105.
SIMPSON PRODUCT FIN:5HES CORRESPONDIIN& TO THEW REQUIREMENTS ARE ZMAX (HOT
DIPPED &ALVAINZED ((9 65), STAINLE59 STEEL.
REINEO-SOIN& 5TEEL
ALL REINFORICINS STEEL SHALL BE PLACED IN CONFORMANCE AITH THE BUILDIN9 CODE
REGUIREMENTS FOR REINFORCED CONCRETE AND THE MANUAL OF STANDARD PRACTICE
FOR REINFORCED rONCRErE CONSTRUCTION BY ORS1. VEFORt.W REINFORCIN& STEEL
5AR-S SHALL CONFORM To ASTM A-615 GRADE 40 FOR #5 AND SMALLER REINFORCEMENT
AND CRADE 60 FOR #6 AND LARSER. ALL RZINFORCIN& BAR BENDS SHALL BE MADE
COLD V41TH A MINIMUM RADIUS OF & BAR DIAMETERS (1�-V' MINIMUM). CORNER BAP-s (21-oll
BEND) SHALL BE pRovinEv FOR ALL HoRizoNTAL f;mmFoRCEmENT. LAI' ALL SAIRS A
MINIMUM or 46 BAR DIAMETERS UNLE55 NOTED OTHERAISE.
UNLESS NOTED OTHE"15E ON 71-e DR.AAINSS REINPORCINC, STEEL SHALL HAVE THE
FOLLONI" MINIMUM COVER.
CONCRETE CAST A&AIN5T EARTH 5 INCHES
CONCRETE EXPO' SW TO EARTH OR NEATHER:
#6 THROUSH #18 EARS 2 TNC44ES
#9 BAR AND SMALLER 1-1/2 INCHES
5MOTMAL. 57EEL
STRUIcTURAL STEEL SHALL CONFORM TO ASTM AS&, fg-56,000 Ml. ALL HELDIN& SHALL BE
IN CONFORMANCE YTTH ASTM AND ANS STANDARDS AND SHALL BE PERFORMED BY KABO
CERTIFIED V4ELDER5. STEEL TUBIN& SHALL CONFORM TO ASTMI ASOO fg=90,000 P�51.
5TRU-CTU96L TIMBER
ALL LUMBER SHALL CONFORM TO I�MPA (5RADIN(S RULES FOR Ve5TERN LUMBER, LATEST
EDIT ON. PROVIDE CUT INA.5HERS UNDER ALL NUTS AND BOLTS BEARIN& A&AIN5T HOOD. ALL
V4000 IN CONTACT V41TH CONCRETE SHALL BE PRESSURE TREATED. ALL STRUCTURAL LUMBER
SHALL. BE AS NOTED DELON-
2X FLOOR.JOI5T5 HEM -FIR #2 ------ - ---- - --- - -- Fb 850 PSI
2X ROOF RAFTERS HEM -MR #2 ---------------- fb aSO PSI
4X BEAMS POUS-FIR&ARCH #2 -------- Fo 650 M
&X BEAMS vOUG-f:IR4_ARaH #2 --- - - - ---- Flo 850 P5
LUMBER NOT NOTED HEM-FFIR #2 - - - - --- - ---------- Po aw P51
MISCELLANEOUS HAN&ER5 To BE SIMPSON OR APPROVED EQUAL. ALL HANSER5 SHALL BE
rAsTENeo To V4000 V41TH PROPER HAILS. ALL HOLES SHALL BE MAILED. MACHNE BOLTS
To BE A-50-1. ANCHOR BOLTS INTO CONCRETE SHALL BE 5/8 INCH DIAMETER NITH 7 INCHES
Or EMBEDMENT INTO CONO" I = UNLE55 NOTIED OTHEIRAISE ON THE PLANS. ALL HAILS SHALL
BE COMMON AIRE NAILS. NAII Nr, SHALL BE IN ACCORDANCE NITH THE CURRENT I.B.C.
SCHEDULE.
SIMN-0711JI961. LAMINATED LUIMM (ON-AP-M 2.0)
Fb - 2foOO P51
E - 2)000,000 P51
Fv = 285 MI
FLOOR SHEATHING
SHEATHIN& SHALL BE 5/4 INCH TONWE 4 &ROOVIE, A.F.A. RATED SHEATHIN&. SPAN RATIN6, 45/24
AITH LON& DIMEN51ON FERPENDICAJILAR TO SUPPORTS. UNLESS NOTED OTHERI"115E NAIL AITH
8cl COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL ED&F-S 4 10 INCHES
ON CENTER AT INTERMEDIATE SUPPORTS.
HALL SHEATHINO
SHMATHINS SHALL BETWAPA. RATED 5HEATHIN& SPAN RATIN& 24/0. PANEL END J01105 SHALL O=R
AT SUPPORTS. MAIL PANEL EDOES INITH Od NAILS AT 6 INCHES ON CENTER AND 10 INCHES
ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NoTEv oTHERVJISE ON THE DRAY41N&5.
&W-LAMINATED TIMPER
LAMINATED TIMBER SHALL BE DOU(SLA5-FIRA.AF,,,,H KILN DRYED. STRESS &RAVE
Cot'IBINATION Or 24F-V4 FOR SIMPLE SPANS AND 24F-VZ' FOR CANTILEVER AND
CONTINUOUS BEAMS.
P.00F SHEA-THINC7
5NEATHIN& SHALL BE 5WAFA. RAM;, SHEATHING. SPAN RATiNS 52/16, INSTALLED VqITH LOW DIMN51ON
ACROSS SUPPORTS PANEL ENDJOINTS, SHALL OCCUR AT SUPPORTS. NAIL PANEL EDSE5
P41TH ad NAILS AT 4 iNCHE5 ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS -
FLOOR FRAMIN6
PROVIDE FULL DEPTH BLOCKING FOR J015T AT THE SUPPORTS. FLUSH BEAMS (FIS) AND
HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2". ALL VERTICALLY LAMINATED
C,OLUMNS AND HEADERS SHALL BE SPIKED TOÐER AITH 16d NAILS SPACEP AT 6 INCHES
ON CENTER.
BEARZINry KALL FRAMIN&
ALL 120OR AND ININVOk4 HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2X5
HEM -FIR #2 VjITH ONE CRIPPLE AND ONE STUD AT EACH END FOR OPENIN65 4 FEET AIDE OR
LESS. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE (2) STUDS Sf'IKIEZ'
TosETHER YqITH 12d NAILS AT 12 INCHES ON CENTER. PROVIDE 2 LAYERS OF SUILIDINS,
PAPER BETMEN INOOD AND CONCRE. . INALL5 SHALL HAVE A 51"LE BOTTOM PLATE AND
A DOUBLE TOP PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD NITH
2-16d NAILS. FACE NAIL DOUBLE TOP PLATE YqITH lbel NAILS AT 10 INCHES ON CENTER. LAP
AND FACE RAIL PLATES, NITH 2-16cl NAILS AT EACH SPLICE, CORNER INTERSECTION.
STA&r5ER SPLICES A MINIMUM OF 45 INCHES.
190OF:
TRUSSES SHALL BE PLANT FABRICATED OF DOL16LAS-FIR/LARCH OR HEM -FIR. TRUSS
MANUFACTURER SHALL SUBMIT SHOP ORMIN&5 AND CALCULATIONS STAMPED, 51(SNED A140
DATED BY A P4A5HIN(5TON STATE LICENSE17 STRUCTURAL EN&INEER. SUBMIT TRUSSIMMIN&
TO EN&INEER OF RECORD AND OUILDINs DEPARTMENT FOR REVIEN AND APPROVAL PRIOR
TO FABRICATION. ROOF TRUSSES SHALL ISE DE516NED AS ATTIC TRU55ES AITHOUT
5TORA6,E.
&RID
LRF
NOTE: ALL SECTIONS ARE
TYPICAL 4 SHOULD BE USED t
AT ALL SIMILAR LOCATIONS
ALE, I1W - �V-W
P.T. 5x6 K/ Vb" dia. x 12" ANCHOR
BOLTS @ 24" O.C. Yq/ &ALVANIZED
5"x5"y,V4` PLATE AASHER.
NHERE J5T5. ARE HUN& FROM
MUD-51LL, USE P.T. 5x RIFFE12 TO
57EM KALL Y41DTH N1 COUNTERSUNK
%" dia. x12" ANCHOR BOLTS @ 24"
OL. W WxVA4" PLATE NASHER
AT GRIP C: ANCHOR BOLTS PER
DETAIL 11/52
SHEAR V4ALL 50HEVULE
MAIL SPACIN&
TOPA30TTOM
SHEAR AALL
MAIL
HEM -FIR #2
DMIrSNATION
Sam
ED&ES
STUDS
PLATE
BLOCKINO REWIRED
#/FT.
PI-6
ad
I..
Ill.
cl
YES
210
PI-4
ad
4"
Ill.
4"
YES
510
PI-5
Del
121,
51.
YES
400
PI-2
ad
2.1
121.
YES
525
P2_5
ad
51,
12.1
V,
YES
800
P2_2
ad
2.1
121.
W
TIES
1050
5HEAR ViALL NOTE5:
I
Pl- 3(6 A.F.A. RATED PLYAOOD OF. ORIFNTATM STRAND BOARD (0.5.5) ON ONE SIDE
OF KALL.
P2- % A,P.A. RATED FLYA000 OR oRiENTATEv STRAND BOARD (0.5B) ON EACH SIDE
or KALL.
2.
FOR PI-5, PI-2, P2-5 4 P2-2 SHEAR AALLS USE 5x STUDS AT ADJOININ& PANEL EMSES.
NA SHALL BE STA&SERED.
a.
NA�LING
L5 SHALL BE 5d COMMON (0.151" DIAMETER).
4.
NHERE FLYYqOOV 15 INSTALLED ON BOTH SIDES OF KALL, FILYAO017.10INTS SHALL
FALL ON SEPARATE STUDS, EACH SIDE.
S.
ALL PANEL EDGES BLOCKED AITH 2-INCH NOMINAL FRAMIN6 FOR Fl-b 4 PI-4 SHEAR
KALL5. ALL PANELS BACKED INITH Sx FRAMINS AT 1-1-5, PI-2, P2-5 AND P2-2 $HEAR
KALLS ' INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. SPACE NAILS a 10
INCHES ON CENTER AT INTERMEDIATE SUPPORTS.
6.
ALL ANCHOR BOLTS SHALL BE INSTALLED INITH HOT DIPPED &ALVANIZED PLATE
M5HER5.
'7.
REFER To FOUN12ATION PLAN FOR ANCHOR BOLT SIZE, SPACIN6 AND MUVSULL/RIM
CONNECTIONS.
LATERAL RESTRAINT HARDNARE
"MITCHELL ENrzINEERlNr_-*
SYMBOL
14OLDOM TYPE
SIMPSON STHD14. INSTALL 1-1/2" FROM CORNERS
ROUSH OPENIN65, USE (50) lbd NAILS.
< HVUe
-OR
SIMPSON HMO. INSTALL PER DETAIL 12/52,15/e2
<=>MI12
SIMPSON M5772. INSTALL PER DETAIL 14/92
51K @--
DIETAIL AS SHOAN ON ARCHITMTURAL CN) PLAN SHEETS
rx"\
Sim.
�ZY
ENVNEERIN& DETAIL AS SHOAW ON STRUCTURAL (W) SHEETS
- - - - -
INDICATES SHEAR nALL
MAIN FLOOR
/-:--\UIIPER FLOOR - FRAMIN& 4 PETAIL5
�-�UFFER FLOOR - 5HEAR kNALL5
/--\ROOF FRAMIN& 4 DETAILS
0,
lu
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op
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u
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n �- x
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Dj1ja 8�' DA
4/1 1
PROJECT MANAGER -
A
D
� By DAM
SARAH AEIGHT
REMSED BY-. DAM:
JRA a/21/15
PH
EER
AlZ_AL_SY_!_DA;_�
I , _ �%]
ILAIERAL JOB NUMBER:
01.7_155
5 �/.
/52
ANW -NM- -CE
JOB NUMBER:
160560
EXTEND HEADER -7
TO END OF ViAL
NOTE: DETAIL SHONN
ON PLAN SHEET AS
all FNP NALL &ARArvE
4
ROV45
ad 0 51,
NOTE: DETAIL 5HO N
OZ.
ON PLAN SHEET AS
a' FND VNIALL
NOTE: DETAIL SHOV4N
ON PLAN SHEET AS
SIMPSON STHP14
a" FND NALL
HOLVOkNIN v41 (5S)
bd SINKERS
J:115TE, PER1.11-I.ULAR-
NOTE: DETAIL SHONN
ON PLAN SHEET AS
T IHI 11 r, K�E NNEV S L A 15:> (90 0. Hl. D 101 0 R
REV.
in (5) #4 BARS
VERTICAL
H/ 4" HOOK
0 FOOTING
No-m DETAIL SHOINN
ON PLAN SHEET AS
SLAB
V�4ALL
ON
�FNr,>,
N �*HOU�!5E/&�ARA&�E.
CIRAPE_17Z
v
IBLE TOP PLATE ad a 5" O.C. TO
EACH TOP PL =r:
�T
< - — - — - — - — - -
_AALL
OMI I JED,
(5) RO
ad a 5" 7
0.0.
ad @ 511 OZ. TO
STUDS, PLATES,
4 BLOOKIN& <
A
.5x STUDS 4
BLOCKING
- SHEAR V4ALL PER
PLAN t SCHEDULE
P-T- 5X& A/ (2) %" CIICL
x 12" ANCHOR BOLTS
v41 GALVANIZED
5"x5"xV4" PLATE
AASHIER
TOP PLATE
2x STUDS
PER PLAN
-SHEAR K4LL PER 2x STUDS —
7577
PLAN t SCHEDULE PER PLAN
F.T. Sx RIPPED
-EXTEND HEADER TO all V`I/ SIMPSON
SHEAR NALL PER
_P * T. 2x& V41 SIMPSON Y2` d1Q.
x 5 YY STRONG BOLT @ 1211
TO END OF AALL %11 Clio. x a)y
STRONG BOLT
ad @ 51' O.C. TO STUDS, 0 121, OZ.
ATES $ BLOCKING W GAL\/. 5"x55e.Y4"
(3) #4 BARS PLAN 6 SCHEDULE
Ibd a VERTICAL N1 4"
all OZ. HOOK a FOOTINO
F
O.C. Y4/ &ALV. S"x5"xY4"
PLATE YNIASHER (4) MIN.
PLATE Y',IA5HER. :1 . 11. :- - A
VERT
(5) #4 BARS
ICAL W 4"
HOOK e FOOTIN&
-- --- - ----- J�-�
- 5x STUDS 4 BLOCKING
SHEAR VqALL PER 4 BARS, @ 0..
SHEAR NA 4 DARA I IV O.C. HOR ZONTAL
-PLAN 4 SCHEDULE LL OZ. HORIZONTAL
PER PLAN 4 FIER PLAN
- 5IMP50N 5TH014 SCHEDULE FE 11LAN �# PER PLAN
HOLvOYqN v41 (50)
Ibel SINKERS
(D L �ATI, EP�ZAL D�ETAIL.... -7 LATERAL DETAIL
P.T. 5xro Yq/ (2) V dici. x 12" SCALE, I" = V-0"
ANCHOR BOLTS v41
GALVANIZED V'xV'x�4"
PLATE AA5HER
-I
4'1 -771�f�-_!
Aj.
4
AB CRAVE
4L
WSW
7
:4:
4
(5) #4 BARS
VERTICAL
4" HOOK
�;VAL
A'
e-
4L_
jw,
W2"
.471
4_
4 a FOOTING
3 � e-
t
IETAIL
/\N /OWN X
5HOVqN
-111- 11- lit III
N S,
[OlIA EET AS #4 BARS a 10" #4 BARS e 10"
0.0. HORIZONTAL OZ. HORIZONTAL
" INI �P I 1--M Ylu"ILL @HCLDOViN
LATERAL RE5TRAINT PANEL LATERAL RE5M.MNT PANEL @E5 INTERIOR STEM HALL DETAIL -x
FND. Y4ALL o HOU5E/C7ARA&E 4611'k
SCALE; P 1'-0"
=117, �7_OL 'M
T.46. PLYP400D 5U5FLO0R
4, LD dd-4,d PER PLAN, GLUED 4 NAILEV —7
-V/L-: _46. PL'rAOOP 5UBFLOOR
12OUBLE STUD @ HOLVOAN FER ILAN, GLUED 7 . ... ......
S r
='R SHEAR
16d a b" OZ (Id 0 61, OZ PER PLAN AN 4 SCHEDULE OPEN YV=Bs-\�,vz,;s',1
PLAN Yq/ ALL HOLES FILLED SHEAR VqALL H YiALL OPEN VqEB YiALL PER FLIR. TRUSSE . 5
16" VEEP 2x4
W lad COMMON NAILS FLR. TRUSSE 4" ad a V' 0.0.,,�PER PLAN
SIMPSON M5T HOLMONN PER PLAN 4 SCHE PLAN 4 SCHED
0
5576 2 yjj"-
A--'7'
I
HOLDONN DETAIL
SCALE. I" = 1'-0"
(5) IbCI NAILS
PER BLOCK
T ' 46. FIL"NOOD 5U5FLOOR
PER PLAN, GLUED 4 NAILED
15" DEEP, 2x4 OPEN AEB
FLR. TRU55E5 PER PLAN�
(21, O.C. ---\
\/I
AI
\1
SHEAR NALL PER
PLAN $ SCHEDULE L
OR HEADER
LATERAL DETAIL
71�
-4
BLOCK PER FLR. TRU55
MANUF. DESIGN BLOCK
FOR 400# FORCE IN
THE PLANE OF THE
BLOCK
V)
Z�
Lu 3t s t
LaRLu
z
qzl!
< Z
z
Hx
>
CENTEIRLINE 4" L.S.L. RIM 15" DEEP, 2x4 INA" L.S.L. RIM >
OR RIM PER OPEN P�BB OR RIM PER
FLR. TRUSSES > 0/4" L.S.L.
FLOOR TRUSS N FLOOR TRUSS BIL CK
SUPPLIER PER FLA SUPPLIER >.
16d Tor: -NAILS 5z
16d TOE -NAILS
ab"O.C.
a 61, 0.0.
14
0/4" L '-L.
BL CK
AT SIM. DETAIL ADD 11�51MI`50N A55 (5)16cl TOE -NAILS
5IMP50N A55
z1a.. DEEP, 2x4
SHEAR KALL OPEN ViEB SHEAR YqALL PER A55 a 1611 OZ. SHEAR ViALL PER 6D 12" O.C. PER BLOCK
PER PLAN 4 r-LP. TRUSSES PLAN 4 SCHEDULE PLAN 4 SCHEDULE
SCHEDULE PER PLAN OR HEADER OR HEADER SHEAR KALL PER
DOUBLE STUD a HOLDOVqN
ILAN 4 SCHEDULE
OR HEADER Q
HOLDOM DETAIL LATERAL DETAIL LATERAL DETAIL LATERAL DETAIL
SCALE: 1" 1'-0" SCALE, I" = 110"
T.46. PLYAOOP SUBFLOOR
PER I -LAN, GLUED 4 NAILED X'1_ Am 4111.
_1s1a*dv /I �6;%4 NOTEI DETAIL SHOVIN
lad @ 4" O.C. 12yeo #x' 6'X16e ON PLAN SHEET AS
SHEAR nALL PER slor ;11� A Aou'kA 0�
PLAN 4 SCHEDULE 15 PEEP, 2x4 111,F0 13
OPEN YYE5 VAULTED OEILINS EAVE 0
FLR. TPU55ES -P 7��
LTP4 HORIZ PER PLAN 21 SCALE: 1. 1, z
a 12" OZ. r PROJECT MANACM:
"e SARAH YIE16HT
I REVISED BY. DATE-
16dr@ 4
PEP
ULE '6 2x4
OFE
N "Ir
_LR �55E.
PEP
I LAN
JRA 5121AS
9. 17H '7/25/15
194" L.I/L. NOTE: 12ETAIL SHOYiN
BLOCK* ON PLAN SHEE
T AS 0
A3
!�D
r/, 24'
STAIR OMI I I I-D (SABLE END DETAIL
0) 1 IATERAL JOB NUMBEft;
FOR CLAR17r 2 SCALE: I" = V-01. 011-155
A3 A 2077
SIMPSON ASS 0 M, , #Ia- 1�2'9_11
SHEAR KALL PER 012"OZ. 6.5 a
PLAN 4 SCHEDULE X 52
lu
OR HEADER FLYNOOD CAN BE INSTALLED ON IL
EITHER FACE OF THE V4ALL NOTE: DETAIL
ON PLAN 5HE�� .2
LATERAL DETAIL LATERAL DETAIL LATERAL DETAIL FLAT CEILIN& 0 EAVE FMW WOODINMU.E.FFICE
_' �(g'=: "A y
L. I INL
SCALE: I- I- 51-ALE: I" = 1'-0" (:::2:�4 �t.
Is1:141 �'� �= �_�OLLO� I 1- 200 . 1-� = o..